HomeMy WebLinkAboutLos Angeles Engineering Inc; 2018-06-27; PWS18-123PKS (13)
Poinsettia Community Park –
Phase III
Construction Project
Contract No.4605
City of Carlsbad, California
Technical Specifications and Appendices
VOLUME I
Project Landscape Architect:
Jeffery T. Barr, Schmidt Design Group, Inc.
1111 Sixth Avenue, Suite 500
San Diego, CA 92101
(619) 236-1462
SDG Project #: 15-406
Date: March 5, 2018
Poinsettia Community
Park – Phase III
Technical Specifications and Appendices
TABLE OF CONTENTS
1. Technical Provisions
2. Supplemental Special Provisions
a. Geotechnical Report
b. Structural Calculations
3. List of Appendices
Appendix A: Mitigation Monitoring & Reporting Plan
Appendix B: Hydrology Memorandum
Appendix C: Storm Water Pollution Prevention Plan
Poinsettia Community
Park – Phase III
1
Technical Provisions
TECHNICAL PROVISIONS
DIVISION 01 – GENERAL REQUIREMENTS
01 10 00 Summary
01 25 00 Substitution Procedures
01 31 00 Project Management & Coordination
01 33 00 Submittal Procedures
01 40 00 Quality Requirements
01 50 00 Temporary Facilities & Controls
01 56 39 Temporary Tree and Plant Protection
01 73 00 Execution
01 74 19 Construction Waste Management & Disposal
01 77 00 Closeout Procedures
01 78 39 Project Record Documents
01 78 40 Warranties & Bonds
DIVISION 02 – EXISTING CONDITIONS
02 41 19 Selective Demolition
DIVISION 03 - CONCRETE
03 30 53 Miscellaneous Cast-In-Place Concrete
03 38 16 Unbonded Post-tensioned Concrete
DIVISION 04 - MASONRY
04 20 00 Unit Masonry
DIVISION 05 - METALS
05 73 00 Decorative Metal Railings
DIVISION 09 - FINISHES
09 96 10 Anti-Graffiti Coatings
DIVISION 10 - SPECIALTIES
10 73 00 Pre-engineered Shade Shelter
10 90 00 Multi-Sport Arena
DIVISION 11 - EQUIPMENT
11 48 00 Scoreboard
11 68 00 Play Equipment and Structures
DIVISION 12 - FURNISHINGS
12 93 00 Site Furnishings
DIVISION 13 – SPECIAL CONSTRUCTION
13 31 23 Pre-engineered Fabric Tension Structures
DIVISION 26 – ELECTRICAL
26 05 00 Common Work Results for Electrical
26 05 19 Low Voltage Electrical Power Conductors & Cables
26 05 26 Grounding and Bonding for Electrical Systems
26 05 33 Raceways and Boxes
26 05 53 Identification for Electrical Systems
26 27 26 Wiring Devices
26 56 00 Exterior Lighting
26 56 68 Exterior Athletic Lighting
DIVISION 28 – ELECTRONIC SAFETY AND SECURITY
28 23 29 Security Cameras
DIVISION 31 - EARTHWORK
31 10 00 Site Clearing
31 20 00 Earth Moving
31 25 00 Stormwater Pollution Control
DIVISION 32 - EXTERIOR IMPROVEMENTS
32 13 13 Concrete Paving
32 13 43 Pervious Concrete Paving
32 13 73 Concrete Paving Joint Sealants
32 17 23.13 Infilled Synthetic Turf Systems
32 17 23.28 Landscape Synthetic Turf Systems
32 18 16.13 Playground Protective Surfacing
32 31 13 Chainlink Fence and Gates
32 84 00 Planting Irrigation
32 91 15 Soil Preparation (Performance Specification)
32 92 00 Turf and Grasses
32 93 00 Plants
DIVISION 33 - UTILITIES
33 10 00 Water Utilities
33 40 00 Storm Drainage System
33 46 00 Subdrainage
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01 10 00
SECTION 01 10 00 - SUMMARY
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and other Division 01 Specification Sections, apply to this
Section.
1.2 SUMMARY
A. Section Includes:
1. Project information.
2. Work covered by Contract Documents.
3. Work required but not shown.
4. Governing documents, codes, and standards.
5. Conflicts/Clarifications
6. Access to site.
7. Work restrictions.
8. Specification and drawing conventions.
1.3 PROJECT INFORMATION
A. Project Identification: Poinsettia Community Park – Phase III.
1. Project Location: 6600 Hidden Valley Road, Carlsbad, California 92011
B. Owner:
1. City of Carlsbad Parks & Recreation Department
799 Pine Ave. Suite 200
Carlsbad, CA 92008
2. Municipal Project Manager: Steven Didier (760) 602-7539.
C. Landscape Architect:
1. Schmidt Design Group
Glen Schmidt & JT Barr
1111th Ave. Suite 500
San Diego, CA 92101. (619) 236-1462
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D. Landscape Architect's Consultants: The Landscape Architect has retained the following
design professionals who have prepared designated portions of the Contract
Documents:
1. Fuscoe Engineering (Civil Engineer)
Ken Kozlik
6390 Greenwich Drive #170
Carlsbad, CA 92122
(858) 544-1500
2. Alagia Engineering (Electrical Engineer)
Neal Alagia
17743 Del Paso Drive
Poway, CA 92064
(858) 746-7414
3. K2 Engineering (Geotechnical Engineer)
Susana Kemmerrer
12595 Ragweed Street
San Diego, CA 92129
(858) 484-2347
4. BWE (Structural Engineer)
Chris Cobb
9449 Balboa Ave., Suite 270
San Diego, CA 92123
(619) 299-5550
5. DMA (Artificial Turf Consultant)
David Digeronimo
5188 Andrew Jackson Street
Oceanside, CA 92057
(760) 613-4313
6. Mucso Sports Lights (Sports Lighting Consultant)
Karin Anderson
4 Jenner, Suite 100
Irvine, CA 92618
(760) 798-3162
1.4 WORK COVERED BY CONTRACT DOCUMENTS
A. The Work of Project is defined by the Contract Documents and consists of the
following:
1. Expansion and construction of a public park:
a. Drainage & Grading
b. Dog Park
c. Fencing & Gates
d. Retaining Walls
e. Vehicular & Pedestrian Paving
f. Tot Lots (2-5 & 5-12 age groups)
g. Site Lighting
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h. Site Furnishings
i. Shade Structure(s)
j. Soil Preparation/Finish Grading
k. Planting & Irrigation
l. Turf areas
m. Multi-sport arena
n. Pickleball Courts
B. Type of Contract:
1. Project will be constructed under a single prime contract.
1.5 WORK REQUIRED BUT NOT SHOWN
A. The following items not shown on the drawings and/or described in the specifications
shall be done by the Contractor and are included in the General Scope of the Work:
1. Contractor shall coordinate locations of all piping, electrical work and other items
required to be installed in overhead, wall or room spaces. Carefully study all
drawings, and request permission for sleeves, cutouts, etc., wherever required
for proper installation and clearances.
2. Provide drawings showing vertical sections through building wherever required to
assure that overhead clearances will not be impaired. These requirements shall
apply both to subcontracted and assigned work. Impairment of clearances in
equipment rooms and similar spaces will not be permitted.
3. Provide coordination drawings, plans and sections as necessary, showing the
relationships between the structure and the systems to be installed. Insure
routing of the services is coordinated and that the routings are not in conflict with
each other.
1.6 GOVERNING DOCUMENTS, CODES, AND STANDARDS
A. All work shall be done in strict accordance with:
1. The Contract.
2. The Drawings and Specifications.
3. The Project Manual.
4. Change Orders issued by the Owner.
5. The governing Building Code(s), all governing laws, ordinances, rules, permits,
regulations and directives from governing authorities having jurisdiction over this
work.
6. The approved construction time and sequence schedule.
7. Guarantees, warranties, and bonds in accordance with requirements of the
Contract Documents, with period of coverage as stated herein; except that if
Contractor neglects to correct or complete work in final inspection check lists,
during period of guarantee, Contractor shall still be responsible and required to
do so after expiration dates of guarantee, until the corrective work is completed
and accepted by the Owner.
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1.7 CONFLICTS/CLARIFICATIONS
A. Contract Drawings and Specifications
1. Relationship of Drawings and Specifications:
a. The Drawings and Specifications taken together are the Contract
Documents for this project. In the case of a discrepancy between the two,
the more stringent will apply.
b. The Drawings and Specifications are meant to be supplementary and
complementary to each other.
1) That which is shown on the Drawings but not shown in the
Specifications shall be provided the same as if shown in both places
and to the same standard of quality as for similar items.
2) That which is shown in the Specifications but not shown on the
Drawings shall be provided the same as if shown in both places and
to the same extent as for similar items.
3) Drawings show extent, location, dimension, relationship among
various parts, and quantity of items.
4) Specifications show quality, trade names, generic names and
workmanship standards.
2. Specifications:
a. The Specifications consist of several parts, which are intended to
complement each other so that when taken together they provide the
complete project requirements.
b. All parts shown in the Contents together with Addenda, Construction
Change Directives, Proposal Requests, Approved Change Orders,
Executed Contracts, and Bonds comprise the Contract Documents.
c. Each Section of the Specification includes all parts of Division 00- Bidding
and Contract Documents (including Contract Forms) and of Division 01 -
General Requirements, as though written in full within each Section.
d. Titles and headings to the Divisions and Sections conform to the CSI
format and are introduced for convenience and shall not be taken as a
complete or correct segregation of the several units of work.
e. Specifications are of the abbreviated type and include incomplete
sentences; all instructions are directed to the Contractor even though such
phrases as “the Contractor shall,” or “shall be done by the Contractor” have
been omitted.
f. Terms such as “directed,” “required,” “selected,” “permitted,” “approved,”
“acceptable,” “satisfactory,” and the like mean by the Architect, unless
otherwise indicated.
g. Terms such as “shown,” “indicated,” “detailed,” and the like mean upon the
Drawings.
h. The terms “provide” or “furnish” mean complete and in place.
i. The Scope paragraph, or similar paragraphs that describe the work, in
each Section is intended to serve as an index of those items specified
within the Section, as a locator for those items which are similar or are
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01 10 00
interfaces as specified elsewhere, and as a reminder of the inclusion of
requirements of Division 00- Bidding and Contract Requirement (including
Contract Forms) and of Division 01- General Requirement; the index may
not be complete; all products, equipment and labor necessary for a
complete, safe and operating project are implied if not fully mentioned.
B. Conflicts/Clarifications
1. When conflicts occur that the Contractor is aware of in the Drawings (i.e.
structural versus architectural) or Drawings and Specifications (i.e. Roof Detail
versus Specifications) NONE of the above governs. The Contractor shall notify
Architect PRIOR TO PROCEEDING and the Architect will determine which way
to proceed. IN EITHER CASE, IT WILL BE ASSUMED THE CONTRACTOR BID
THE MORE EXPENSIVE METHOD.
2. When conflicts occur that are not brought to the Architect’s attention, the
following shall govern:
a. Addenda or modifications of any nature, to the Drawings and
Specifications, take precedent over the original.
b. In the case of a discrepancy between the Specifications and the Drawings
the more stringent requirement will apply.
c. Within the Working Drawings, the larger scale takes precedence over
smaller and noted materials over graphic indications.
C. See also Division 01 - General Conditions for additional information and requirements.
1.8 ACCESS TO SITE
A. General: Contractor shall have full use of Project site for construction operations during
construction period. Contractor's use of Project site is limited only by Owner's right to
perform work or to retain other contractors on portions of Project.
B. Use of Site: Limit use of Project site to areas within the Contract limits indicated. Do not
disturb portions of Project site beyond areas in which the Work is indicated.
1. Driveways, Walkways and Entrances: Keep driveways and entrances serving
premises clear and available to Owner, Owner's employees, and emergency
vehicles at all times. Do not use these areas for parking or storage of materials.
a. Schedule deliveries to minimize use of driveways and entrances by
construction operations.
b. Schedule deliveries to minimize space and time requirements for storage of
materials and equipment on-site.
1.9 WORK RESTRICTIONS
A. Work Restrictions, General: Comply with restrictions on construction operations.
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1. Comply with limitations on use of public streets and with other requirements of
authorities having jurisdiction.
B. On-Site Work Hours: Limit work to normal business working hours of 7 a.m. to 4 p.m.,
Monday through Friday, unless otherwise indicated.
1. No work on Saturdays, Sundays or city holidays.
2. Early Morning Hours: 7:00 AM.
3. Hours for Utility Shutdowns: 7:00 AM to 2:30 PM.
4. Hours for Core Drilling and other noisy activities: 7:00 AM to 4:00 PM.
C. Existing Utility Interruptions: Do not interrupt utilities serving facilities occupied by
Owner or others unless permitted under the following conditions and then only after
providing temporary utility services according to requirements indicated:
1. Notify Construction Manager & Owner not less than two days in advance of
proposed utility interruptions.
2. Obtain Construction Manager's & Owner's written permission before proceeding
with utility interruptions.
D. Noise, Vibration, and Odors: Coordinate operations that may result in high levels of
noise and vibration, odors, or other disruption to Owner occupancy with Owner.
1. Notify Owner, Construction Manager, & adjacent residents not less than two days
in advance of proposed disruptive operations.
2. Obtain Construction Manager's & Owner's written permission before proceeding
with disruptive operations.
E. Employee Screening: Comply with Owner's requirements for drug and background
screening of Contractor personnel working on Project site.
1. Maintain list of approved screened personnel with Owner's representative.
1.10 SPECIFICATION AND DRAWING CONVENTIONS
A. Specification Content: The Specifications use certain conventions for the style of
language and the intended meaning of certain terms, words, and phrases when used in
particular situations. These conventions are as follows:
1. Imperative mood and streamlined language are generally used in the
Specifications. The words "shall," "shall be," or "shall comply with," depending on
the context, are implied where a colon (:) is used within a sentence or phrase.
2. Specification requirements are to be performed by Contractor unless specifically
stated otherwise.
B. Division 01 General Requirements: Requirements of Sections in Division 01 apply to
the Work of all Sections in the Specifications.
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01 10 00
PART 2 - PRODUCTS (Not Used)
PART 3 - EXECUTION (Not Used)
END OF SECTION 01 10 00
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01 25 00
SECTION 01 25 00 - SUBSTITUTION PROCEDURES
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and other Division 01 Specification Sections, apply to this
Section.
B. General Provisions of the Contract Section 1-1.3, EQUALS AND APPROVALS and
Section 4-1.6, TRADE NAMES OR EQUALS apply to this section with regard to
substitutions made after Notice to Proceed.
1.2 SUMMARY
A. Section includes administrative and procedural requirements for substitutions.
1.3 DEFINITIONS
A. Substitutions: Changes in products, materials, equipment, and methods of construction
from those required by the Contract Documents and proposed by Contractor.
1. Substitutions for Cause: Changes proposed by Contractor that are required due
to changed Project conditions, such as unavailability of product, regulatory
changes, or unavailability of required warranty terms.
2. Substitutions for Convenience: Changes proposed by Contractor or Owner that
are not required in order to meet other Project requirements but may offer
advantage to Contractor or Owner.
B. Action Submittals: Written and graphic information and physical samples that require
Landscape Architect's and City Engineer's responsive action. Action submittals are
those submittals indicated in individual Specification Sections as "action submittals."
C. Informational Submittals: Written and graphic information and physical samples that do
not require Landscape Architect's and City Engineer's responsive action. Submittals
may be rejected for not complying with requirements. Informational submittals are
those submittals indicated in individual Specification Sections as "informational
submittals."
D. File Transfer Protocol (FTP): Communications protocol that enables transfer of files to
and from another computer over a network and that serves as the basis for standard
Internet protocols. An FTP site is a portion of a network located outside of network
firewalls within which internal and external users are able to access files.
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E. Portable Document Format (PDF): An open standard file format licensed by Adobe
Systems used for representing documents in a device-independent and display
resolution-independent fixed-layout document format.
1.4 ACTION SUBMITTALS
A. Substitution Requests: Submit three copies of each request for consideration. Identify
product or fabrication or installation method to be replaced. Include Specification
Section number and title and Drawing numbers and titles.
1. Substitution Request Form: Use CSI Form 13.1A.
2. Documentation: Show compliance with requirements for substitutions and the
following, as applicable:
a. Statement indicating why specified product or fabrication or installation
cannot be provided, if applicable.
b. Coordination information, including a list of changes or revisions needed to
other parts of the Work and to construction performed by Owner and
separate contractors, that will be necessary to accommodate proposed
substitution.
c. Detailed comparison of significant qualities of proposed substitution with
those of the Work specified. Include annotated copy of applicable
Specification Section. Significant qualities may include attributes such as
performance, weight, size, durability, visual effect, sustainable design
characteristics, warranties, and specific features and requirements
indicated. Indicate deviations, if any, from the Work specified.
d. Product Data, including drawings and descriptions of products and
fabrication and installation procedures.
e. Samples, where applicable or requested.
f. Certificates and qualification data, where applicable or requested.
g. List of similar installations for completed projects with project names and
addresses and names and addresses of Landscape Architects and owners.
h. Material test reports from a qualified testing agency indicating and
interpreting test results for compliance with requirements indicated.
i. Research reports evidencing compliance with building code in effect for
Project, from ICC-ES.
j. Detailed comparison of Contractor's construction schedule using proposed
substitution with products specified for the Work, including effect on the
overall Contract Time. If specified product or method of construction cannot
be provided within the Contract Time, include letter from manufacturer, on
manufacturer's letterhead, stating date of receipt of purchase order, lack of
availability, or delays in delivery.
k. Cost information, including a proposal of change, if any, in the Contract
Sum.
l. Contractor's certification that proposed substitution complies with
requirements in the Contract Documents except as indicated in substitution
request, is compatible with related materials, and is appropriate for
applications indicated.
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m. Contractor's waiver of rights to additional payment or time that may
subsequently become necessary because of failure of proposed
substitution to produce indicated results.
3. Landscape Architect's Action: If necessary, Landscape Architect will request
additional information or documentation for evaluation within seven days of
receipt of a request for substitution. Landscape Architect will notify
Contractor through City Engineer of acceptance or rejection of proposed
substitution within 15 days of receipt of request, or seven days of receipt of
additional information or documentation, whichever is later.
a. Forms of Acceptance: Change Order, Construction Change Directive, or
Landscape Architect's Supplemental Instructions for minor changes in the
Work.
b. Use product specified if Landscape Architect does not issue a decision on
use of a proposed substitution within time allocated.
1.5 QUALITY ASSURANCE
A. Compatibility of Substitutions: Investigate and document compatibility of proposed
substitution with related products and materials. Engage a qualified testing agency to
perform compatibility tests recommended by manufacturers.
1.6 PROCEDURES
A. Coordination: Revise or adjust affected work as necessary to integrate work of the
approved substitutions.
PART 2 - PRODUCTS
2.1 SUBSTITUTIONS
A. Substitutions for Cause: Submit requests for substitution immediately on discovery of
need for change, but not later than 15 days prior to time required for preparation and
review of related submittals.
1. Conditions: Landscape Architect will consider Contractor's request for
substitution when the following conditions are satisfied. If the following conditions
are not satisfied, Landscape Architect will return requests without action, except
to record noncompliance with these requirements:
a. Requested substitution is consistent with the Contract Documents and will
produce indicated results.
b. Requested substitution provides sustainable design characteristics that
specified product provided.
c. Substitution request is fully documented and properly submitted.
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d. Requested substitution will not adversely affect Contractor's construction
schedule.
e. Requested substitution has received necessary approvals of authorities
having jurisdiction.
f. Requested substitution is compatible with other portions of the Work.
g. Requested substitution has been coordinated with other portions of the
Work.
h. Requested substitution provides specified warranty.
i. If requested substitution involves more than one contractor, requested
substitution has been coordinated with other portions of the Work, is
uniform and consistent, is compatible with other products, and is
acceptable to all contractors involved.
B. Substitutions for Convenience: Not allowed.
PART 3 - EXECUTION (Not Used)
END OF SECTION 01 25 00
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SECTION 01 31 00 - PROJECT MANAGEMENT AND COORDINATION
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and other Division 01 Specification Sections, apply to this
Section.
1.2 SUMMARY
A. Section includes administrative provisions for coordinating construction operations on
Project including, but not limited to, the following:
1. General coordination procedures.
2. Coordination drawings.
3. Requests for Information (RFIs).
4. Project meetings.
B. Each contractor shall participate in coordination requirements. Certain areas of
responsibility are assigned to a specific contractor.
C. Related Requirements:
1. Section 01 73 00 "Execution" for procedures for coordinating general installation
and field-engineering services, including establishment of benchmarks and
control points.
2. Section 01 77 00 "Closeout Procedures" for coordinating closeout of the
Contract.
1.3 DEFINITIONS
A. RFI: Request from Owner, City Engineer, Landscape Architect, or Contractor seeking
information required by or clarifications of the Contract Documents.
1.4 INFORMATIONAL SUBMITTALS
A. Key Personnel Names: Within 15 days of starting construction operations, submit a list
of key personnel assignments, including superintendent and other personnel in
attendance at Project site. Identify individuals and their duties and responsibilities; list
addresses and telephone numbers, including home, office, and cellular telephone
numbers and e-mail addresses. Provide names, addresses, and telephone numbers of
individuals assigned as alternates in the absence of individuals assigned to Project.
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1.5 GENERAL COORDINATION PROCEDURES
A. Coordination: Coordinate construction operations included in different Sections of the
Specifications to ensure efficient and orderly installation of each part of the Work.
Coordinate construction operations, included in different Sections, that depend on each
other for proper installation, connection, and operation.
1. Schedule construction operations in sequence required to obtain the best results
where installation of one part of the Work depends on installation of other
components, before or after its own installation.
2. Coordinate installation of different components to ensure maximum performance
and accessibility for required maintenance, service, and repair.
3. Make adequate provisions to accommodate items scheduled for later installation.
B. Prepare memoranda for distribution to each party involved, outlining special
procedures required for coordination. Include such items as required notices, reports,
and list of attendees at meetings.
1. Prepare similar memoranda for Owner and separate contractors if coordination of
their Work is required.
C. Conservation: Coordinate construction activities to ensure that operations are carried
out with consideration given to conservation of energy, water, and materials.
Coordinate use of temporary utilities to minimize waste.
1. Salvage materials and equipment involved in performance of, but not actually
incorporated into, the Work. See other Sections for disposition of salvaged
materials that are designated as Owner's property.
1.6 REQUESTS FOR INFORMATION (RFIs)
A. General: Immediately on discovery of the need for additional information or
interpretation of the Contract Documents, Contractor shall prepare and submit an RFI
in the form specified.
1. Landscape Architect will return RFIs submitted to Landscape Architect by other
entities controlled by Contractor with no response.
2. Coordinate and submit RFIs in a prompt manner so as to avoid delays in
Contractor's work or work of subcontractors.
B. Content of the RFI: Include a detailed, legible description of item needing information
or interpretation and the following:
1. Project name.
2. Project number.
3. Date.
4. Name of Contractor.
5. Name of Landscape Architect and City Engineer.
6. RFI number, numbered sequentially.
7. RFI subject.
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8. Specification Section number and title and related paragraphs, as appropriate.
9. Drawing number and detail references, as appropriate.
10. Field dimensions and conditions, as appropriate.
11. Contractor's suggested resolution. If Contractor's suggested resolution impacts
the Contract Time or the Contract Sum, Contractor shall state impact in the RFI.
12. Contractor's signature.
13. Attachments: Include sketches, descriptions, measurements, photos, Product
Data, Shop Drawings, coordination drawings, and other information necessary to
fully describe items needing interpretation.
a. Include dimensions, thicknesses, structural grid references, and details of
affected materials, assemblies, and attachments on attached sketches.
C. RFI Forms: Software-generated form with substantially the same content as indicated
above, acceptable to Landscape Architect.
1. Attachments shall be electronic files in Adobe Acrobat PDF format.
D. Landscape Architect's and City Engineer's Action: Landscape Architect and City
Engineer will review each RFI, determine action required, and respond. Allow seven
working days for Landscape Architect's response for each RFI. RFIs received by
Landscape Architect or City Engineer after 1:00 p.m. will be considered as received the
following working day.
1. The following Contractor-generated RFIs will be returned without action:
a. Requests for approval of submittals.
b. Requests for approval of substitutions.
c. Requests for approval of Contractor's means and methods.
d. Requests for coordination information already indicated in the Contract
Documents.
e. Requests for adjustments in the Contract Time or the Contract Sum.
f. Requests for interpretation of Landscape Architect's actions on submittals.
g. Incomplete RFIs or inaccurately prepared RFIs.
2. Landscape Architect's action may include a request for additional information, in
which case Landscape Architect's time for response will date from time of receipt
of additional information.
3. Landscape Architect's action on RFIs that may result in a change to the Contract
Time or the Contract Sum may be eligible for Contractor to submit Change
Proposal according to Section 01 26 00 "Contract Modification Procedures."
a. If Contractor believes the RFI response warrants change in the Contract
Time or the Contract Sum, notify Landscape Architect and City Engineer in
writing within 10 days of receipt of the RFI response.
E. RFI Log: Prepare, maintain, and submit a tabular log of RFIs organized by the RFI
number. Submit log weekly. Include the following:
1. Project name.
2. Name and address of Contractor.
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3. Name and address of Landscape Architect and City Engineer.
4. RFI number including RFIs that were returned without action or withdrawn.
5. RFI description.
6. Date the RFI was submitted.
7. Date Landscape Architect's and City Engineer's response was received.
F. On receipt of Landscape Architect's and City Engineer's action, update the RFI log and
immediately distribute the RFI response to affected parties. Review response and
notify Landscape Architect and City Engineer within seven days if Contractor disagrees
with response.
1. Identification of related Minor Change in the Work, Construction Change
Directive, and Proposal Request, as appropriate.
2. Identification of related Field Order, Work Change Directive, and Proposal
Request, as appropriate.
1.7 PROJECT MEETINGS
A. General: City Engineer will schedule and conduct meetings and conferences at Project
site unless otherwise indicated.
1. Attendees: Inform participants and others involved, and individuals whose
presence is required, of date and time of each meeting. Notify Owner and
Landscape Architect of scheduled meeting dates and times.
2. Agenda: Prepare the meeting agenda. Distribute the agenda to all invited
attendees.
3. Minutes: Entity responsible for conducting meeting will record significant
discussions and agreements achieved. Distribute the meeting minutes to
everyone concerned, including Owner, City Engineer, and Landscape Architect,
within three days of the meeting.
B. Preconstruction Conference: City Engineer will schedule and conduct a
preconstruction conference before starting construction, at a time convenient to Owner
and Landscape Architect, but no later than 15 days after execution of the Agreement.
1. Conduct the conference to review responsibilities and personnel assignments.
2. Attendees: Authorized representatives of Owner, City Engineer, Landscape
Architect, and their consultants; Contractor and its superintendent; major
subcontractors; suppliers; and other concerned parties shall attend the
conference. Participants at the conference shall be familiar with Project and
authorized to conclude matters relating to the Work.
3. Agenda: Discuss items of significance that could affect progress, including the
following:
a. Tentative construction schedule.
b. Phasing.
c. Critical work sequencing and long-lead items.
d. Designation of key personnel and their duties.
e. Lines of communications.
f. Procedures for processing field decisions and Change Orders.
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g. Procedures for RFIs.
h. Procedures for testing and inspecting.
i. Procedures for processing Applications for Payment.
j. Distribution of the Contract Documents.
k. Submittal procedures.
l. Preparation of record documents.
m. Use of the premises.
n. Work restrictions.
o. Working hours.
p. Owner's occupancy requirements.
q. Responsibility for temporary facilities and controls.
r. Procedures for disruptions and shutdowns.
s. Construction waste management and recycling.
t. Parking availability.
u. Office, work, and storage areas.
v. Equipment deliveries and priorities.
w. First aid.
x. Security.
y. Progress cleaning.
4. Minutes: Entity responsible for conducting meeting will record and distribute
meeting minutes.
C. Preinstallation Conferences: Conduct a preinstallation conference at Project site before
each construction activity that requires coordination with other construction.
1. Attendees: Installer and representatives of manufacturers and fabricators
involved in or affected by the installation and its coordination or integration with
other materials and installations that have preceded or will follow, shall attend the
meeting. Advise Landscape Architect, City Engineer of scheduled meeting dates.
2. Agenda: Review progress of other construction activities and preparations for the
particular activity under consideration, including requirements for the following:
a. Contract Documents.
b. Options.
c. Related RFIs.
d. Related Change Orders.
e. Purchases.
f. Deliveries.
g. Submittals.
h. Review of mockups.
i. Possible conflicts.
j. Compatibility requirements.
k. Time schedules.
l. Weather limitations.
m. Manufacturer's written instructions.
n. Warranty requirements.
o. Compatibility of materials.
p. Acceptability of substrates.
q. Temporary facilities and controls.
r. Space and access limitations.
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s. Regulations of authorities having jurisdiction.
t. Testing and inspecting requirements.
u. Installation procedures.
v. Coordination with other work.
w. Required performance results.
x. Protection of adjacent work.
y. Protection of construction and personnel.
3. Record significant conference discussions, agreements, and disagreements,
including required corrective measures and actions.
4. Reporting: Distribute minutes of the meeting to each party present and to other
parties requiring information.
5. Do not proceed with installation if the conference cannot be successfully
concluded. Initiate whatever actions are necessary to resolve impediments to
performance of the Work and reconvene the conference at earliest feasible date.
D. Project Closeout Conference: City Engineer will schedule and conduct a project
closeout conference, at a time convenient to Owner and Landscape Architect, but no
later than 90 days prior to the scheduled date of Substantial Completion.
1. Conduct the conference to review requirements and responsibilities related to
Project closeout.
2. Attendees: Authorized representatives of Owner, City Engineer, Landscape
Architect, and their consultants; Contractor and its superintendent; major
subcontractors; suppliers; and other concerned parties shall attend the meeting.
Participants at the meeting shall be familiar with Project and authorized to
conclude matters relating to the Work.
3. Agenda: Discuss items of significance that could affect or delay Project closeout,
including the following:
a. Preparation of record documents.
b. Procedures required prior to inspection for Substantial Completion and for
final inspection for acceptance.
c. Submittal of written warranties.
d. Requirements for preparing operations and maintenance data.
e. Requirements for delivery of material samples, attic stock, and spare parts.
f. Requirements for demonstration and training.
g. Preparation of Contractor's punch list.
h. Procedures for processing Applications for Payment at Substantial
Completion and for final payment.
i. Submittal procedures.
j. Responsibility for removing temporary facilities and controls.
4. Minutes: Entity conducting meeting will record and distribute meeting minutes.
E. Progress Meetings: City Engineer will conduct progress meetings at weekly intervals.
1. Coordinate dates of meetings with preparation of payment requests.
2. Attendees: In addition to representatives of Owner , City Engineer, and
Landscape Architect, each contractor, subcontractor, supplier, and other entity
concerned with current progress or involved in planning, coordination, or
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performance of future activities shall be represented at these meetings. All
participants at the meeting shall be familiar with Project and authorized to
conclude matters relating to the Work.
3. Agenda: Review and correct or approve minutes of previous progress meeting.
Review other items of significance that could affect progress. Include topics for
discussion as appropriate to status of Project.
a. Contractor's Construction Schedule: Review progress since the last
meeting. Determine whether each activity is on time, ahead of schedule, or
behind schedule, in relation to Contractor's construction schedule.
Determine how construction behind schedule will be expedited; secure
commitments from parties involved to do so. Discuss whether schedule
revisions are required to ensure that current and subsequent activities will
be completed within the Contract Time.
1) Review schedule for next period.
b. Review present and future needs of each entity present, including the
following:
1) Interface requirements.
2) Sequence of operations.
3) Status of submittals.
4) Deliveries.
5) Off-site fabrication.
6) Access.
7) Site utilization.
8) Temporary facilities and controls.
9) Progress cleaning.
10) Quality and work standards.
11) Status of correction of deficient items.
12) Field observations.
13) Status of RFIs.
14) Status of proposal requests.
15) Pending changes.
16) Status of Change Orders.
17) Pending claims and disputes.
18) Documentation of information for payment requests.
4. Minutes: Entity responsible for conducting the meeting will record and distribute
the meeting minutes to each party present and to parties requiring information.
a. Schedule Updating: Revise Contractor's construction schedule after each
progress meeting where revisions to the schedule have been made or
recognized. Issue revised schedule concurrently with the report of each
meeting.
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PART 2 - PRODUCTS (Not Used)
PART 3 - EXECUTION (Not Used)
END OF SECTION 01 31 00
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SECTION 01 33 00 - SUBMITTAL PROCEDURES
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and other Division 01 Specification Sections, apply to this
Section.
1.2 SUMMARY
A. Section includes requirements for the submittal schedule and administrative and
procedural requirements for submitting Shop Drawings, Product Data, Samples, and
other submittals.
B. Related Requirements: (Not Used)
1.3 DEFINITIONS
A. Action Submittals: Written and graphic information and physical samples that require
Landscape Architect's and City Engineer's responsive action. Action submittals are
those submittals indicated in individual Specification Sections as "action submittals."
B. Informational Submittals: Written and graphic information and physical samples that do
not require Landscape Architect's and City Engineer's responsive action. Submittals
may be rejected for not complying with requirements. Informational submittals are
those submittals indicated in individual Specification Sections as "informational
submittals."
C. File Transfer Protocol (FTP): Communications protocol that enables transfer of files to
and from another computer over a network and that serves as the basis for standard
Internet protocols. An FTP site is a portion of a network located outside of network
firewalls within which internal and external users are able to access files.
D. Portable Document Format (PDF): An open standard file format licensed by Adobe
Systems used for representing documents in a device-independent and display
resolution-independent fixed-layout document format.
1.4 ACTION SUBMITTALS
A. Submittal Schedule: Submit a schedule of submittals, arranged in chronological order
by dates required by construction schedule. Include time required for review, ordering,
manufacturing, fabrication, and delivery when establishing dates. Include additional
time required for making corrections or revisions to submittals noted by Landscape
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Architect and City Engineer and additional time for handling and reviewing submittals
required by those corrections.
1. Coordinate submittal schedule with list of subcontracts, the schedule of values,
and Contractor's construction schedule.
2. Initial Submittal: Submit concurrently with startup construction schedule. Include
submittals required during the first 60 days of construction. List those submittals
required to maintain orderly progress of the Work and those required early
because of long lead time for manufacture or fabrication.
3. Final Submittal: Submit concurrently with the first complete submittal of
Contractor's construction schedule.
a. Submit revised submittal schedule to reflect changes in current status and
timing for submittals.
4. Format: Arrange the following information in a tabular format:
a. Scheduled date for first submittal.
b. Specification Section number and title.
c. Submittal category: Action; informational.
d. Name of subcontractor.
e. Description of the Work covered.
f. Scheduled date for Landscape Architect's and City Engineer's final release
or approval.
g. Scheduled date of fabrication.
1.5 SUBMITTAL ADMINISTRATIVE REQUIREMENTS
A. Landscape Architect's Digital Data Files: Electronic digital data files (PDF and
AutoCAD Format) of the Contract Drawings will be provided by Landscape Architect for
Contractor's use in preparing submittals.
1. Landscape Architect will furnish Contractor one set of digital data drawing files of
the Contract Drawings for use in preparing Shop Drawings.
a. The following PDF files will by furnished for each appropriate discipline:
1) Building plans and details.
2) Construction Site plans and details.
3) Grading and drainage plans and details.
4) Electrical plans and details.
5) Landscape and irrigation plans and details.
b. The following AutoCAD files will be furnished for each appropriate
discipline:
1) Construction Site plans.
2) Grading and drainage plans.
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B. Coordinate preparation and processing of submittals with performance of construction
activities.
1. Coordinate each submittal with fabrication, purchasing, testing, delivery, other
submittals, and related activities that require sequential activity.
2. Submit all submittal items required for each Specification Section concurrently
unless partial submittals for portions of the Work are indicated on approved
submittal schedule.
3. Coordinate transmittal of different types of submittals for related parts of the
Work so processing will not be delayed because of need to review submittals
concurrently for coordination.
a. Landscape Architect and City Engineer reserve the right to withhold action
on a submittal requiring coordination with other submittals until related
submittals are received.
C. Processing Time: Allow time for submittal review, including time for resubmittals, as
follows. Time for review shall commence on City Engineer's receipt of submittal. No
extension of the Contract Time will be authorized because of failure to transmit
submittals enough in advance of the Work to permit processing, including resubmittals.
1. Initial Review: Allow 10 days for initial review of each submittal. Allow additional
time if coordination with subsequent submittals is required. City Engineer will
advise Contractor when a submittal being processed must be delayed for
coordination.
2. Resubmittal Review: Allow 10 days for review of each resubmittal.
3. Sequential Review: Where sequential review of submittals by Landscape
Architect's consultants, Owner, or other parties is indicated, allow 15 days for
initial review of each submittal.
a. Structural, plumbing, electrical components, drainage devises.
D. Electronic Submittals: Identify and incorporate information in each electronic submittal
file as follows:
1. Assemble complete submittal package into a single indexed file incorporating
submittal requirements of a single Specification Section and transmittal form with
links enabling navigation to each item.
2. Name file with submittal number or other unique identifier, including revision
identifier.
a. File name shall use project identifier and Specification Section number
followed by a decimal point and then a sequential number (e.g., SYCPark-
061000.01). Resubmittals shall include an alphabetic suffix after another
decimal point (e.g., SYCPark-061000.01.A).
3. Provide means for insertion to permanently record Contractor's review and
approval markings and action taken by Landscape Architect and City Engineer.
4. Transmittal Form for Electronic Submittals: Use electronic form acceptable to
Owner, containing the following information:
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a. Project name.
b. Date.
c. Name of City Engineer.
d. Name of Contractor.
e. Name of firm or entity that prepared submittal.
f. Names of subcontractor, manufacturer, and supplier.
g. Category and type of submittal.
h. Submittal purpose and description.
i. Specification Section number and title.
j. Specification paragraph number or drawing designation and generic name
for each of multiple items.
k. Drawing number and detail references, as appropriate.
l. Location(s) where product is to be installed, as appropriate.
m. Related physical samples submitted directly.
n. Indication of full or partial submittal.
o. Transmittal number, numbered consecutively.
p. Submittal and transmittal distribution record.
q. Other necessary identification.
r. Remarks.
E. Options: Identify options requiring selection by Landscape Architect.
F. Deviations and Additional Information: On an attached separate sheet, prepared on
Contractor's letterhead, record relevant information, requests for data, revisions other
than those requested by Landscape Architect and City Engineer on previous
submittals, and deviations from requirements in the Contract Documents, including
minor variations and limitations. Include same identification information as related
submittal.
G. Resubmittals: Make resubmittals in same form and number of copies as initial
submittal.
1. Note date and content of previous submittal.
2. Note date and content of revision in label or title block and clearly indicate extent
of revision.
3. Resubmit submittals until they are marked with approval notation from
Landscape Architect's and City Engineer's action stamp.
H. Distribution: Furnish copies of final submittals to manufacturers, subcontractors,
suppliers, fabricators, installers, authorities having jurisdiction, and others as necessary
for performance of construction activities. Show distribution on transmittal forms.
I. Use for Construction: Retain complete copies of submittals on Project site. Use only
final action submittals that are marked with approval notation from Landscape
Architect's and City Engineer's action stamp.
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PART 2 - PRODUCTS
2.1 SUBMITTAL PROCEDURES
A. General Submittal Procedure Requirements: Prepare and submit submittals required
by individual Specification Sections. Types of submittals are indicated in individual
Specification Sections.
1. Submit electronic submittals via email as PDF electronic files.
a. Landscape Architect, through City Engineer, will return annotated file.
Annotate and retain one copy of file as an electronic Project record
document file.
2. Action Submittals: Submit three paper copies of each submittal unless otherwise
indicated. Landscape Architect, through City Engineer, will return two copies.
3. Informational Submittals: Submit two paper copies of each submittal unless
otherwise indicated. Landscape Architect and City Engineer will not return
copies.
4. Certificates and Certifications Submittals: Provide a statement that includes
signature of entity responsible for preparing certification. Certificates and
certifications shall be signed by an officer or other individual authorized to sign
documents on behalf of that entity.
B. Product Data: Collect information into a single submittal for each element of
construction and type of product or equipment.
1. If information must be specially prepared for submittal because standard
published data are not suitable for use, submit as Shop Drawings, not as Product
Data.
2. Mark each copy of each submittal to show which products and options are
applicable.
3. Include the following information, as applicable:
a. Manufacturer's catalog cuts.
b. Manufacturer's product specifications.
c. Standard color charts.
d. Statement of compliance with specified referenced standards.
e. Testing by recognized testing agency.
f. Application of testing agency labels and seals.
g. Notation of coordination requirements.
h. Availability and delivery time information.
4. For equipment, include the following in addition to the above, as applicable:
a. Wiring diagrams showing factory-installed wiring.
b. Printed performance curves.
c. Operational range diagrams.
d. Clearances required to other construction, if not indicated on
accompanying Shop Drawings.
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5. Submit Product Data before or concurrent with Samples.
6. Submit Product Data in the following format:
a. PDF electronic file.
C. Shop Drawings: Prepare Project-specific information, drawn accurately to scale. Do not
base Shop Drawings on reproductions of the Contract Documents or standard printed
data.
1. Preparation: Fully illustrate requirements in the Contract Documents. Include the
following information, as applicable:
a. Identification of products.
b. Schedules.
c. Compliance with specified standards.
d. Notation of coordination requirements.
e. Notation of dimensions established by field measurement.
f. Relationship and attachment to adjoining construction clearly indicated.
g. Seal and signature of professional engineer if specified.
2. Sheet Size: Except for templates, patterns, and similar full-size drawings, submit
Shop Drawings on sheets at least 8-1/2 by 11 inches but no larger than 22by 34
inches.
3. Submit Shop Drawings in the following format:
a. PDF electronic file.
D. Samples: Submit Samples for review of kind, color, pattern, and texture for a check of
these characteristics with other elements and for a comparison of these characteristics
between submittal and actual component as delivered and installed.
1. Transmit Samples that contain multiple, related components such as accessories
together in one submittal package.
2. Identification: Attach label on unexposed side of Samples that includes the
following:
a. Generic description of Sample.
b. Product name and name of manufacturer.
c. Sample source.
d. Number and title of applicable Specification Section.
e. Specification paragraph number and generic name of each item.
3. Disposition: Maintain sets of approved Samples at Project site, available for
quality-control comparisons throughout the course of construction activity.
Sample sets may be used to determine final acceptance of construction
associated with each set.
a. Samples that may be incorporated into the Work are indicated in individual
Specification Sections. Such Samples must be in an undamaged condition
at time of use.
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b. Samples not incorporated into the Work, or otherwise designated as
Owner's property, are the property of Contractor.
4. Samples for Initial Selection: Submit manufacturer's color charts consisting of
units or sections of units showing the full range of colors, textures, and patterns
available.
a. Number of Samples: Submit two full set(s) of available choices where
color, pattern, texture, or similar characteristics are required to be selected
from manufacturer's product line. Landscape Architect, through City
Engineer, will return submittal with options selected.
5. Samples for Verification: Submit full-size units or Samples of size indicated,
prepared from same material to be used for the Work, cured and finished in
manner specified, and physically identical with material or product proposed for
use, and that show full range of color and texture variations expected. Samples
include, but are not limited to, the following: partial sections of manufactured or
fabricated components; small cuts or containers of materials; complete units of
repetitively used materials; swatches showing color, texture, and pattern; color
range sets; and components used for independent testing and inspection.
a. Number of Samples: Submit three sets of Samples. Landscape
Architect and City Engineer will retain two Sample sets; remainder will be
returned.
1) Submit a single Sample where assembly details, workmanship,
fabrication techniques, connections, operation, and other similar
characteristics are to be demonstrated.
2) If variation in color, pattern, texture, or other characteristic is inherent
in material or product represented by a Sample, submit at least three
sets of paired units that show approximate limits of variations.
E. Product Schedule: As required in individual Specification Sections, prepare a written
summary indicating types of products required for the Work and their intended location.
Include the following information in tabular form:
1. Type of product. Include unique identifier for each product indicated in the
Contract Documents or assigned by Contractor if none is indicated.
2. Manufacturer and product name, and model number if applicable.
3. Location within room or space.
4. Submit product schedule in the following format:
a. PDF electronic file.
F. Qualification Data: Prepare written information that demonstrates capabilities and
experience of firm or person. Include lists of completed projects with project names and
addresses, contact information of architects and owners, and other information
specified.
G. Welding Certificates: Prepare written certification that welding procedures and
personnel comply with requirements in the Contract Documents. Submit record of
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Welding Procedure Specification and Procedure Qualification Record on AWS forms.
Include names of firms and personnel certified.
H. Installer Certificates: Submit written statements on manufacturer's letterhead certifying
that Installer complies with requirements in the Contract Documents and, where
required, is authorized by manufacturer for this specific Project.
I. Manufacturer Certificates: Submit written statements on manufacturer's letterhead
certifying that manufacturer complies with requirements in the Contract Documents.
Include evidence of manufacturing experience where required.
J. Product Certificates: Submit written statements on manufacturer's letterhead certifying
that product complies with requirements in the Contract Documents.
K. Material Certificates: Submit written statements on manufacturer's letterhead certifying
that material complies with requirements in the Contract Documents.
L. Material Test Reports: Submit reports written by a qualified testing agency, on testing
agency's standard form, indicating and interpreting test results of material for
compliance with requirements in the Contract Documents.
M. Product Test Reports: Submit written reports indicating that current product produced
by manufacturer complies with requirements in the Contract Documents. Base reports
on evaluation of tests performed by manufacturer and witnessed by a qualified testing
agency, or on comprehensive tests performed by a qualified testing agency.
N. Preconstruction Test Reports: Submit reports written by a qualified testing agency, on
testing agency's standard form, indicating and interpreting results of tests performed
before installation of product, for compliance with performance requirements in the
Contract Documents.
O. Compatibility Test Reports: Submit reports written by a qualified testing agency, on
testing agency's standard form, indicating and interpreting results of compatibility tests
performed before installation of product. Include written recommendations for primers
and substrate preparation needed for adhesion.
P. Field Test Reports: Submit written reports indicating and interpreting results of field
tests performed either during installation of product or after product is installed in its
final location, for compliance with requirements in the Contract Documents.
PART 3 - EXECUTION
3.1 CONTRACTOR'S REVIEW
A. Action and Informational Submittals: Review each submittal and check for coordination
with other Work of the Contract and for compliance with the Contract Documents. Note
corrections and field dimensions. Mark with approval stamp before submitting to
Landscape Architect and City Engineer.
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B. Approval Stamp: Stamp each submittal with a uniform, approval stamp. Include Project
name and location, submittal number, Specification Section title and number, name of
reviewer, date of Contractor's approval, and statement certifying that submittal has
been reviewed, checked, and approved for compliance with the Contract Documents.
3.2 LANDSCAPE ARCHITECT'S AND CITY ENGINEER'S ACTION
A. Action Submittals: Landscape Architect and City Engineer will review each submittal,
make marks to indicate corrections or revisions required, and return it. Landscape
Architect and City Engineer will stamp each submittal with an action stamp and will
mark stamp appropriately to indicate action.
B. Informational Submittals: Landscape Architect and City Engineer will review each
submittal and will not return it, or will return it if it does not comply with requirements.
Landscape Architect and City Engineer will forward each submittal to appropriate party.
C. Partial submittals prepared for a portion of the Work will be reviewed when use of
partial submittals has received prior approval from Landscape Architect and City
Engineer.
D. Incomplete submittals are unacceptable, will be considered nonresponsive, and will be
returned for resubmittal without review.
E. Submittals not required by the Contract Documents may be returned by the Landscape
Architect without action.
END OF SECTION 01 33 00
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SECTION 01 40 00 - QUALITY REQUIREMENTS
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and other Division 01 Specification Sections, apply to this
Section.
1.2 SUMMARY
A. Section includes administrative and procedural requirements for quality assurance and
quality control.
B. Testing and inspecting services are required to verify compliance with requirements
specified or indicated. These services do not relieve Contractor of responsibility for
compliance with the Contract Document requirements.
1. Specific quality-assurance and -control requirements for individual construction
activities are specified in the Sections that specify those activities. Requirements
in those Sections may also cover production of standard products.
2. Specified tests, inspections, and related actions do not limit Contractor's other
quality-assurance and -control procedures that facilitate compliance with the
Contract Document requirements.
3. Requirements for Contractor to provide quality-assurance and -control services
required by Landscape Architect, Owner, City Engineer, or authorities having
jurisdiction are not limited by provisions of this Section.
4. Specific test and inspection requirements are not specified in this Section.
1.3 DEFINITIONS
A. Quality-Assurance Services: Activities, actions, and procedures performed before and
during execution of the Work to guard against defects and deficiencies and
substantiate that proposed construction will comply with requirements.
B. Quality-Control Services: Tests, inspections, procedures, and related actions during
and after execution of the Work to evaluate that actual products incorporated into the
Work and completed construction comply with requirements. Services do not include
contract enforcement activities performed by Landscape Architect or City Engineer.
C. Mockups: Full-size physical assemblies that are constructed on-site. Mockups are
constructed to verify selections made under Sample submittals; to demonstrate
aesthetic effects and, where indicated, qualities of materials and execution; to review
coordination, testing, or operation; to show interface between dissimilar materials; and
to demonstrate compliance with specified installation tolerances. Mockups are not
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Samples. Unless otherwise indicated, approved mockups establish the standard by
which the Work will be judged.
1. Laboratory Mockups: Full-size physical assemblies constructed at testing facility
to verify performance characteristics.
2. Integrated Exterior Mockups: Mockups of the exterior envelope erected
separately from the building but on Project site, consisting of multiple products,
assemblies, and subassemblies.
3. Room Mockups: Mockups of typical interior spaces complete with wall, floor, and
ceiling finishes, doors, windows, millwork, casework, specialties, furnishings and
equipment, and lighting.
D. Preconstruction Testing: Tests and inspections performed specifically for Project
before products and materials are incorporated into the Work, to verify performance or
compliance with specified criteria.
E. Product Testing: Tests and inspections that are performed by an NRTL, an NVLAP, or
a testing agency qualified to conduct product testing and acceptable to authorities
having jurisdiction, to establish product performance and compliance with specified
requirements.
F. Source Quality-Control Testing: Tests and inspections that are performed at the
source, e.g., plant, mill, factory, or shop.
G. Field Quality-Control Testing: Tests and inspections that are performed on-site for
installation of the Work and for completed Work.
H. Testing Agency: An entity engaged to perform specific tests, inspections, or both.
Testing laboratory shall mean the same as testing agency.
I. Installer/Applicator/Erector: Contractor or another entity engaged by Contractor as an
employee, Subcontractor, or Sub-subcontractor, to perform a particular construction
operation, including installation, erection, application, and similar operations.
1. Use of trade-specific terminology in referring to a trade or entity does not require
that certain construction activities be performed by accredited or unionized
individuals, or that requirements specified apply exclusively to specific trade(s).
J. Experienced: When used with an entity or individual, "experienced" means having
successfully completed a minimum of five previous projects similar in nature, size, and
extent to this Project; being familiar with special requirements indicated; and having
complied with requirements of authorities having jurisdiction.
1.4 CONFLICTING REQUIREMENTS
A. Referenced Standards: If compliance with two or more standards is specified and the
standards establish different or conflicting requirements for minimum quantities or
quality levels, comply with the most stringent requirement. Refer conflicting
requirements that are different, but apparently equal, to Landscape Architect for a
decision before proceeding.
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B. Minimum Quantity or Quality Levels: The quantity or quality level shown or specified
shall be the minimum provided or performed. The actual installation may comply
exactly with the minimum quantity or quality specified, or it may exceed the minimum
within reasonable limits. To comply with these requirements, indicated numeric values
are minimum or maximum, as appropriate, for the context of requirements. Refer
uncertainties to Landscape Architect for a decision before proceeding.
1.5 INFORMATIONAL SUBMITTALS
A. Contractor's Quality-Control Plan: For quality-assurance and quality-control activities
and responsibilities.
B. Qualification Data: For Contractor's quality-control personnel.
C. Testing Agency Qualifications: For testing agencies specified in "Quality Assurance"
Article to demonstrate their capabilities and experience. Include proof of qualifications
in the form of a recent report on the inspection of the testing agency by a recognized
authority.
D. Schedule of Tests and Inspections: Prepare in tabular form and include the following:
1. Specification Section number and title.
2. Entity responsible for performing tests and inspections.
3. Description of test and inspection.
4. Identification of applicable standards.
5. Identification of test and inspection methods.
6. Number of tests and inspections required.
7. Time schedule or time span for tests and inspections.
8. Requirements for obtaining samples.
9. Unique characteristics of each quality-control service.
1.6 CONTRACTOR'S QUALITY-CONTROL PLAN
A. Quality-Control Plan, General: Submit quality-control plan within 10 days of Notice to
Proceed, and not less than five days prior to preconstruction conference. Submit in
format acceptable to Landscape Architect. Identify personnel, procedures, controls,
instructions, tests, records, and forms to be used to carry out Contractor's quality-
assurance and quality-control responsibilities. Coordinate with Contractor's
construction schedule.
B. Quality-Control Personnel Qualifications: Engage qualified full-time personnel trained
and experienced in managing and executing quality-assurance and quality-control
procedures similar in nature and extent to those required for Project.
1. Project quality-control manager may also serve as Project superintendent.
C. Submittal Procedure: Describe procedures for ensuring compliance with requirements
through review and management of submittal process. Indicate qualifications of
personnel responsible for submittal review.
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D. Testing and Inspection: In quality-control plan, include a comprehensive schedule of
Work requiring testing or inspection, including the following:
1. Contractor-performed tests and inspections including subcontractor-performed
tests and inspections. Include required tests and inspections and Contractor-
elected tests and inspections.
2. Special inspections required by authorities having jurisdiction and indicated on
the "Statement of Special Inspections."
3. Owner-performed tests and inspections indicated in the Contract Documents.
E. Continuous Inspection of Workmanship: Describe process for continuous inspection
during construction to identify and correct deficiencies in workmanship in addition to
testing and inspection specified. Indicate types of corrective actions to be required to
bring work into compliance with standards of workmanship established by Contract
requirements and approved mockups.
F. Monitoring and Documentation: Maintain testing and inspection reports including log of
approved and rejected results. Include work Landscape Architect has indicated as
nonconforming or defective. Indicate corrective actions taken to bring nonconforming
work into compliance with requirements. Comply with requirements of authorities
having jurisdiction.
1.7 REPORTS AND DOCUMENTS
A. Test and Inspection Reports: Prepare and submit certified written reports specified in
other Sections. Include the following:
1. Date of issue.
2. Project title and number.
3. Name, address, and telephone number of testing agency.
4. Dates and locations of samples and tests or inspections.
5. Names of individuals making tests and inspections.
6. Description of the Work and test and inspection method.
7. Identification of product and Specification Section.
8. Complete test or inspection data.
9. Test and inspection results and an interpretation of test results.
10. Record of temperature and weather conditions at time of sample taking and
testing and inspecting.
11. Comments or professional opinion on whether tested or inspected Work complies
with the Contract Document requirements.
12. Name and signature of laboratory inspector.
13. Recommendations on retesting and reinspecting.
B. Manufacturer's Technical Representative's Field Reports: Prepare written information
documenting manufacturer's technical representative's tests and inspections specified
in other Sections. Include the following:
1. Name, address, and telephone number of technical representative making report.
2. Statement on condition of substrates and their acceptability for installation of
product.
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3. Statement that products at Project site comply with requirements.
4. Summary of installation procedures being followed, whether they comply with
requirements and, if not, what corrective action was taken.
5. Results of operational and other tests and a statement of whether observed
performance complies with requirements.
6. Statement whether conditions, products, and installation will affect warranty.
7. Other required items indicated in individual Specification Sections.
C. Factory-Authorized Service Representative's Reports: Prepare written information
documenting manufacturer's factory-authorized service representative's tests and
inspections specified in other Sections. Include the following:
1. Name, address, and telephone number of factory-authorized service
representative making report.
2. Statement that equipment complies with requirements.
3. Results of operational and other tests and a statement of whether observed
performance complies with requirements.
4. Statement whether conditions, products, and installation will affect warranty.
5. Other required items indicated in individual Specification Sections.
D. Permits, Licenses, and Certificates: For Owner's records, submit copies of permits,
licenses, certifications, inspection reports, releases, jurisdictional settlements, notices,
receipts for fee payments, judgments, correspondence, records, and similar
documents, established for compliance with standards and regulations bearing on
performance of the Work.
1.8 QUALITY ASSURANCE
A. General: Qualifications paragraphs in this article establish the minimum qualification
levels required; individual Specification Sections specify additional requirements.
B. Manufacturer Qualifications: A firm experienced in manufacturing products or systems
similar to those indicated for this Project and with a record of successful in-service
performance, as well as sufficient production capacity to produce required units.
C. Fabricator Qualifications: A firm experienced in producing products similar to those
indicated for this Project and with a record of successful in-service performance, as
well as sufficient production capacity to produce required units.
D. Installer Qualifications: A firm or individual experienced in installing, erecting, or
assembling work similar in material, design, and extent to that indicated for this Project,
whose work has resulted in construction with a record of successful in-service
performance.
E. Professional Engineer Qualifications: A professional engineer who is legally qualified to
practice in jurisdiction where Project is located and who is experienced in providing
engineering services of the kind indicated. Engineering services are defined as those
performed for installations of the system, assembly, or product that are similar in
material, design, and extent to those indicated for this Project.
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F. Specialists: Certain Specification Sections require that specific construction activities
shall be performed by entities who are recognized experts in those operations.
Specialists shall satisfy qualification requirements indicated and shall be engaged for
the activities indicated.
1. Requirements of authorities having jurisdiction shall supersede requirements for
specialists.
G. Testing Agency Qualifications: An NRTL, an NVLAP, or an independent agency with
the experience and capability to conduct testing and inspecting indicated, as
documented according to ASTM E 329; and with additional qualifications specified in
individual Sections; and, where required by authorities having jurisdiction, that is
acceptable to authorities.
1. NRTL: A nationally recognized testing laboratory according to 29 CFR 1910.7.
2. NVLAP: A testing agency accredited according to NIST's National Voluntary
Laboratory Accreditation Program.
H. Manufacturer's Technical Representative Qualifications: An authorized representative
of manufacturer who is trained and approved by manufacturer to observe and inspect
installation of manufacturer's products that are similar in material, design, and extent to
those indicated for this Project.
I. Factory-Authorized Service Representative Qualifications: An authorized
representative of manufacturer who is trained and approved by manufacturer to inspect
installation of manufacturer's products that are similar in material, design, and extent to
those indicated for this Project.
J. Preconstruction Testing: Where testing agency is indicated to perform preconstruction
testing for compliance with specified requirements for performance and test methods,
comply with the following:
1. Contractor responsibilities include the following:
a. Provide test specimens representative of proposed products and
construction.
b. Submit specimens in a timely manner with sufficient time for testing and
analyzing results to prevent delaying the Work.
c. Provide sizes and configurations of test assemblies, mockups, and
laboratory mockups to adequately demonstrate capability of products to
comply with performance requirements.
d. Build site-assembled test assemblies and mockups using installers who will
perform same tasks for Project.
e. Build laboratory mockups at testing facility using personnel, products, and
methods of construction indicated for the completed Work.
f. When testing is complete, remove test specimens, assemblies,
and mockups; do not reuse products on Project.
2. Testing Agency Responsibilities: Submit a certified written report of each test,
inspection, and similar quality-assurance service to Landscape Architect, through
City Engineer, with copy to Contractor. Interpret tests and inspections and state
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in each report whether tested and inspected work complies with or deviates from
the Contract Documents.
1.9 QUALITY CONTROL
A. Contractor Responsibilities: Tests and inspections not explicitly assigned to Owner are
Contractor's responsibility. Perform additional quality-control activities required to verify
that the Work complies with requirements, whether specified or not.
1. Unless otherwise indicated, provide quality-control services specified and those
required by authorities having jurisdiction. Perform quality-control services
required of Contractor by authorities having jurisdiction, whether specified or not.
2. Where services are indicated as Contractor's responsibility, engage a qualified
testing agency to perform these quality-control services.
a. Contractor shall not employ same entity engaged by Owner, unless agreed
to in writing by Owner.
3. Notify testing agencies at least 24 hours in advance of time when Work that
requires testing or inspecting will be performed.
4. Where quality-control services are indicated as Contractor's responsibility, submit
a certified written report, in duplicate, of each quality-control service.
5. Testing and inspecting requested by Contractor and not required by the Contract
Documents are Contractor's responsibility.
6. Submit additional copies of each written report directly to authorities having
jurisdiction, when they so direct.
B. Manufacturer's Field Services: Where indicated, engage a factory-authorized service
representative to inspect field-assembled components and equipment installation,
including service connections. Report results in writing as specified in Section 01 33 00
"Submittal Procedures."
C. Manufacturer's Technical Services: Where indicated, engage a manufacturer's
technical representative to observe and inspect the Work. Manufacturer's technical
representative's services include participation in preinstallation conferences,
examination of substrates and conditions, verification of materials, observation of
Installer activities, inspection of completed portions of the Work, and submittal of
written reports.
D. Retesting/Reinspecting: Regardless of whether original tests or inspections were
Contractor's responsibility, provide quality-control services, including retesting and
reinspecting, for construction that replaced Work that failed to comply with the Contract
Documents.
E. Testing Agency Responsibilities: Cooperate with Landscape Architect, City Engineer,
and Contractor in performance of duties. Provide qualified personnel to perform
required tests and inspections.
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1. Notify Landscape Architect, City Engineer, and Contractor promptly of
irregularities or deficiencies observed in the Work during performance of its
services.
2. Determine the location from which test samples will be taken and in which in-situ
tests are conducted.
3. Conduct and interpret tests and inspections and state in each report whether
tested and inspected work complies with or deviates from requirements.
4. Submit a certified written report, in duplicate, of each test, inspection, and similar
quality-control service through Contractor.
5. Do not release, revoke, alter, or increase the Contract Document requirements or
approve or accept any portion of the Work.
6. Do not perform any duties of Contractor.
F. Associated Services: Cooperate with agencies performing required tests, inspections,
and similar quality-control services, and provide reasonable auxiliary services as
requested. Notify agency sufficiently in advance of operations to permit assignment of
personnel. Provide the following:
1. Access to the Work.
2. Incidental labor and facilities necessary to facilitate tests and inspections.
3. Adequate quantities of representative samples of materials that require testing
and inspecting. Assist agency in obtaining samples.
4. Facilities for storage and field curing of test samples.
5. Delivery of samples to testing agencies.
6. Preliminary design mix proposed for use for material mixes that require control by
testing agency.
7. Security and protection for samples and for testing and inspecting equipment at
Project site.
G. Coordination: Coordinate sequence of activities to accommodate required quality-
assurance and -control services with a minimum of delay and to avoid necessity of
removing and replacing construction to accommodate testing and inspecting.
1. Schedule times for tests, inspections, obtaining samples, and similar activities.
H. Schedule of Tests and Inspections: Prepare a schedule of tests, inspections, and
similar quality-control services required by the Contract Documents. Coordinate and
submit concurrently with Contractor's construction schedule. Update as the Work
progresses.
1. Distribution: Distribute schedule to Owner, Landscape Architect, City Engineer,
testing agencies, and each party involved in performance of portions of the Work
where tests and inspections are required.
1.10 SPECIAL TESTS AND INSPECTIONS
A. Special Tests and Inspections: Owner will engage a qualified testing agency and/or
special inspector to conduct special tests and inspections required by authorities
having jurisdiction as the responsibility of Owner, and as follows:
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1. Verifying that manufacturer maintains detailed fabrication and quality-control
procedures and reviews the completeness and adequacy of those procedures to
perform the Work.
2. Notifying Landscape Architect, City Engineer, and Contractor promptly of
irregularities and deficiencies observed in the Work during performance of its
services.
3. Submitting a certified written report of each test, inspection, and similar quality-
control service to Landscape Architect, through City Engineer, with copy to
Contractor and to authorities having jurisdiction.
4. Submitting a final report of special tests and inspections at Substantial
Completion, which includes a list of unresolved deficiencies.
5. Interpreting tests and inspections and stating in each report whether tested and
inspected work complies with or deviates from the Contract Documents.
6. Retesting and reinspecting corrected work.
PART 2 - PRODUCTS (Not Used)
PART 3 - EXECUTION
3.1 TEST AND INSPECTION LOG
A. Test and Inspection Log: Prepare a record of tests and inspections. Include the
following:
1. Date test or inspection was conducted.
2. Description of the Work tested or inspected.
3. Date test or inspection results were transmitted to Landscape Architect.
4. Identification of testing agency or special inspector conducting test or inspection.
B. Maintain log at Project site. Post changes and revisions as they occur. Provide access
to test and inspection log for Landscape Architect's and City Engineer's reference
during normal working hours.
3.2 REPAIR AND PROTECTION
A. General: On completion of testing, inspecting, sample taking, and similar services,
repair damaged construction and restore substrates and finishes.
1. Provide materials and comply with installation requirements specified in other
Specification Sections or matching existing substrates and finishes. Restore
patched areas and extend restoration into adjoining areas with durable seams
that are as invisible as possible. Comply with the Contract Document
requirements for cutting and patching in Section 01 73 00 "Execution."
B. Protect construction exposed by or for quality-control service activities.
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C. Repair and protection are Contractor's responsibility, regardless of the assignment of
responsibility for quality-control services.
END OF SECTION 01 40 00
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SECTION 01 50 00 - TEMPORARY FACILITIES AND CONTROLS
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and other Division 01 Specification Sections, apply to this
Section.
1.2 SUMMARY
A. Section includes requirements for temporary utilities, support facilities, and security and
protection facilities.
B. Related Requirements:
1. Section 01 10 00 "Summary" for work restrictions and limitations on utility
interruptions.
2. Section 32 12 16 "Asphalt Paving" for construction and maintenance of asphalt
pavement for temporary roads and paved areas.
3. Section 32 13 13 "Concrete Paving" for construction and maintenance of cement
concrete pavement for temporary roads and paved areas.
1.3 USE CHARGES
A. General: Installation and removal of and use charges for temporary facilities shall be
included in the Contract Sum unless otherwise indicated. Allow other entities to use
temporary services and facilities without cost, including, but not limited to, Owner's
construction forces, Landscape Architect, testing agencies, and authorities having
jurisdiction.
B. Sewer Service: Pay sewer-service use charges for sewer usage by all entities for
construction operations.
C. Water Service: Pay water-service use charges for water used by all entities for
construction operations.
D. Electric Power Service: Pay electric-power-service use charges for electricity used by
all entities for construction operations.
1.4 INFORMATIONAL SUBMITTALS
A. Site Plan: Show temporary facilities, utility hookups, staging areas, and parking areas
for construction personnel.
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B. Fire-Safety Program: Show compliance with requirements of NFPA 241 and authorities
having jurisdiction. Indicate Contractor personnel responsible for management of fire-
prevention program.
1.5 QUALITY ASSURANCE
A. Electric Service: Comply with NECA, NEMA, and UL standards and regulations for
temporary electric service. Install service to comply with NFPA 70.
B. Tests and Inspections: Arrange for authorities having jurisdiction to test and inspect
each temporary utility before use. Obtain required certifications and permits.
1.6 PROJECT CONDITIONS
A. Temporary Use of Permanent Facilities: Engage Installer of each permanent service to
assume responsibility for operation, maintenance, and protection of each permanent
service during its use as a construction facility before Owner's acceptance, regardless
of previously assigned responsibilities.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Chain-Link Fencing: Minimum 2-inch, 0.148-inch-thick, galvanized-steel, chain-link
fabric fencing; minimum 6 feet high with galvanized-steel pipe posts; minimum 2-3/8-
inch-OD line posts and 2-7/8-inch-OD corner and pull posts, with 1-5/8-inch-OD top
rails.
B. Portable Chain-Link Fencing: Minimum 2-inch, 0.148-inch-thick, galvanized-steel,
chain-link fabric fencing; minimum 6 feet high with galvanized-steel pipe posts;
minimum 2-3/8-inch-OD line posts and 2-7/8-inch-OD corner and pull posts, with 1-5/8-
inch-OD top and bottom rails. Provide galvanized-steel bases for supporting posts.
C. Polyethylene Sheet: Reinforced, fire-resistive sheet, 10-mil minimum thickness, with
flame-spread rating of 15 or less per ASTM E 84 and passing NFPA 701 Test Method
2.
2.2 TEMPORARY FACILITIES
A. Storage and Fabrication Sheds: Provide sheds sized, furnished, and equipped to
accommodate materials and equipment for construction operations.
1. Store combustible materials apart from building.
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2.3 EQUIPMENT
A. Fire Extinguishers: Portable, UL rated; with class and extinguishing agent as required
by locations and classes of fire exposures.
PART 3 - EXECUTION
3.1 INSTALLATION, GENERAL
A. Locate facilities where they will serve Project adequately and result in minimum
interference with performance of the Work. Relocate and modify facilities as required
by progress of the Work.
1. Locate facilities to limit site disturbance as specified in Section 01 10 00
"Summary."
B. Provide each facility ready for use when needed to avoid delay. Do not remove until
facilities are no longer needed or are replaced by authorized use of completed
permanent facilities.
3.2 TEMPORARY UTILITY INSTALLATION
A. General: Install temporary service or connect to existing service.
1. Arrange with utility company, Owner, and existing users for time when service
can be interrupted, if necessary, to make connections for temporary services.
B. Sewers and Drainage: Provide temporary utilities to remove effluent lawfully.
1. Connect temporary sewers to municipal system as directed by authorities having
jurisdiction.
C. Water Service: Connect to Owner's existing water service facilities. Clean and maintain
water service facilities in a condition acceptable to Owner. At Substantial Completion,
restore these facilities to condition existing before initial use.
D. Sanitary Facilities: Provide temporary toilets, wash facilities, and drinking water for use
of construction personnel. Comply with requirements of authorities having jurisdiction
for type, number, location, operation, and maintenance of fixtures and facilities.
E. Electric Power Service: Provide electric power service and distribution system of
sufficient size, capacity, and power characteristics required for construction operations.
1. Install temporary electric power service overhead unless otherwise indicated.
F. Lighting: Provide temporary lighting with local switching that provides adequate
illumination for construction operations, observations, inspections, and traffic
conditions.
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1. Install and operate temporary lighting that fulfills security and protection
requirements without operating entire system.
2. Install lighting for Project identification sign.
3.3 SUPPORT FACILITIES INSTALLATION
A. General: Comply with the following:
1. Provide construction for temporary shops and sheds located within construction
area or within 30 feet of building lines that is noncombustible according to
ASTM E 136. Comply with NFPA 241.
2. Maintain support facilities until city inspector schedules Substantial Completion
inspection. Remove before Substantial Completion. Personnel remaining after
Substantial Completion will be permitted to use permanent facilities, under
conditions acceptable to Owner.
B. Temporary Roads and Paved Areas: Construct and maintain temporary roads and
paved areas adequate for construction operations. Locate temporary roads and paved
areas within construction limits indicated on Drawings.
1. Provide dust-control treatment that is nonpolluting and nontracking. Reapply
treatment as required to minimize dust.
C. Temporary Use of Permanent Roads and Paved Areas: Locate temporary roads and
paved areas in same location as permanent roads and paved areas. Construct and
maintain temporary roads and paved areas adequate for construction operations.
Extend temporary roads and paved areas, within construction limits indicated, as
necessary for construction operations.
1. Coordinate elevations of temporary roads and paved areas with permanent roads
and paved areas.
2. Prepare subgrade and install subbase and base for temporary roads and paved
areas.
3. Delay installation of final course of permanent hot-mix asphalt pavement until
immediately before Substantial Completion. Repair hot-mix asphalt base-course
pavement before installation of final course according to Section 32 12 16
"Asphalt Paving."
D. Traffic Controls: Comply with requirements of authorities having jurisdiction.
1. Protect existing site improvements to remain including curbs, pavement, and
utilities.
2. Maintain access for fire-fighting equipment and access to fire hydrants.
E. Dewatering Facilities and Drains: Comply with requirements of authorities having
jurisdiction. Maintain Project site, excavations, and construction free of water.
1. Dispose of rainwater in a lawful manner that will not result in flooding Project or
adjoining properties or endanger permanent Work or temporary facilities.
2. Remove snow and ice as required to minimize accumulations.
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F. Waste Disposal Facilities: Comply with requirements specified in Section 01 74 19
"Construction Waste Management and Disposal."
G. Waste Disposal Facilities: Provide waste-collection containers in sizes adequate to
handle waste from construction operations. Comply with requirements of authorities
having jurisdiction. Comply with progress cleaning requirements in Section 01 73 00
"Execution."
H. Lifts and Hoists: Provide facilities necessary for hoisting materials and personnel.
1. Truck cranes and similar devices used for hoisting materials are considered
"tools and equipment" and not temporary facilities.
3.4 SECURITY AND PROTECTION FACILITIES INSTALLATION
A. Protection of Existing Facilities: Protect existing vegetation, equipment, structures,
utilities, and other improvements at Project site and on adjacent properties, except
those indicated to be removed or altered. Repair damage to existing facilities.
B. Environmental Protection: Provide protection, operate temporary facilities, and conduct
construction as required to comply with environmental regulations and that minimize
possible air, waterway, and subsoil contamination or pollution or other undesirable
effects.
1. Comply with work restrictions specified in Section 01 10 00 "Summary."
C. Temporary Erosion and Sedimentation Control: Provide measures to prevent soil
erosion and discharge of soil-bearing water runoff and airborne dust to undisturbed
areas and to adjacent properties and walkways, according to Sycamore Park SWPPP
Site Plan.
1. Verify that flows of water redirected from construction areas or generated by
construction activity do not enter or cross tree- or plant- protection zones.
2. Inspect, repair, and maintain erosion- and sedimentation-control measures
during construction until permanent vegetation has been established.
3. Clean, repair, and restore adjoining properties and roads affected by erosion and
sedimentation from Project site during the course of Project.
4. Remove erosion and sedimentation controls and restore and stabilize areas
disturbed during removal.
D. Stormwater Control: Comply with requirements of authorities having jurisdiction.
Provide barriers in and around excavations and subgrade construction to prevent
flooding by runoff of stormwater from heavy rains.
E. Tree and Plant Protection: Comply with requirements specified in Section 01 56 39
"Temporary Tree and Plant Protection."
F. Tree and Plant Protection: Install temporary fencing located as indicated or outside the
drip line of trees to protect vegetation from damage from construction operations.
Protect tree root systems from damage, flooding, and erosion.
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G. Pest Control: Engage pest-control service to recommend practices to minimize
attraction and harboring of rodents, roaches, and other pests and to perform
extermination and control procedures at regular intervals so Project will be free of pests
and their residues at Substantial Completion. Perform control operations lawfully, using
environmentally safe materials.
H. Site Enclosure Fence: Before construction operations begin, furnish and install site
enclosure fence in a manner that will prevent people and animals from easily entering
site except by entrance gates.
1. Extent of Fence: As required to enclose entire Project site or portion determined
sufficient to accommodate construction operations.
2. Maintain security by limiting number of keys and restricting distribution to
authorized personnel. Furnish one set of keys to Owner.
I. Security Enclosure and Lockup: Install temporary enclosure around partially completed
areas of construction. Provide lockable entrances to prevent unauthorized entrance,
vandalism, theft, and similar violations of security. Lock entrances at end of each work
day.
J. Barricades, Warning Signs, and Lights: Comply with requirements of authorities having
jurisdiction for erecting structurally adequate barricades, including warning signs and
lighting.
K. Temporary Egress: Maintain temporary egress from existing occupied facilities as
indicated and as required by authorities having jurisdiction.
L. Temporary Fire Protection: Install and maintain temporary fire-protection facilities of
types needed to protect against reasonably predictable and controllable fire losses.
Comply with NFPA 241; manage fire-prevention program.
1. Prohibit smoking in construction areas.
2. Supervise welding operations, combustion-type temporary heating units, and
similar sources of fire ignition according to requirements of authorities having
jurisdiction.
3. Develop and supervise an overall fire-prevention and -protection program for
personnel at Project site. Review needs with local fire department and establish
procedures to be followed. Instruct personnel in methods and procedures. Post
warnings and information.
4. Provide temporary standpipes and hoses for fire protection. Hang hoses with a
warning sign stating that hoses are for fire-protection purposes only and are not
to be removed. Match hose size with outlet size and equip with suitable nozzles.
3.5 OPERATION, TERMINATION, AND REMOVAL
A. Supervision: Enforce strict discipline in use of temporary facilities. To minimize waste
and abuse, limit availability of temporary facilities to essential and intended uses.
B. Maintenance: Maintain facilities in good operating condition until removal.
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C. Operate Project-identification-sign lighting daily from dusk until 12:00 midnight.
D. Temporary Facility Changeover: Do not change over from using temporary security
and protection facilities to permanent facilities until Substantial Completion.
E. Termination and Removal: Remove each temporary facility when need for its service
has ended, when it has been replaced by authorized use of a permanent facility, or no
later than Substantial Completion. Complete or, if necessary, restore permanent
construction that may have been delayed because of interference with temporary
facility. Repair damaged Work, clean exposed surfaces, and replace construction that
cannot be satisfactorily repaired.
1. Materials and facilities that constitute temporary facilities are property of
Contractor. Owner reserves right to take possession of Project identification
signs.
2. Remove temporary roads and paved areas not intended for or acceptable for
integration into permanent construction. Where area is intended for landscape
development, remove soil and aggregate fill that do not comply with requirements
for fill or subsoil. Remove materials contaminated with road oil, asphalt and other
petrochemical compounds, and other substances that might impair growth of
plant materials or lawns. Repair or replace street paving, curbs, and sidewalks at
temporary entrances, as required by authorities having jurisdiction.
3. At Substantial Completion, repair, renovate, and clean permanent facilities used
during construction period. Comply with final cleaning requirements specified in
Section 01 77 00 "Closeout Procedures."
END OF SECTION 01 50 00
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01 56 39
SECTION 01 56 39 - TEMPORARY TREE AND PLANT PROTECTION
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and Division 01 Specification Sections, apply to this
Section.
1.2 SUMMARY
A. Section includes general protection and pruning of existing trees and plants that are
affected by execution of the Work, whether temporary or permanent construction.
B. Related Requirements:
1. Section 01 50 00 "Temporary Facilities and Controls" for temporary site fencing.
2. Section 31 10 00 "Site Clearing" for removing existing trees and shrubs.
1.3 DEFINITIONS
A. Caliper: Diameter of a trunk measured by a diameter tape at a height 6 inches above
the ground for trees up to and including 4-inch size at this height and as measured at a
height of 12 inches above the ground for trees larger than 4-inch size.
B. Caliper (DBH): Diameter breast height; diameter of a trunk as measured by a diameter
tape at a height 54 inches above the ground line.
C. Plant-Protection Zone: Area surrounding individual trees, groups of trees, shrubs, or
other vegetation to be protected during construction and indicated on Drawings.
D. Tree-Protection Zone: Area surrounding individual trees or groups of trees to be
protected during construction and [indicated on Drawings] [defined by a circle
concentric with each tree with a radius 1.5 times the diameter of the drip line unless
otherwise indicated] defined by a circle concentric with each tree with a radius 12 times
the tree's caliper size and with a minimum radius of 96 inches unless otherwise
indicated.
E. Vegetation: Trees, shrubs, groundcovers, grass, and other plants.
1.4 PREINSTALLATION MEETINGS
A. Preinstallation Conference: Conduct conference at Project site.
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1. Review methods and procedures related to temporary tree and plant protection
including, but not limited to, the following:
a. Tree-service firm's personnel and equipment needed to make progress and
avoid delays.
b. Arborist's responsibilities.
c. Quality-control program.
d. Coordination of Work and equipment movement with the locations of
protection zones.
e. Trenching by hand or with air spade within protection zones.
f. Field quality control.
1.5 ACTION SUBMITTALS
A. Product Data: For each type of product.
B. Shop Drawings:
1. Include plans, elevations, sections, and locations of protection-zone fencing and
signage, showing relation of equipment-movement routes and material storage
locations with protection zones.
2. Detail fabrication and assembly of protection-zone fencing and signage.
3. Indicate extent of trenching by hand or with air spade within protection zones.
C. Tree Pruning Schedule: Written schedule detailing scope and extent of pruning of trees
to remain that interfere with or are affected by construction.
1. Species and size of tree.
2. Location on site plan. Include unique identifier for each.
3. Reason for pruning.
4. Description of pruning to be performed.
5. Description of maintenance following pruning.
1.6 INFORMATIONAL SUBMITTALS
A. Qualification Data: For arborist and tree service firm.
B. Certification: From arborist, certifying that trees indicated to remain have been
protected during construction according to recognized standards and that trees were
promptly and properly treated and repaired when damaged.
C. Maintenance Recommendations: From arborist, for care and protection of trees
affected by construction during and after completing the Work.
D. Existing Conditions: Documentation of existing trees and plantings indicated to remain,
which establishes preconstruction conditions that might be misconstrued as damage
caused by construction activities.
1. Use sufficiently detailed photographs or video recordings.
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2. Include plans and notations to indicate specific wounds and damage conditions
of each tree or other plants designated to remain.
E. Quality-control program.
1.7 QUALITY ASSURANCE
A. Arborist Qualifications: Certified Arborist as certified by ISA.
B. Tree Service Firm Qualifications: An experienced tree service firm that has
successfully completed temporary tree and plant protection work similar to that
required for this Project and that will assign an experienced, qualified arborist to Project
site during execution of the Work.
C. Quality-Control Program: Prepare a written program to systematically demonstrate the
ability of personnel to properly follow procedures and handle materials and equipment
during the Work without damaging trees and plantings. Include dimensioned diagrams
for placement of protection zone fencing and signage, the arborist's and tree-service
firm's responsibilities, instructions given to workers on the use and care of protection
zones, and enforcement of requirements for protection zones.
1.8 FIELD CONDITIONS
A. The following practices are prohibited within protection zones:
1. Storage of construction materials, debris, or excavated material.
2. Moving or parking vehicles or equipment.
3. Foot traffic.
4. Erection of sheds or structures.
5. Impoundment of water.
6. Excavation or other digging unless otherwise indicated.
7. Attachment of signs to or wrapping materials around trees or plants unless
otherwise indicated.
B. Do not direct vehicle or equipment exhaust toward protection zones.
C. Prohibit heat sources, flames, ignition sources, and smoking within or near protection
zones and organic mulch.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Backfill Soil: Planting soil of suitable moisture content and granular texture for placing
around tree; free of stones, roots, plants, sod, clods, clay lumps, pockets of coarse
sand, concrete slurry, concrete layers or chunks, cement, plaster, building debris, and
other extraneous materials harmful to plant growth.
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1. Planting Soil: Planting soil as specified in Section 32 91 15 "Soil Preparation
(Performance Specification)."
B. Organic Mulch: Free from deleterious materials and suitable as a top dressing for trees
and shrubs, consisting of one of the following:
1. Type: Ground or shredded bark.
2. Size Range: 3 inches maximum, 1/2 inch minimum.
3. Color: Natural.
C. Protection-Zone Fencing: Fencing fixed in position and meeting the following
requirements:
1. Plastic Protection-Zone Fencing: Plastic construction fencing constructed of high-
density extruded and stretched polyethylene fabric with 2-inch maximum opening
in pattern and weighing a minimum of 0.4 lb/ft.; remaining flexible from minus 60
to plus 200 deg F; inert to most chemicals and acids; minimum tensile yield
strength of 2000 psi and ultimate tensile strength of 2680 psi; secured with
plastic bands or galvanized-steel or stainless-steel wire ties; and supported by
tubular or T-shape galvanized-steel posts spaced not more than 96 inches apart.
a. Height: 48 inches.
b. Color: High-visibility orange, nonfading.
D. Protection-Zone Signage: Shop-fabricated, rigid plastic or metal sheet with attachment
holes prepunched and reinforced; legibly printed with nonfading lettering and as
follows:
1. Lettering: 3-inch-high minimum, black characters on white background.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Erosion and Sedimentation Control: Examine the site to verify that temporary erosion-
and sedimentation-control measures are in place. Verify that flows of water redirected
from construction areas or generated by construction activity do not enter or cross
protection zones.
B. Prepare written report, endorsed by arborist, listing conditions detrimental to tree and
plant protection.
3.2 PREPARATION
A. Locate and clearly identify trees, shrubs, and other vegetation to remain. Tie a 1-inch
blue vinyl tape around each tree trunk at 54 inches above the ground.
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B. Protect tree root systems from damage caused by runoff or spillage of noxious
materials while mixing, placing, or storing construction materials. Protect root systems
from ponding, eroding, or excessive wetting caused by dewatering operations.
C. Tree-Protection Zones: Mulch areas inside tree-protection zones and other areas
indicated. Do not exceed indicated thickness of mulch.
1. Apply 2-inch uniform thickness of organic mulch unless otherwise indicated. Do
not place mulch within 6 inches of tree trunks.
3.3 PROTECTION ZONES
A. Protection-Zone Fencing: Install protection-zone fencing along edges of protection
zones before materials or equipment are brought on the site and construction
operations begin in a manner that will prevent people and animals from easily entering
protected areas except by entrance gates. Construct fencing so as not to obstruct safe
passage or visibility at vehicle intersections where fencing is located adjacent to
pedestrian walkways or in close proximity to street intersections, drives, or other
vehicular circulation.
1. Chain-Link Fencing: Install to comply with ASTM F 567 and with manufacturer's
written instructions.
2. Posts: Set or drive posts into ground one-third the total height of the fence
without concrete footings. Where a post is located on existing paving or concrete
to remain, provide appropriate means of post support acceptable to Landscape
Architect.
3. Access Gates: Install where necessary; adjust to operate smoothly, easily, and
quietly; free of binding, warp, excessive deflection, distortion, nonalignment,
misplacement, disruption, or malfunction throughout entire operational range.
Confirm that latches and locks engage accurately and securely without forcing or
binding.
B. Protection-Zone Signage: Install protection-zone signage in visibly prominent locations
in a manner approved by Landscape Architect. Install one sign spaced approximately
every 35 feet on protection-zone fencing, but no fewer than four signs with each facing
a different direction.
C. Maintain protection zones free of weeds and trash.
D. Maintain protection-zone fencing and signage in good condition as acceptable to
Landscape Architect and remove when construction operations are complete and
equipment has been removed from the site.
1. Do not remove protection-zone fencing, even temporarily, to allow deliveries or
equipment access through the protection zone.
2. Temporary access is permitted subject to preapproval in writing by arborist if a
root buffer effective against soil compaction is constructed as directed by
arborist. Maintain root buffer so long as access is permitted.
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3.4 EXCAVATION
A. General: Excavate at edge of protection zones and for trenches indicated within
protection zones according to requirements in Section 31 20 00 "Earth Moving" unless
otherwise indicated.
B. Trenching within Protection Zones: Where utility trenches are required within protection
zones, excavate under or around tree roots by hand or with air spade, or tunnel under
the roots by drilling, auger boring, or pipe jacking. Do not cut main lateral tree roots or
taproots; cut only smaller roots that interfere with installation of utilities. Cut roots as
required for root pruning. If excavating by hand, use narrow-tine spading forks to comb
soil and expose roots.
C. Redirect roots in backfill areas where possible. If encountering large, main lateral roots,
expose roots beyond excavation limits as required to bend and redirect them without
breaking. If encountered immediately adjacent to location of new construction and
redirection is not practical, cut roots approximately 3 inches back from new
construction and as required for root pruning.
D. Do not allow exposed roots to dry out before placing permanent backfill. Provide
temporary earth cover or pack with peat moss and wrap with burlap. Water and
maintain in a moist condition. Temporarily support and protect roots from damage until
they are permanently relocated and covered with soil.
3.5 ROOT PRUNING
A. Prune tree roots that are affected by temporary and permanent construction. Prune
roots as follows:
1. Cut roots manually by digging a trench and cutting exposed roots with sharp
pruning instruments; do not break, tear, chop, or slant the cuts. Do not use a
backhoe or other equipment that rips, tears, or pulls roots.
2. Cut Ends: As directed and recommended by the arborist.
3. Temporarily support and protect roots from damage until they are permanently
redirected and covered with soil.
4. Cover exposed roots with burlap and water regularly.
5. Backfill as soon as possible according to requirements in Section 31 20 00 "Earth
Moving."
B. Root Pruning at Edge of Protection Zone: Prune tree roots 12 inches outside of the
protection zone by cleanly cutting all roots to the depth of the required excavation.
C. Root Pruning within Protection Zone: Clear and excavate by hand or with air spade to
the depth of the required excavation to minimize damage to tree root systems. If
excavating by hand, use narrow-tine spading forks to comb soil to expose roots.
Cleanly cut roots as close to excavation as possible.
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3.6 CROWN PRUNING
A. Prune branches that are affected by temporary and permanent construction. Prune
branches as directed by arborist.
1. Prune to remove only injured, broken, dying, or dead branches unless otherwise
indicated. Do not prune for shape unless otherwise indicated.
2. Do not remove or reduce living branches to compensate for root loss caused by
damaging or cutting root system.
3. Pruning Standards: Prune trees according to ANSI A300 (Part 1).
B. Unless otherwise directed by arborist and acceptable to Landscape Architect, do not
cut tree leaders.
C. Cut branches with sharp pruning instruments; do not break or chop.
D. Do not paint or apply sealants to wounds.
E. Provide subsequent maintenance pruning during Contract period as recommended by
arborist.
F. Chip removed branches and dispose of off-site.
3.7 REGRADING
A. Lowering Grade within Protection Zone: Where new finish grade is indicated below
existing grade around trees, slope grade away from trees as recommended by arborist
unless otherwise indicated.
1. Root Pruning: Prune tree roots exposed by lowering the grade. Do not cut main
lateral roots or taproots; cut only smaller roots. Cut roots as required for root
pruning.
B. Minor Fill within Protection Zone: Where existing grade is 2 inches or less below
elevation of finish grade, fill with backfill soil. Place backfill soil in a single uncompacted
layer and hand grade to required finish elevations.
3.8 FIELD QUALITY CONTROL
A. Inspections: Engage a qualified arborist to direct plant-protection measures in the
vicinity of trees, shrubs, and other vegetation indicated to remain and to prepare
inspection reports.
3.9 REPAIR AND REPLACEMENT
A. General: Repair or replace trees, shrubs, and other vegetation indicated to remain or to
be relocated that are damaged by construction operations, in a manner approved by
Landscape Architect.
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1. Submit details of proposed pruning and repairs.
2. Perform repairs of damaged trunks, branches, and roots within 24 hours
according to arborist's written instructions.
3. Replace trees and other plants that cannot be repaired and restored to full-
growth status, as determined by Landscape Architect.
B. Trees: Remove and replace trees indicated to remain that are more than 25 percent
dead or in an unhealthy condition before the end of the corrections period or are
damaged during construction operations that Landscape Architect determines are
incapable of restoring to normal growth pattern.
1. Small Trees: Provide new trees of same size and species as those being
replaced for each tree that measures 6 inches or smaller in caliper size.
2. Large Trees: Provide one new tree(s) of 6-inch caliper size for each tree being
replaced that measures more than 6-inches in caliper size.
a. Species: As selected by Landscape Architect.
3. Plant and maintain new trees as specified in Section 32 93 00 "Plants."
C. Excess Mulch: Rake mulched area within protection zones, being careful not to injure
roots. Rake to loosen and remove mulch that exceeds a 2-inch uniform thickness to
remain.
D. Soil Aeration: Where directed by Landscape Architect, aerate surface soil compacted
during construction. Aerate 10 feet beyond drip line and no closer than 36 inches to
tree trunk. Drill 2-inch-diameter holes a minimum of 12 inches deep at 24 inches o.c.
Backfill holes with an equal mix of augered soil and sand.
3.10 DISPOSAL OF SURPLUS AND WASTE MATERIALS
A. Disposal: Remove excess excavated material, displaced trees, trash, and debris and
legally dispose of them off Owner's property.
END OF SECTION 01 56 39
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SECTION 01 73 00 - EXECUTION
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and other Division 01 Specification Sections, apply to this
Section.
1.2 SUMMARY
A. Section includes general administrative and procedural requirements governing
execution of the Work including, but not limited to, the following:
1. Construction layout.
2. Field engineering and surveying.
3. Installation of the Work.
4. Cutting and patching.
5. Coordination of Owner-installed products.
6. Progress cleaning.
7. Starting and adjusting.
8. Protection of installed construction.
B. Related Requirements:
1. Section 01 10 00 "Summary" for limits on use of Project site.
2. Section 01 33 00 "Submittal Procedures" for submitting surveys.
3. Section 01 77 00 "Closeout Procedures" for submitting final property survey with
Project Record Documents, recording of Owner-accepted deviations from
indicated lines and levels, and final cleaning.
4. Section 02 41 19 "Selective Demolition" for demolition and removal of selected
portions of the building.
1.3 DEFINITIONS
A. Cutting: Removal of in-place construction necessary to permit installation or
performance of other work.
B. Patching: Fitting and repair work required to restore construction to original conditions
after installation of other work.
1.4 INFORMATIONAL SUBMITTALS
A. Cutting and Patching Plan: Submit plan describing procedures at least 10 days prior to
the time cutting and patching will be performed. Include the following information:
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1. Extent: Describe reason for and extent of each occurrence of cutting and
patching.
2. Products: List products to be used for patching and firms or entities that will
perform patching work.
3. Dates: Indicate when cutting and patching will be performed.
4. Utilities and Mechanical and Electrical Systems: List services and systems that
cutting and patching procedures will disturb or affect. List services and systems
that will be relocated and those that will be temporarily out of service. Indicate
length of time permanent services and systems will be disrupted.
a. Include description of provisions for temporary services and systems during
interruption of permanent services and systems.
B. Landfill Receipts: Submit copy of receipts issued by a landfill facility, licensed to accept
hazardous materials, for hazardous waste disposal.
1.5 QUALITY ASSURANCE
A. Land Surveyor Qualifications: A professional land surveyor who is legally qualified to
practice in jurisdiction where Project is located and who is experienced in providing
land-surveying services of the kind indicated.
B. Cutting and Patching: Comply with requirements for and limitations on cutting and
patching of construction elements.
1. Operational Elements: Do not cut and patch operating elements and related
components in a manner that results in reducing their capacity to perform as
intended or that results in increased maintenance or decreased operational life or
safety. Operational elements include the following:
a. Primary operational systems and equipment.
b. Fire-suppression systems.
c. Control systems.
d. Communication systems.
e. Conveying systems.
f. Electrical wiring systems.
g. Operating systems of special construction.
C. Cutting and Patching Conference: Before proceeding, meet at Project site with parties
involved in cutting and patching, including mechanical and electrical trades. Review
areas of potential interference and conflict. Coordinate procedures and resolve
potential conflicts before proceeding.
PART 2 - PRODUCTS
2.1 MATERIALS
A. General: Comply with requirements specified in other Sections.
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B. In-Place Materials: Use materials for patching identical to in-place materials. For
exposed surfaces, use materials that visually match in-place adjacent surfaces to the
fullest extent possible.
1. If identical materials are unavailable or cannot be used, use materials that, when
installed, will provide a match acceptable to Landscape Architect for the visual
and functional performance of in-place materials.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Existing Conditions: The existence and location of underground and other utilities and
construction indicated as existing are not guaranteed. Before beginning sitework,
investigate and verify the existence and location of underground utilities, and other
construction affecting the Work.
1. Before construction, verify the location and invert elevation at points of
connection of sanitary sewer, storm sewer, and water-service piping;
underground electrical services, and other utilities.
2. Furnish location data for work related to Project that must be performed by public
utilities serving Project site.
B. Examination and Acceptance of Conditions: Before proceeding with each component
of the Work, examine substrates, areas, and conditions, with Installer or Applicator
present where indicated, for compliance with requirements for installation tolerances
and other conditions affecting performance. Record observations.
C. Verify compatibility with and suitability of substrates, including compatibility with
existing finishes or primers.
D. Written Report: Where a written report listing conditions detrimental to performance of
the Work is required by other Sections, include the following:
1. Description of the Work.
2. List of detrimental conditions, including substrates.
3. List of unacceptable installation tolerances.
4. Recommended corrections.
E. Proceed with installation only after unsatisfactory conditions have been corrected.
Proceeding with the Work indicates acceptance of surfaces and conditions.
3.2 PREPARATION
A. Existing Utility Information: Furnish information to local utility and Owner that is
necessary to adjust, move, or relocate existing utility structures, utility poles, lines,
services, or other utility appurtenances located in or affected by construction.
Coordinate with authorities having jurisdiction.
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B. Field Measurements: Take field measurements as required to fit the Work properly.
Recheck measurements before installing each product. Where portions of the Work are
indicated to fit to other construction, verify dimensions of other construction by field
measurements before fabrication. Coordinate fabrication schedule with construction
progress to avoid delaying the Work.
C. Space Requirements: Verify space requirements and dimensions of items shown
diagrammatically on Drawings.
D. Review of Contract Documents and Field Conditions: Immediately on discovery of the
need for clarification of the Contract Documents caused by differing field conditions
outside the control of Contractor, submit a request for information to Landscape
Architect according to requirements in Section 01 31 00 "Project Management and
Coordination."
3.3 CONSTRUCTION LAYOUT
A. Verification: Before proceeding to lay out the Work, verify layout information shown on
Drawings, in relation to the property survey and existing benchmarks. If discrepancies
are discovered, notify Landscape Architect and Construction Manager promptly.
B. General: Engage a land surveyor or professional engineer to lay out the Work using
accepted surveying practices.
1. Establish benchmarks and control points to set lines and levels at each story of
construction and elsewhere as needed to locate each element of Project.
2. Establish limits on use of Project site.
3. Establish dimensions within tolerances indicated. Do not scale Drawings to
obtain required dimensions.
4. Inform installers of lines and levels to which they must comply.
5. Check the location, level and plumb, of every major element as the Work
progresses.
6. Notify Landscape Architect and Construction Manager when deviations from
required lines and levels exceed allowable tolerances.
7. Close site surveys with an error of closure equal to or less than the standard
established by authorities having jurisdiction.
C. Site Improvements: Locate and lay out site improvements, including pavements,
grading, fill and topsoil placement, utility slopes, and rim and invert elevations.
D. Record Log: Maintain a log of layout control work. Record deviations from required
lines and levels. Include beginning and ending dates and times of surveys, weather
conditions, name and duty of each survey party member, and types of instruments and
tapes used. Make the log available for reference by Landscape Architect and
Construction Manager.
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3.4 FIELD ENGINEERING
A. Identification: Contractor shall identify existing benchmarks, control points, and
property corners.
B. Reference Points: Locate existing permanent benchmarks, control points, and similar
reference points before beginning the Work. Preserve and protect permanent
benchmarks and control points during construction operations.
1. Do not change or relocate existing benchmarks or control points without prior
written approval of Landscape Architect or Construction Manager. Report lost or
destroyed permanent benchmarks or control points promptly. Report the need to
relocate permanent benchmarks or control points to Landscape Architect and
Construction Manager before proceeding.
2. Replace lost or destroyed permanent benchmarks and control points promptly.
Base replacements on the original survey control points.
C. Benchmarks: Establish and maintain a minimum of two permanent benchmarks on
Project site, referenced to data established by survey control points. Comply with
authorities having jurisdiction for type and size of benchmark.
1. Record benchmark locations, with horizontal and vertical data, on Project Record
Documents.
2. Where the actual location or elevation of layout points cannot be marked, provide
temporary reference points sufficient to locate the Work.
3. Remove temporary reference points when no longer needed. Restore marked
construction to its original condition.
D. Certified Survey: On completion of foundation walls, major site improvements, and
other work requiring field-engineering services, prepare a certified survey showing
dimensions, locations, angles, and elevations of construction and sitework.
1. Show boundary lines, monuments, streets, site improvements and utilities,
existing improvements and significant vegetation, adjoining properties, acreage,
grade contours, and the distance and bearing from a site corner to a legal point.
2. Recording: At Substantial Completion, have the final property survey recorded by
or with authorities having jurisdiction as the official "property survey."
3.5 INSTALLATION
A. General: Locate the Work and components of the Work accurately, in correct alignment
and elevation, as indicated.
1. Make vertical work plumb and make horizontal work level.
2. Where space is limited, install components to maximize space available for
maintenance and ease of removal for replacement.
3. Conceal pipes, ducts, and wiring in finished areas unless otherwise indicated.
B. Comply with manufacturer's written instructions and recommendations for installing
products in applications indicated.
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C. Install products at the time and under conditions that will ensure the best possible
results. Maintain conditions required for product performance until Substantial
Completion.
D. Conduct construction operations so no part of the Work is subjected to damaging
operations or loading in excess of that expected during normal conditions of
occupancy.
E. Sequence the Work and allow adequate clearances to accommodate movement of
construction items on site and placement in permanent locations.
F. Tools and Equipment: Do not use tools or equipment that produce harmful noise levels.
G. Templates: Obtain and distribute to the parties involved templates for work specified to
be factory prepared and field installed. Check Shop Drawings of other work to confirm
that adequate provisions are made for locating and installing products to comply with
indicated requirements.
H. Attachment: Provide blocking and attachment plates and anchors and fasteners of
adequate size and number to securely anchor each component in place, accurately
located and aligned with other portions of the Work. Where size and type of
attachments are not indicated, verify size and type required for load conditions.
1. Mounting Heights: Where mounting heights are not indicated, mount components
at heights directed by Landscape Architect.
2. Allow for movement, including thermal expansion and contraction.
3. Coordinate installation of anchorages. Furnish setting drawings, templates, and
directions for installing anchorages, including sleeves, concrete inserts, anchor
bolts, and items with integral anchors, that are to be embedded in concrete or
masonry. Deliver such items to Project site in time for installation.
I. Joints: Make joints of uniform width. Where joint locations in exposed work are not
indicated, arrange joints for the best visual effect. Fit exposed connections together to
form hairline joints.
J. Hazardous Materials: Use products, cleaners, and installation materials that are not
considered hazardous.
3.6 CUTTING AND PATCHING
A. Cutting and Patching, General: Employ skilled workers to perform cutting and patching.
Proceed with cutting and patching at the earliest feasible time, and complete without
delay.
1. Cut in-place construction to provide for installation of other components or
performance of other construction, and subsequently patch as required to restore
surfaces to their original condition.
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B. Existing Warranties: Remove, replace, patch, and repair materials and surfaces cut or
damaged during installation or cutting and patching operations, by methods and with
materials so as not to void existing warranties.
C. Temporary Support: Provide temporary support of work to be cut.
D. Protection: Protect in-place construction during cutting and patching to prevent
damage. Provide protection from adverse weather conditions for portions of Project
that might be exposed during cutting and patching operations.
E. Adjacent Occupied Areas: Where interference with use of adjoining areas or
interruption of free passage to adjoining areas is unavoidable, coordinate cutting and
patching according to requirements in Section 01 10 00 "Summary."
F. Existing Utility Services and Mechanical/Electrical Systems: Where existing
services/systems are required to be removed, relocated, or abandoned, bypass such
services/systems before cutting to minimize interruption to occupied areas.
G. Cutting: Cut in-place construction by sawing, drilling, breaking, chipping, grinding, and
similar operations, including excavation, using methods least likely to damage
elements retained or adjoining construction. If possible, review proposed procedures
with original Installer; comply with original Installer's written recommendations.
1. In general, use hand or small power tools designed for sawing and grinding, not
hammering and chopping. Cut holes and slots neatly to minimum size required,
and with minimum disturbance of adjacent surfaces. Temporarily cover openings
when not in use.
2. Finished Surfaces: Cut or drill from the exposed or finished side into concealed
surfaces.
3. Concrete and Masonry: Cut using a cutting machine, such as an abrasive saw or
a diamond-core drill.
4. Excavating and Backfilling: Comply with requirements in applicable Sections
where required by cutting and patching operations.
5. Mechanical and Electrical Services: Cut off pipe or conduit in walls or partitions to
be removed. Cap, valve, or plug and seal remaining portion of pipe or conduit to
prevent entrance of moisture or other foreign matter after cutting.
6. Proceed with patching after construction operations requiring cutting are
complete.
H. Patching: Patch construction by filling, repairing, refinishing, closing up, and similar
operations following performance of other work. Patch with durable seams that are as
invisible as practicable. Provide materials and comply with installation requirements
specified in other Sections, where applicable.
1. Inspection: Where feasible, test and inspect patched areas after completion to
demonstrate physical integrity of installation.
2. Exposed Finishes: Restore exposed finishes of patched areas and extend finish
restoration into retained adjoining construction in a manner that will minimize
evidence of patching and refinishing.
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a. Clean piping, conduit, and similar features before applying paint or other
finishing materials.
b. Restore damaged pipe covering to its original condition.
I. Cleaning: Clean areas and spaces where cutting and patching are performed. Remove
paint, mortar, oils, putty, and similar materials from adjacent finished surfaces.
3.7 PROGRESS CLEANING
A. General: Clean Project site and work areas daily, including common areas. Enforce
requirements strictly. Dispose of materials lawfully.
1. Comply with requirements in NFPA 241 for removal of combustible waste
materials and debris.
2. Do not hold waste materials more than seven days during normal weather or
three days if the temperature is expected to rise above 80 deg F.
3. Containerize hazardous and unsanitary waste materials separately from other
waste. Mark containers appropriately and dispose of legally, according to
regulations.
a. Use containers intended for holding waste materials of type to be stored.
4. Coordinate progress cleaning for joint-use areas where Contractor and other
contractors are working concurrently.
B. Site: Maintain Project site free of waste materials and debris.
C. Work Areas: Clean areas where work is in progress to the level of cleanliness
necessary for proper execution of the Work.
1. Remove liquid spills promptly.
2. Where dust would impair proper execution of the Work, broom-clean or vacuum
the entire work area, as appropriate.
D. Installed Work: Keep installed work clean. Clean installed surfaces according to written
instructions of manufacturer or fabricator of product installed, using only cleaning
materials specifically recommended. If specific cleaning materials are not
recommended, use cleaning materials that are not hazardous to health or property and
that will not damage exposed surfaces.
E. Concealed Spaces: Remove debris from concealed spaces before enclosing the
space.
F. Exposed Surfaces in Finished Areas: Clean exposed surfaces and protect as
necessary to ensure freedom from damage and deterioration at time of Substantial
Completion.
G. Waste Disposal: Do not bury or burn waste materials on-site. Do not wash waste
materials down sewers or into waterways. Comply with waste disposal requirements in
Section 01 74 19 "Construction Waste Management and Disposal."
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01 73 00
H. During handling and installation, clean and protect construction in progress and
adjoining materials already in place. Apply protective covering where required to
ensure protection from damage or deterioration at Substantial Completion.
I. Clean and provide maintenance on completed construction as frequently as necessary
through the remainder of the construction period. Adjust and lubricate operable
components to ensure operability without damaging effects.
J. Limiting Exposures: Supervise construction operations to assure that no part of the
construction, completed or in progress, is subject to harmful, dangerous, damaging, or
otherwise deleterious exposure during the construction period.
3.8 STARTING AND ADJUSTING
A. Start equipment and operating components to confirm proper operation. Remove
malfunctioning units, replace with new units, and retest.
B. Adjust equipment for proper operation. Adjust operating components for proper
operation without binding.
C. Test each piece of equipment to verify proper operation. Test and adjust controls and
safeties. Replace damaged and malfunctioning controls and equipment.
D. Manufacturer's Field Service: Comply with qualification requirements in
Section 01 40 00 "Quality Requirements."
3.9 PROTECTION OF INSTALLED CONSTRUCTION
A. Provide final protection and maintain conditions that ensure installed Work is without
damage or deterioration at time of Substantial Completion.
B. Comply with manufacturer's written instructions for temperature and relative humidity.
END OF SECTION 01 73 00
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01 74 19
SECTION 01 74 19 - CONSTRUCTION WASTE MANAGEMENT AND DISPOSAL
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and other Division 01 Specification Sections, apply to this
Section.
1.2 SUMMARY
A. Section includes administrative and procedural requirements for the following:
1. Salvaging nonhazardous demolition and construction waste.
2. Recycling nonhazardous demolition and construction waste.
3. Disposing of nonhazardous demolition and construction waste.
B. Related Requirements:
1. Section 02 41 19 "Selective Demolition" for disposition of waste resulting from
partial demolition of buildings, structures, and site improvements, and for
disposition of hazardous waste.
2. Section 31 10 00 "Site Clearing" for disposition of waste resulting from site
clearing and removal of above- and below-grade improvements.
1.3 DEFINITIONS
A. Construction Waste: Building and site improvement materials and other solid waste
resulting from construction, remodeling, renovation, or repair operations. Construction
waste includes packaging.
B. Demolition Waste: Building and site improvement materials resulting from demolition or
selective demolition operations.
C. Disposal: Removal off-site of demolition and construction waste and subsequent sale,
recycling, reuse, or deposit in landfill or incinerator acceptable to authorities having
jurisdiction.
D. Recycle: Recovery of demolition or construction waste for subsequent processing in
preparation for reuse.
E. Salvage: Recovery of demolition or construction waste and subsequent sale or reuse in
another facility.
F. Salvage and Reuse: Recovery of demolition or construction waste and subsequent
incorporation into the Work.
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1.4 PERFORMANCE REQUIREMENTS
A. General: Achieve end-of-Project rates for salvage/recycling of 75 percent by weight of
total non-hazardous solid waste generated by the Work. Practice efficient waste
management in the use of materials in the course of the Work. Use all reasonable
means to divert construction and demolition waste from landfills and incinerators.
Facilitate recycling and salvage of materials, including the following:
1. Demolition Waste:
a. Asphalt paving.
b. Concrete.
c. Concrete reinforcing steel.
d. Concrete masonry units.
e. Electrical conduit.
f. Copper wiring.
g. Lighting fixtures.
h. Lamps.
i. Ballasts.
j. Electrical devices.
k. Switchgear and panelboards.
l. Transformers.
m. Wood fence.
n. Tubular steel fence.
o. Utility poles
2. Construction Waste:
a. Masonry and CMU.
b. Lumber.
c. Wood sheet materials.
d. Wood trim.
e. Metals.
f. Piping.
g. Electrical conduit.
h. Packaging: Regardless of salvage/recycle goal indicated in "General"
Paragraph above, salvage or recycle 100 percent of the following
uncontaminated packaging materials:
1) Paper.
2) Cardboard.
3) Boxes.
4) Plastic sheet and film.
5) Polystyrene packaging.
6) Wood crates.
7) Plastic pails.
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1.5 ACTION SUBMITTALS
A. Waste Management Plan: Submit plan within 30 days of date established for the Notice
of Award.
1.6 INFORMATIONAL SUBMITTALS
A. Waste Reduction Progress Reports: Concurrent with each Application for Payment,
submit report. Use Form CWM-7 for construction waste and Form CWM-8 for
demolition waste. Include the following information:
1. Material category.
2. Generation point of waste.
3. Total quantity of waste in tons.
4. Quantity of waste salvaged, both estimated and actual in tons.
5. Quantity of waste recycled, both estimated and actual in tons.
6. Total quantity of waste recovered (salvaged plus recycled) in tons.
7. Total quantity of waste recovered (salvaged plus recycled) as a percentage of
total waste.
B. Waste Reduction Calculations: Before request for Substantial Completion, submit
calculated end-of-Project rates for salvage, recycling, and disposal as a percentage of
total waste generated by the Work.
C. Records of Donations: Indicate receipt and acceptance of salvageable waste donated
to individuals and organizations. Indicate whether organization is tax exempt.
D. Records of Sales: Indicate receipt and acceptance of salvageable waste sold to
individuals and organizations. Indicate whether organization is tax exempt.
E. Recycling and Processing Facility Records: Indicate receipt and acceptance of
recyclable waste by recycling and processing facilities licensed to accept them. Include
manifests, weight tickets, receipts, and invoices.
F. Landfill and Incinerator Disposal Records: Indicate receipt and acceptance of waste by
landfills and incinerator facilities licensed to accept them. Include manifests, weight
tickets, receipts, and invoices.
1.7 QUALITY ASSURANCE
A. Regulatory Requirements: Comply with hauling and disposal regulations of authorities
having jurisdiction.
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01 74 19
PART 2 - PRODUCTS (Not Used)
PART 3 - EXECUTION
3.1 PLAN IMPLEMENTATION
A. General: Implement approved waste management plan. Provide handling, containers,
storage, signage, transportation, and other items as required to implement waste
management plan during the entire duration of the Contract.
1. Comply with operation, termination, and removal requirements in
Section 01 50 00 "Temporary Facilities and Controls."
B. Training: Train workers, subcontractors, and suppliers on proper waste management
procedures, as appropriate for the Work.
1. Review locations established for salvage, recycling, and disposal.
C. Site Access and Temporary Controls: Conduct waste management operations to
ensure minimum interference with roads, streets, walks, walkways, and other adjacent
occupied and used facilities.
1. Designate and label specific areas on Project site necessary for separating
materials that are to be salvaged, recycled, reused, donated, and sold.
2. Comply with Section 01 50 00 "Temporary Facilities and Controls" for controlling
dust and dirt, environmental protection, and noise control.
3.2 SALVAGING DEMOLITION WASTE
A. Salvaged Items for Reuse in the Work: Salvage items for reuse and handle as follows:
1. Clean salvaged items.
2. Pack or crate items after cleaning. Identify contents of containers with label
indicating elements, date of removal, quantity, and location where removed.
3. Store items in a secure area until installation.
4. Protect items from damage during transport and storage.
5. Install salvaged items to comply with installation requirements for new materials
and equipment. Provide connections, supports, and miscellaneous materials
necessary to make items functional for use indicated.
B. Salvaged Items for Sale and Donation: Not permitted on Project site.
C. Salvaged Items for Owner's Use: Salvage items for Owner's use and handle as follows:
1. Clean salvaged items.
2. Pack or crate items after cleaning. Identify contents of containers with label
indicating elements, date of removal, quantity, and location where removed.
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3. Store items in a secure area until delivery to Owner.
4. Transport items to Owner's storage area off-site designated by Owner.
5. Protect items from damage during transport and storage.
3.3 RECYCLING DEMOLITION AND CONSTRUCTION WASTE, GENERAL
A. General: Recycle paper and beverage containers used by on-site workers.
B. Preparation of Waste: Prepare and maintain recyclable waste materials according to
recycling or reuse facility requirements. Maintain materials free of dirt, adhesives,
solvents, petroleum contamination, and other substances deleterious to the recycling
process.
C. Procedures: Separate recyclable waste from other waste materials, trash, and debris.
Separate recyclable waste by type at Project site to the maximum extent practical
according to approved construction waste management plan.
1. Provide appropriately marked containers or bins for controlling recyclable waste
until removed from Project site. Include list of acceptable and unacceptable
materials at each container and bin.
a. Inspect containers and bins for contamination and remove contaminated
materials if found.
2. Stockpile processed materials on-site without intermixing with other materials.
Place, grade, and shape stockpiles to drain surface water. Cover to prevent
windblown dust.
3. Stockpile materials away from construction area. Do not store within drip line of
remaining trees.
4. Store components off the ground and protect from the weather.
5. Remove recyclable waste from Owner's property and transport to recycling
receiver or processor.
3.4 RECYCLING DEMOLITION WASTE
A. Asphalt Paving: Break up and transport paving to asphalt-recycling facility.
B. Wood Materials: Sort and stack members according to size, type, and length. Separate
lumber, engineered wood products, panel products, and treated wood materials.
C. Metals: Separate metals by type.
1. Structural Steel: Stack members according to size, type of member, and length.
2. Remove and dispose of bolts, nuts, washers, and other rough hardware.
3.5 RECYCLING CONSTRUCTION WASTE
A. Packaging:
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1. Cardboard and Boxes: Break down packaging into flat sheets. Bundle and store
in a dry location.
2. Polystyrene Packaging: Separate and bag materials.
3. Pallets: As much as possible, require deliveries using pallets to remove pallets
from Project site. For pallets that remain on-site, break down pallets into
component wood pieces and comply with requirements for recycling wood.
4. Crates: Break down crates into component wood pieces and comply with
requirements for recycling wood.
B. Wood Materials:
1. Clean Cut-Offs of Lumber: Grind or chip into small pieces.
2. Clean Sawdust: Bag sawdust that does not contain painted or treated wood.
3.6 DISPOSAL OF WASTE
A. General: Except for items or materials to be salvaged, recycled, or otherwise reused,
remove waste materials from Project site and legally dispose of them in a landfill or
incinerator acceptable to authorities having jurisdiction.
1. Except as otherwise specified, do not allow waste materials that are to be
disposed of accumulate on-site.
2. Remove and transport debris in a manner that will prevent spillage on adjacent
surfaces and areas.
B. Burning: Do not burn waste materials.
C. Burning: Burning of waste materials is permitted only at designated areas on Owner's
property, provided required permits are obtained. Provide full-time monitoring for
burning materials until fires are extinguished.
D. Disposal: Remove waste materials and dispose of at designated spoil areas on
Owner's property.
E. Disposal: Remove waste materials from Owner's property and legally dispose of them.
END OF SECTION 01 74 19
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CLOSEOUT PROCEDURES Page 1 of 5
01 77 00
SECTION 01 77 00 - CLOSEOUT PROCEDURES
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and other Division 01 Specification Sections, apply to this
Section.
1.2 SUMMARY
A. Section includes administrative and procedural requirements for contract closeout,
including, but not limited to, the following:
1. Substantial Completion procedures.
2. Final completion procedures.
3. Warranties.
4. Final cleaning.
5. Repair of the Work.
B. Related Requirements:
1. Section 01 73 00 "Execution" for progress cleaning of Project site.
2. Section 01 78 39 "Project Record Documents" for submitting record Drawings,
record Specifications, and record Product Data.
1.3 ACTION SUBMITTALS
A. Product Data: For cleaning agents.
B. Contractor's List of Incomplete Items: Initial submittal at Substantial Completion.
C. Certified List of Incomplete Items: Final submittal at Final Completion.
1.4 CLOSEOUT SUBMITTALS
A. Certificates of Release: From authorities having jurisdiction.
B. Certificate of Insurance: For continuing coverage.
C. Field Report: For pest control inspection.
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01 77 00
1.5 MAINTENANCE MATERIAL SUBMITTALS
A. Schedule of Maintenance Material Items: For maintenance material submittal items
specified in other Sections.
1.6 SUBSTANTIAL COMPLETION PROCEDURES
A. Contractor's List of Incomplete Items: Prepare and submit a list of items to be
completed and corrected (Contractor's punch list), indicating the value of each item on
the list and reasons why the Work is incomplete.
B. Submittals Prior to Substantial Completion: Complete the following a minimum of 10
days prior to requesting inspection for determining date of Substantial Completion. List
items below that are incomplete at time of request.
1. Certificates of Release: Obtain and submit releases from authorities having
jurisdiction permitting Owner unrestricted use of the Work and access to services
and utilities. Include occupancy permits, operating certificates, and similar
releases.
2. Submit closeout submittals specified in other Division 01 Sections, including
project record documents, operation and maintenance manuals, final completion
construction photographic documentation, damage or settlement surveys,
property surveys, and similar final record information.
3. Submit closeout submittals specified in individual Sections, including specific
warranties, workmanship bonds, maintenance service agreements, final
certifications, and similar documents.
4. Submit maintenance material submittals specified in individual Sections,
including tools, spare parts, extra materials, and similar items, and deliver to
location designated by City Engineer. Label with manufacturer's name and model
number where applicable.
C. Procedures Prior to Substantial Completion: Complete the following a minimum of 10
days prior to requesting inspection for determining date of Substantial Completion. List
items below that are incomplete at time of request.
1. Advise Owner of pending insurance changeover requirements.
2. Make final changeover of permanent locks and deliver keys to Owner. Advise
Owner's personnel of changeover in security provisions.
3. Complete startup and testing of systems and equipment.
4. Perform preventive maintenance on equipment used prior to Substantial
Completion.
5. Instruct Owner's personnel in operation, adjustment, and maintenance of
products, equipment, and systems.
6. Terminate and remove temporary facilities from Project site, along with mockups,
construction tools, and similar elements.
7. Complete final cleaning requirements, including touchup painting.
8. Touch up and otherwise repair and restore marred exposed finishes to eliminate
visual defects.
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D. Inspection: Submit a written request for inspection to determine Substantial Completion
a minimum of 10 days prior to date the work will be completed and ready for final
inspection and tests. On receipt of request, Architect and City Engineer will either
proceed with inspection or notify Contractor of unfulfilled requirements. Landscape
Architect will prepare the Certificate of Substantial Completion after inspection or will
notify Contractor of items, either on Contractor's list or additional items identified by
Landscape Architect, that must be completed or corrected before certificate will be
issued.
1. Reinspection: Request reinspection when the Work identified in previous
inspections as incomplete is completed or corrected.
2. Results of completed inspection will form the basis of requirements for final
completion.
1.7 FINAL COMPLETION PROCEDURES
A. Submittals Prior to Final Completion: Before requesting final inspection for determining
final completion, complete the following:
1. Certified List of Incomplete Items: Submit certified copy of Landscape Architect's
Substantial Completion inspection list of items to be completed or corrected
(punch list), endorsed and dated by Landscape Architect. Certified copy of the list
shall state that each item has been completed or otherwise resolved for
acceptance.
2. Certificate of Insurance: Submit evidence of final, continuing insurance coverage
complying with insurance requirements.
3. Submit pest-control final inspection report.
B. Inspection: Submit a written request for final inspection to determine acceptance a
minimum of 10 days prior to date the work will be completed and ready for final
inspection and tests. On receipt of request, Landscape Architect and City Engineer will
either proceed with inspection or notify Contractor of unfulfilled requirements.
Landscape Architect will prepare a final Certificate for Payment after inspection or will
notify Contractor of construction that must be completed or corrected before certificate
will be issued.
1. Reinspection: Request reinspection when the Work identified in previous
inspections as incomplete is completed or corrected.
1.8 LIST OF INCOMPLETE ITEMS (PUNCH LIST)
A. Organization of List: Include name and identification of each space and area affected
by construction operations for incomplete items and items needing correction including,
if necessary, areas disturbed by Contractor that are outside the limits of construction.
1. Organize list of spaces in sequential order.
2. Include the following information at the top of each page:
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01 77 00
a. Project name.
b. Date.
c. Name of Landscape Architect and City Engineer.
d. Name of Contractor.
e. Page number.
3. Submit list of incomplete items in the following format:
a. MS Excel electronic file. Landscape Architect, through City Engineer, will
return annotated file.
b. PDF electronic file. Landscape Architect, through City Engineer, will return
annotated file.
1.9 SUBMITTAL OF PROJECT WARRANTIES
A. Time of Submittal: Submit written warranties on request of Landscape Architect for
designated portions of the Work where commencement of warranties other than date
of Substantial Completion is indicated, or when delay in submittal of warranties might
limit Owner's rights under warranty.
B. Organize warranty documents into an orderly sequence based on the table of contents
of Project Manual.
1. Bind warranties and bonds in heavy-duty, three-ring, vinyl-covered, loose-leaf
binders, thickness as necessary to accommodate contents, and sized to receive
8-1/2-by-11-inch paper.
2. Provide heavy paper dividers with plastic-covered tabs for each separate
warranty. Mark tab to identify the product or installation. Provide a typed
description of the product or installation, including the name of the product and
the name, address, and telephone number of Installer.
3. Identify each binder on the front and spine with the typed or printed title
"WARRANTIES," Project name, and name of Contractor.
4. Warranty Electronic File: Scan warranties and bonds and assemble complete
warranty and bond submittal package into a single indexed electronic PDF file
with links enabling navigation to each item. Provide bookmarked table of
contents at beginning of document.
C. Provide additional copies of each warranty to include in operation and maintenance
manuals.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Cleaning Agents: Use cleaning materials and agents recommended by manufacturer or
fabricator of the surface to be cleaned. Do not use cleaning agents that are potentially
hazardous to health or property or that might damage finished surfaces.
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01 77 00
1. Use cleaning products that comply with Green Seal's GS-37, or if GS-37 is not
applicable, use products that comply with the California Code of Regulations
maximum allowable VOC levels.
PART 3 - EXECUTION
3.1 FINAL CLEANING
A. General: Perform final cleaning. Conduct cleaning and waste-removal operations to
comply with local laws and ordinances and Federal and local environmental and
antipollution regulations.
B. Pest Control: Comply with pest control requirements in Section 01 50 00 "Temporary
Facilities and Controls." Prepare written report.
C. Construction Waste Disposal: Comply with waste disposal requirements in
Section 01 74 19 "Construction Waste Management and Disposal."
3.2 REPAIR OF THE WORK
A. Complete repair and restoration operations before requesting inspection for
determination of Substantial Completion.
B. Repair or remove and replace defective construction. Repairing includes replacing
defective parts, refinishing damaged surfaces, touching up with matching materials,
and properly adjusting operating equipment. Where damaged or worn items cannot be
repaired or restored, provide replacements. Remove and replace operating
components that cannot be repaired. Restore damaged construction and permanent
facilities used during construction to specified condition.
1. Remove and replace chipped, scratched, and broken glass, reflective surfaces,
and other damaged transparent materials.
2. Touch up and otherwise repair and restore marred or exposed finishes and
surfaces. Replace finishes and surfaces that that already show evidence of repair
or restoration.
a. Do not paint over "UL" and other required labels and identification,
including mechanical and electrical nameplates. Remove paint applied to
required labels and identification.
3. Replace parts subject to operating conditions during construction that may
impede operation or reduce longevity.
4. Replace burned-out bulbs and bulbs noticeably dimmed by hours of use.
END OF SECTION 01 77 00
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PROJECT RECORD DOCUMENTS Page 1 of 4
01 78 39
SECTION 01 78 39 - PROJECT RECORD DOCUMENTS
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and other Division 01 Specification Sections, apply to this
Section.
1.2 SUMMARY
A. Section includes administrative and procedural requirements for project record
documents, including the following:
1. Record Drawings.
2. Record Specifications.
3. Record Product Data.
4. Miscellaneous record submittals.
B. Related Requirements:
C.
1. Section 01 73 00 "Execution" for certified survey.
2. Section 01 77 00 "Closeout Procedures" for general closeout procedures.
1.3 CLOSEOUT SUBMITTALS
A. Record Drawings: Comply with the following:
1. Number of Copies: Submit one set(s) of marked-up record prints.
2. Number of Copies: Submit copies of record Drawings as follows:
a. Initial Submittal:
1) Submit PDF electronic files of scanned record prints and one of file
prints.
2) Landscape Architect will indicate whether general scope of changes,
additional information recorded, and quality of drafting are
acceptable.
b. Final Submittal:
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01 78 39
1) Submit PDF electronic files of scanned record prints and one set(s)
of prints.
2) Print each drawing, whether or not changes and additional
information were recorded.
B. Miscellaneous Record Submittals: See other Specification Sections for miscellaneous
record-keeping requirements and submittals in connection with various construction
activities. Submit annotated PDF electronic files and directories of each submittal.
C. Reports: Submit written report weekly indicating items incorporated into project record
documents concurrent with progress of the Work, including revisions, concealed
conditions, field changes, product selections, and other notations incorporated.
PART 2 - PRODUCTS
2.1 RECORD DRAWINGS
A. Record Prints: Maintain one set of marked-up paper copies of the Contract Drawings
and Shop Drawings, incorporating new and revised drawings as modifications are
issued.
1. Preparation: Mark record prints to show the actual installation where installation
varies from that shown originally. Require individual or entity who obtained record
data, whether individual or entity is Installer, subcontractor, or similar entity, to
provide information for preparation of corresponding marked-up record prints.
a. Give particular attention to information on concealed elements that would
be difficult to identify or measure and record later.
b. Accurately record information in an acceptable drawing technique.
c. Record data as soon as possible after obtaining it.
d. Record and check the markup before enclosing concealed installations.
e. Cross-reference record prints to corresponding archive photographic
documentation.
2. Content: Types of items requiring marking include, but are not limited to, the
following:
a. Dimensional changes to Drawings.
b. Revisions to details shown on Drawings.
c. Locations and depths of underground utilities.
d. Revisions to routing of piping and conduits.
e. Revisions to electrical circuitry.
f. Actual equipment locations.
g. Changes made by Change Order or Construction Change Directive.
h. Changes made following Landscape Architect's written orders.
i. Details not on the original Contract Drawings.
j. Field records for variable and concealed conditions.
k. Record information on the Work that is shown only schematically.
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3. Mark the Contract Drawings and Shop Drawings completely and accurately. Use
personnel proficient at recording graphic information in production of marked-up
record prints.
4. Mark record sets with erasable, red-colored pencil. Use other colors to
distinguish between changes for different categories of the Work at same
location.
5. Mark important additional information that was either shown schematically or
omitted from original Drawings.
6. Note Construction Change Directive numbers, alternate numbers, Change Order
numbers, and similar identification, where applicable.
B. Record Digital Data Files: Immediately before inspection for Certificate of Substantial
Completion, review marked-up record prints with Landscape Architect and City
Engineer. When authorized, prepare a full set of corrected digital data files of the
Contract Drawings, as follows:
1. Format: Annotated PDF electronic file with comment function enabled.
2. Incorporate changes and additional information previously marked on record
prints. Delete, redraw, and add details and notations where applicable.
3. Refer instances of uncertainty to Landscape Architect through City Engineer for
resolution.
4. Landscape Architect will furnish Contractor one set of digital data files of the
Contract Drawings for use in recording information.
a. See Section 01 33 00 "Submittal Procedures" for requirements related to
use of Landscape Architect's digital data files.
b. Landscape Architect will provide data file layer information. Record
markups in separate layers.
C. Format: Identify and date each record Drawing; include the designation "PROJECT
RECORD DRAWING" in a prominent location.
1. Record Prints: Organize record prints and newly prepared record Drawings into
manageable sets. Bind each set with durable paper cover sheets. Include
identification on cover sheets.
2. Format: Annotated PDF electronic file with comment function enabled.
3. Identification: As follows:
a. Project name.
b. Date.
c. Designation "PROJECT RECORD DRAWINGS."
d. Name of Landscape Architect and City Engineer.
e. Name of Contractor.
2.2 MISCELLANEOUS RECORD SUBMITTALS
A. Assemble miscellaneous records required by other Specification Sections for
miscellaneous record keeping and submittal in connection with actual performance of
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01 78 39
the Work. Bind or file miscellaneous records and identify each, ready for continued use
and reference.
B. Format: Submit miscellaneous record submittals as PDF electronic file or scanned PDF
electronic file(s) of marked-up miscellaneous record submittals.
1. Include miscellaneous record submittals directory organized by Specification
Section number and title, electronically linked to each item of miscellaneous
record submittals.
PART 3 - EXECUTION
3.1 RECORDING AND MAINTENANCE
A. Recording: Maintain one copy of each submittal during the construction period for
project record document purposes. Post changes and revisions to project record
documents as they occur; do not wait until end of Project.
B. Maintenance of Record Documents and Samples: Store record documents and
Samples in the field office apart from the Contract Documents used for construction.
Do not use project record documents for construction purposes. Maintain record
documents in good order and in a clean, dry, legible condition, protected from
deterioration and loss. Provide access to project record documents for Landscape
Architect's and City Engineer's reference during normal working hours.
END OF SECTION 01 78 39
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WARRANTIES AND BONDS Page 1 of 6
017840
SECTION 01 78 40 – WARRANTIES AND BONDS
PART 1 – GENERAL
1.1 SUMMARY
This Section includes administrative and procedural requirements for warranties
required by the Contract Documents, including manufacturers’ standard
warranties on products and special warranties.
1. Compile specified warranties and bonds.
2. Compile specified service and maintenance contracts.
3. Co-execute submittals when so specified.
4. Review submittals to verify compliance with Contract Documents.
5. Submit the above to the Owner for review.
6. Refer to the General Conditions for General Warranty of Construction.
7. Refer to the General Conditions for terms of the Contractor's period for
correction of the Work.
Related Sections: The following Sections contain requirements that relate to this
Section:
8. Divisions 2 through 16 Sections for specific requirements for warranties
on products and installations specified to be warranted.
Disclaimers and Limitations: Manufacturer's disclaimers and limitations on product
warranties do not relieve the Contractor of the warranty on the Work that
incorporates the products. Manufacturer's disclaimers and limitations on
product warranties do not relieve suppliers, manufacturers, and subcontractors
required to countersign special warranties with the Contractor.
1.2 DESCRIPTION
A. Work under this Contract shall be warranted by the Contractor against all defects
for a minimum of one (1) year from the Date of Substantial Completion of the
Work or designated portions thereof or for a minimum of one (1) year after
acceptance by the Owner of designated equipment. In case of items remaining
uncompleted after Date of Substantial Completion, the one-year warranty period
shall run from the date of acceptance of such items. Special warranties applicable
to definite parts of the Work and as specifically stipulated in the separate Sections
of the Specifications or other Contract Documents shall be subject to the terms of
this Paragraph during the first year of the life of such warranty. If repairs or
changes are required in connection with the warranted Work within any warranty
period, the Contractor shall, promptly upon receipt of notice from the Owner,
Landscape Architect or ArchitectLandscape Architect, and without expense to the
Owner, comply with the following:
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9. Place in satisfactory condition in every particular, all of such warranted
Work and correct all defects herein.
10. Make good damage to the buildings or site, which is the result of the cause
for said repairs and changes.
11. Make good any Work, including the equipment and contents of said
buildings or site, disturbed in fulfilling any such warranty.
B. The Owner may, at his sole discretion, after the Contractor has received seven (7)
days written notice, repair or cause to be repaired special equipment which he has
caused to be furnished and installed and which may be damaged and the repair of
which is included in the provision of any warranty; however, where special
equipment is involved which, because of its inherent nature, may suffer further
damage or cause loss to the Owner due to the seven day delay, the Owner may
cause such to the seven day delay, the Owner may cause such equipment to be
repaired without notice to the Contractor. The cost of such repairs and the
reconditioning of the equipment to its exact state prior to damage.
C. If repairs or changes are required in connection with warranted Work within any
warranty period and notice thereof is given within such period, the warranty shall
continue as to Work requiring repair or change until the things herein required to
be done are completed, and the termination of the warranty period shall not
apply thereto.
D. In case of Work performed by Subcontractors and where special warranties are
required, warranties addressed to and in favor of the Owner shall be secured
from said Subcontractors.
E. No provision in the Contract Documents nor in any special or general warranty
shall be held to limit, as to time or scope of liability, the Contractor's liability for
defects, or the liability of his sureties, to less than the legal limit of liability under
laws having jurisdiction.
F. The Contractor will not be held responsible for defects due to misuse,
negligence, willful damage, improper maintenance, or accident caused by others,
nor shall he be responsible for parts whose replacement is necessitated by
failure of the Owner's maintenance forces to properly clean and service them
provided that the Contractor has furnished complete maintenance instructions to
the Owner.
G. Submit warranties to Landscape Architect or Architect for review and transmittal
to Owner.
H. The delivery of any warranties shall not relieve the Contractor from any
obligation assumed under any other provision of the Contract Documents.
I. The obligations of the Contractor, under this Section, shall survive termination of
the Contract.
J. Some work may require warranties for more than one (1) year.
1.3 WARRANTY REQUIREMENTS
Related Damages and Losses: When correcting failed or damaged warranted
construction, remove and replace construction that has been damaged as a
result of such failure or must be removed and replaced to provide access for
correction of warranted construction.
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Reinstatement of Warranty: When Work covered by a warranty has failed and been
corrected by replacement or rebuilding, reinstate the warranty by written
endorsement. The reinstated warranty shall be equal to the original warranty
with an equitable adjustment for depreciation.
Replacement Cost: Upon determination that Work covered by a warranty has failed,
replace or rebuild the Work to an acceptable condition complying with
requirements of the Contract Documents. The Contractor is responsible for the
cost of replacing or rebuilding defective Work regardless of whether the Owner
has benefited from use of the Work through a portion of its anticipated useful
service life.
Owner's Recourse: Expressed warranties made to the Owner are in addition to
implied warranties and shall not limit the duties, obligations, rights, and
remedies otherwise available under the law. Expressed warranty periods shall
not be interpreted as limitations on the time in which the Owner can enforce
such other duties, obligations, rights, or remedies.
1. Rejection of Warranties: The Owner reserves the right to reject
warranties and to limit selection to products with warranties not in conflict
with requirements of the Contract Documents.
Where the Contract Documents require a special warranty, or similar commitment on
the Work or part of the Work, the Owner reserves the right to refuse to accept
the Work, until the Contractor presents evidence that entities required to
countersign such commitments are willing to do so.
1.4 SUBMITTALS
General:
2. Submit written warranties, bonds, and service and maintenance
contracts, executed by each of the respective manufacturers, suppliers,
and subcontractors to the Owner.
3. For equipment or component parts of equipment put into service during
progress of construction, submit documents within 10 days after
inspection and acceptance.
4. For all other items, submit at closeout.
5. When a designated portion of the Work is completed and occupied or
used by the Owner, by separate agreement with the Contractor during
the construction period, submit properly executed warranties to the
Owner within 10 days of completion of that designated portion of the
Work.
6. For items of work, where acceptance is delayed materially beyond the
Date of Substantial Completion, provide update submittal within 10 days
after acceptance, listing the date of acceptance as the start of the
warranty period.
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When the Contract Documents require the Contractor, or the Contractor and a
subcontractor, supplier or manufacturer to execute a special warranty, prepare
a written document that contains appropriate terms and identification, ready for
execution by the required parties. Submit a draft to the Owner for approval
prior to final execution.
1. Refer to Divisions 2 through 16 Sections for specific content
requirements and particular requirements for submitting special
warranties.
Form of Submittal: Compile 2 copies of each required warranty properly executed by
the Contractor, or by the Contractor, subcontractor, supplier, or manufacturer.
Organize the warranty documents into an orderly sequence based on the table
of contents of the Project Manual.
Bind Warranties and Bonds in heavy-duty, commercial-quality, durable 3-ring, vinyl-
covered loose-leaf binders, thickness as necessary to accommodate contents,
and sized to receive 8-1/2-by-11-inch paper.
2. Provide heavy paper dividers with celluloid covered tabs for each
separate warranty. Mark the tab to identify the product or installation.
Provide a typed description of the product or installation, including the
following:
a. Product or work item.
b. Firm, with name of principal, address and telephone number.
c. Scope.
d. Date of beginning of warranty, bond or service and maintenance
contract.
e. Duration of warranty, bond or service maintenance contract.
f. Provide information on proper procedures in case of failure, and
instances that might affect the validity of warranty or bond.
g. Contractor, name of responsible principal, address and telephone
number.
3. Bind Warranties and Bonds in heavy-duty, commercial quality, durable 3-
ring vinyl covered loose-leaf binders, thickness as necessary to
accommodate contents, and sized to receive 8 ½" by 11" paper. Identify
each binder on the front and the spine with the typed or printed title
"WARRANTIES AND BONDS" for (list product), the Project title or name
and name of the Contractor.
4. When warranted construction requires operation and maintenance
manuals, provide additional copies of each required warranty, as
necessary, for inclusion in each required manual.
B. Special Guarantees are required by various sections of the Specifications.
Assemble written Guarantees, label and submit to the Owner's Project Manager
for review and transmittal to the Owner.
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1. Equipment Guarantees shall be written in the manufacturer's standard
form and shall be countersigned by the Subcontractor and Supplier and
the Contractor.
2. All other Guarantees shall be written on the subcontractor's or supplier's
letterhead and shall be countersigned by the Contractor.
3. Bind Guarantees in heavy-duty, commercial quality, durable 3-ring vinyl
covered loose-leaf binders, thickness as necessary to accommodate
contents, and sized to receive 8 ½" by 11" paper. Identify each binder on
the front and the spine with the typed or printed title "GUARANTEES", the
Project title or name and the name of the Contractor.
4. When operating and maintenance are required for Guaranteed
construction, provide additional copies of each Guarantee, as necessary,
for inclusion in each required manual.
PART 2 – PRODUCTS (Not Applicable)
PART 3 – EXECUTION
3.1 WARRANTIES
Submit warranties, bonds, service and maintenance contracts as specified in the
respective sections of the Specifications.
3.2 FORM OF WARRANTY
A Warranties shall be in the form set forth below and shall be typed on the
Contractor’s own letterhead. Please see next page.
END OF SECTION 01 78 40
Following are:
Sample "Warranty For "
WARRANTY FOR __________________________________________________
We hereby warrant that the ____________________________________________
that we have installed in the ___________________________________________
has been done in accord with the Contract Documents and that the Work as installed
will fulfill the requirements of the warranty included in the Specifications. We agree to
repair or replace any or all of our Work together with any other adjacent Work which
may be displaced or damaged by so doing, that may prove to be defective in its
workmanship or materials within a period of ______ year(s) from date of acceptance of
the above-named Work, without any expense to the Owner, unusual abuse or neglect
excepted.
In the event of our failure to comply with the foregoing conditions within seven (7) days
after being notified in writing by the Owner, we collectively or separately do hereby
authorize the Owner or its successor in interest to proceed to have said defects repaired
and made good at our expense and we will honor and pay the costs and charges
therefore upon demand.
Signed: ________________________________
(Contractor)
< or >
Signed: ________________________________
(Subcontractor)
Countersigned: ________________________________
(Contractor)
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SECTION 02 41 19 - SELECTIVE DEMOLITION
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and Division 01 Specification Sections, apply to this
Section.
1.2 SUMMARY
A. Section Includes:
1. Demolition and removal of selected site elements.
2. Salvage of existing items to be reused or recycled.
B. Related Requirements:
1. Section 01 10 00 "Summary" for restrictions on use of the premises, Owner-
occupancy requirements, and phasing requirements.
2. Section 01 56 39 "Temporary Tree and Plant Protection" for temporary protection
of existing trees and plants that are affected by selective demolition.
3. Section 01 73 00 "Execution" for cutting and patching procedures.
4. Section 31 10 00 "Site Clearing" for site clearing and removal of above- and
below-grade improvements not part of selective demolition.
1.3 DEFINITIONS
A. Remove: Detach items from existing construction and dispose of them off-site unless
indicated to be salvaged or reinstalled.
B. Remove and Salvage: Detach items from existing construction, in a manner to prevent
damage, and deliver to Owner ready for reuse.
C. Remove and Reinstall: Detach items from existing construction, in a manner to prevent
damage, prepare for reuse, and reinstall where indicated.
D. Existing to Remain: Leave existing items that are not to be removed and that are not
otherwise indicated to be salvaged or reinstalled.
E. Dismantle: To remove by disassembling or detaching an item from a surface, using
gentle methods and equipment to prevent damage to the item and surfaces; disposing
of items unless indicated to be salvaged or reinstalled.
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1.4 MATERIALS OWNERSHIP
A. Unless otherwise indicated, demolition waste becomes property of Contractor.
B. Historic items, relics, antiques, and similar objects including, but not limited to,
cornerstones and their contents, commemorative plaques and tablets, and other items
of interest or value to Owner that may be uncovered during demolition remain the
property of Owner.
1. Carefully salvage in a manner to prevent damage and promptly return to Owner.
1.5 PREINSTALLATION MEETINGS
A. Predemolition Conference: Conduct conference at Project site.
1. Inspect and discuss condition of construction to be selectively demolished.
2. Review structural load limitations of existing structure.
3. Review and finalize selective demolition schedule and verify availability of
materials, demolition personnel, equipment, and facilities needed to make
progress and avoid delays.
4. Review requirements of work performed by other trades that rely on substrates
exposed by selective demolition operations.
5. Review areas where existing construction is to remain and requires protection.
1.6 INFORMATIONAL SUBMITTALS
A. Proposed Protection Measures: Submit report, including Drawings, that indicates the
measures proposed for protecting individuals and property, for environmental
protection, for dust control and for noise control. Indicate proposed locations and
construction of barriers.
B. Schedule of Selective Demolition Activities: Indicate the following:
1. Detailed sequence of selective demolition and removal work, with starting and
ending dates for each activity. Ensure Owner's other tenants' on-site operations
are uninterrupted.
2. Interruption of utility services. Indicate how long utility services will be interrupted.
3. Coordination for shutoff, capping, and continuation of utility services.
1.7 CLOSEOUT SUBMITTALS
A. Inventory: Submit a list of items that have been removed and salvaged.
1.8 FIELD CONDITIONS
A. Conditions existing at time of inspection for bidding purpose will be maintained by
Owner as far as practical.
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B. Notify Landscape Architect of discrepancies between existing conditions and Drawings
before proceeding with selective demolition.
C. Hazardous Materials: It is not expected that hazardous materials will be encountered in
the Work.
1. If suspected hazardous materials are encountered, do not disturb; immediately
notify Landscape Architect and Owner. Hazardous materials will be removed by
Owner under a separate contract.
D. Storage or sale of removed items or materials on-site is not permitted.
E. Utility Service: Maintain existing utilities indicated to remain in service and protect them
against damage during selective demolition operations.
1. Maintain fire-protection facilities in service during selective demolition operations.
1.9 COORDINATION
A. Arrange selective demolition schedule so as not to interfere with Owner's operations.
PART 2 - PRODUCTS
2.1 Not Used
PART 3 - EXECUTION
3.1 EXAMINATION
A. Verify that utilities have been disconnected and capped before starting selective
demolition operations.
B. Review Project Record Documents of existing construction or other existing condition
and hazardous material information provided by Owner. Owner does not guarantee
that existing conditions are same as those indicated in Project Record Documents.
C. Survey of Existing Conditions: Record existing conditions by use of measured drawings
preconstruction photographs or video and templates.
1. Inventory and record the condition of items to be removed and salvaged. Provide
photographs or video of conditions that might be misconstrued as damage
caused by salvage operations.
2. Before selective demolition or removal of existing building elements that will be
reproduced or duplicated in final Work, make permanent record of
measurements, materials, and construction details required to make exact
reproduction.
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3.2 PREPARATION
A. Refrigerant: Before starting demolition, remove refrigerant from mechanical equipment
according to 40 CFR 82 and regulations of authorities having jurisdiction.
3.3 UTILITY SERVICES AND MECHANICAL/ELECTRICAL SYSTEMS
A. Existing Services/Systems to Remain: Maintain services/systems indicated to remain
and protect them against damage.
B. Existing Services/Systems to Be Removed, Relocated, or Abandoned: Locate, identify,
disconnect, and seal or cap off utility services and mechanical/electrical systems
serving areas to be selectively demolished.
1. Owner will arrange to shut off indicated services/systems when requested by
Contractor.
2. Arrange to shut off utilities with utility companies.
3. If services/systems are required to be removed, relocated, or abandoned,
provide temporary services/systems that bypass area of selective demolition and
that maintain continuity of services/systems to other parts of building.
3.4 PROTECTION
A. Temporary Protection: Provide temporary barricades and other protection required to
prevent injury to people and damage to adjacent buildings and facilities to remain.
1. Provide protection to ensure safe passage of people around selective demolition
area and to and from occupied portions of building.
2. Protect walls, ceilings, floors, and other existing finish work that are to remain or
that are exposed during selective demolition operations.
3. Cover and protect furniture, furnishings, and equipment that have not been
removed.
4. Comply with requirements for temporary enclosures, dust control, heating, and
cooling specified in Section 01 50 00 "Temporary Facilities and Controls."
B. Temporary Shoring: Design, provide, and maintain shoring, bracing, and structural
supports as required to preserve stability and prevent movement, settlement, or
collapse of construction and finishes to remain, and to prevent unexpected or
uncontrolled movement or collapse of construction being demolished.
1. Strengthen or add new supports when required during progress of selective
demolition.
C. Remove temporary barricades and protections where hazards no longer exist.
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3.5 SELECTIVE DEMOLITION, GENERAL
A. General: Demolish and remove existing construction only to the extent required by new
construction and as indicated. Use methods required to complete the Work within
limitations of governing regulations and as follows:
1. Proceed with selective demolition systematically, from higher to lower level.
Complete selective demolition operations above each floor or tier before
disturbing supporting members on the next lower level.
2. Do not use cutting torches until work area is cleared of flammable materials. At
concealed spaces, such as duct and pipe interiors, verify condition and contents
of hidden space before starting flame-cutting operations. Maintain portable fire-
suppression devices during flame-cutting operations.
3. Remove decayed, vermin-infested, or otherwise dangerous or unsuitable
materials and promptly dispose of off-site.
4. Remove structural framing members and lower to ground by method suitable to
avoid free fall and to prevent ground impact or dust generation.
5. Locate selective demolition equipment and remove debris and materials so as
not to impose excessive loads on supporting walls, floors, or framing.
6. Dispose of demolished items and materials promptly. Comply with requirements
in Section 01 74 19 "Construction Waste Management and Disposal."
B. Site Access and Temporary Controls: Conduct selective demolition and debris-removal
operations to ensure minimum interference with roads, streets, walks, walkways, and
other adjacent occupied and used facilities.
C. Removed and Salvaged Items:
1. Clean salvaged items.
2. Pack or crate items after cleaning. Identify contents of containers.
3. Store items in a secure area until delivery to Owner.
4. Transport items to Owner's storage area designated by Owner.
5. Protect items from damage during transport and storage.
D. Removed and Reinstalled Items:
1. Clean and repair items to functional condition adequate for intended reuse.
2. Pack or crate items after cleaning and repairing. Identify contents of containers.
3. Protect items from damage during transport and storage.
4. Reinstall items in locations indicated. Comply with installation requirements for
new materials and equipment. Provide connections, supports, and miscellaneous
materials necessary to make item functional for use indicated.
E. Existing Items to Remain: Protect construction indicated to remain against damage and
soiling during selective demolition. When permitted by Architect, items may be
removed to a suitable, protected storage location during selective demolition and
cleaned and reinstalled in their original locations after selective demolition operations
are complete.
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3.6 SELECTIVE DEMOLITION PROCEDURES FOR SPECIFIC MATERIALS
A. Concrete: Demolish in small sections. Using power-driven saw, cut concrete to a depth
of at least 3/4 inch at junctures with construction to remain. Dislodge concrete from
reinforcement at perimeter of areas being demolished, cut reinforcement, and then
remove remainder of concrete. Neatly trim openings to dimensions indicated.
B. Concrete: Demolish in sections. Cut concrete full depth at junctures with construction
to remain and at regular intervals using power-driven saw, and then remove concrete
between saw cuts.
C. Masonry: Demolish in small sections. Cut masonry at junctures with construction to
remain, using power-driven saw, and then remove masonry between saw cuts.
D. Concrete Slabs-on-Grade: Saw-cut perimeter of area to be demolished, and then break
up and remove.
3.7 DISPOSAL OF DEMOLISHED MATERIALS
A. Remove demolition waste materials from Project site and recycle or dispose of them
according to Section 01 74 19 "Construction Waste Management and Disposal."
1. Do not allow demolished materials to accumulate on-site.
2. Remove and transport debris in a manner that will prevent spillage on adjacent
surfaces and areas.
3. Remove debris from elevated portions of building by chute, hoist, or other device
that will convey debris to grade level in a controlled descent.
4. Comply with requirements specified in Section 01 74 19 "Construction Waste
Management and Disposal."
B. Burning: Do not burn demolished materials.
3.8 CLEANING
A. Clean adjacent structures and improvements of dust, dirt, and debris caused by
selective demolition operations. Return adjacent areas to condition existing before
selective demolition operations began.
END OF SECTION 02 41 19
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SECTION 03 30 53 - MISCELLANEOUS CAST-IN-PLACE CONCRETE
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and Division 01 Specification Sections, apply to this
Section.
1.2 SUMMARY
A. Section includes cast-in-place concrete, including reinforcement, concrete materials,
mixture design, placement procedures, and finishes.
B. Related Requirements:
1. Section 31 20 00 "Earth Moving" for drainage fill under slabs-on-grade.
2. Section 32 13 13 "Concrete Paving" for concrete pavement and walks.
1.3 ACTION SUBMITTALS
A. Product Data: For each type of product.
B. Submittals:
1. Product Data for products having recycled content, documentation indicating
percentages by weight of postconsumer and preconsumer recycled content.
Include statement indicating cost for each product having recycled content.
C. Design Mixtures: For each concrete mixture.
1.4 QUALITY ASSURANCE
A. Ready-Mix-Concrete Manufacturer Qualifications: A firm experienced in manufacturing
ready-mixed concrete products and that complies with ASTM C 94/C 94M
requirements for production facilities and equipment.
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PART 2 - PRODUCTS
2.1 CONCRETE, GENERAL
A. Comply with the following sections of ACI 301 unless modified by requirements in the
Contract Documents:
1. "General Requirements."
2. "Formwork and Formwork Accessories."
3. "Reinforcement and Reinforcement Supports."
4. "Concrete Mixtures."
5. "Handling, Placing, and Constructing."
B. Comply with ACI 117.
2.2 STEEL REINFORCEMENT
A. Recycled Content of Steel Products: Postconsumer recycled content plus one-half of
preconsumer recycled content not less than 60 percent.
B. Reinforcing Bars: ASTM A 615/A 615M, Grade 60, deformed.
C. Plain-Steel Wire: ASTM A 1064/A 1064M, as drawn.
D. Plain-Steel Welded-Wire Reinforcement: ASTM A 1064/A 1064M, plain, fabricated
from as-drawn steel wire into flat sheets.
E. Deformed-Steel Welded-Wire Reinforcement: ASTM A 1064/A 1064M, flat sheet.
2.3 CONCRETE MATERIALS
A. Regional Materials: Concrete shall be manufactured within 500 miles of Project site
from aggregates and cementitious materials that have been extracted, harvested, or
recovered, as well as manufactured, within 500 miles of Project site.
B. Source Limitations: Obtain each type or class of cementitious material of the same
brand from the same manufacturer's plant, obtain aggregate from single source, and
obtain admixtures from single source from single manufacturer.
C. Cementitious Materials:
1. Portland Cement: ASTM C 150/C 150M, Type II.
2. Fly Ash: ASTM C 618, Class C or F.
3. Slag Cement: ASTM C 989/C 989M, Grade 100 or 120.
D. Normal-Weight Aggregate: ASTM C 33/C 33M, 1-1/2-inch nominal maximum
aggregate size.
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E. 1-inch Air-Entraining Admixture: ASTM C 260/C 260M.
F. Chemical Admixtures: Certified by manufacturer to be compatible with other
admixtures and that do not contribute water-soluble chloride ions exceeding those
permitted in hardened concrete. Do not use calcium chloride or admixtures containing
calcium chloride.
1. Water-Reducing Admixture: ASTM C 494/C 494M, Type A.
2. Retarding Admixture: ASTM C 494/C 494M, Type B.
3. Water-Reducing and Retarding Admixture: ASTM C 494/C 494M, Type D.
4. High-Range, Water-Reducing Admixture: ASTM C 494/C 494M, Type F.
5. High-Range, Water-Reducing and Retarding Admixture: ASTM C 494/C 494M,
Type G.
6. Plasticizing and Retarding Admixture: ASTM C 1017/C 1017M, Type II.
G. Water: ASTM C 94/C 94M.
2.4 RELATED MATERIALS
A. Vapor Retarder: Plastic sheet, ASTM E 1745, Class A or B.
B. Vapor Retarder: Polyethylene sheet, ASTM D 4397, not less than 10 mils thick; or
plastic sheet, ASTM E 1745, Class C.
C. Joint-Filler Strips: ASTM D 1751, asphalt-saturated cellulosic fiber, or ASTM D 1752,
cork or self-expanding cork.
2.5 CURING MATERIALS
A. Evaporation Retarder: Waterborne, monomolecular film forming; manufactured for
application to fresh concrete.
B. Absorptive Cover: AASHTO M 182, Class 3, burlap cloth or cotton mats.
C. Moisture-Retaining Cover: ASTM C 171, polyethylene film or white burlap-polyethylene
sheet.
D. Water: Potable.
E. Clear, Waterborne, Membrane-Forming Curing Compound: ASTM C 309, Type 1,
Class B.
F. Clear, Waterborne, Membrane-Forming Curing and Sealing Compound: ASTM C 1315,
Type 1, Class A.
1. VOC Content: 200 g/L or less.
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2.6 CONCRETE MIXTURES
A. Comply with ACI 301.
B. Normal-Weight Concrete:
1. Minimum Compressive Strength: As indicated at 28 days.
2. Cementitious Materials: Use fly ash, pozzolan, slag cement, and silica fume as
needed to reduce the total amount of portland cement, which would otherwise be
used, by not more than 25%
3. Slump Limit: 4 inches, plus or minus 1 inch.
4. Air Content: Maintain within range permitted by ACI 301. Do not allow air content
of trowel-finished floor slabs to exceed 3 percent.
2.7 CONCRETE MIXING
A. Ready-Mixed Concrete: Measure, batch, mix, and deliver concrete according to
ASTM C 94/C 94M and ASTM C 1116/C 1116, and furnish batch ticket information.
1. When air temperature is above 90 deg F, reduce mixing and delivery time to 60
minutes.
B. Project-Site Mixing: Measure, batch, and mix concrete materials and concrete
according to ASTM C 94/C 94M. Mix concrete materials in appropriate drum-type batch
machine mixer.
1. For mixer capacity of 1 cu. yd. or smaller, continue mixing at least 1-1/2 minutes,
but not more than 5 minutes after ingredients are in mixer, before any part of
batch is released.
2. For mixer capacity larger than 1 cu. yd., increase mixing time by 15 seconds for
each additional 1 cu. yd.
3. Provide batch ticket for each batch discharged and used in the Work, indicating
Project identification name and number, date, mix type, mix time, quantity, and
amount of water added. Record approximate location of final deposit in structure.
PART 3 - EXECUTION
3.1 FORMWORK INSTALLATION
A. Design, construct, erect, brace, and maintain formwork according to ACI 301.
3.2 EMBEDDED ITEM INSTALLATION
A. Place and secure anchorage devices and other embedded items required for adjoining
work that is attached to or supported by cast-in-place concrete. Use setting drawings,
templates, diagrams, instructions, and directions furnished with items to be embedded.
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3.3 VAPOR-RETARDER INSTALLATION
A. Install, protect, and repair vapor retarders according to ASTM E 1643; place sheets in
position with longest dimension parallel with direction of pour.
1. Lap joints 6 inches and seal with manufacturer's recommended adhesive or joint
tape.
3.4 STEEL REINFORCEMENT INSTALLATION
A. Comply with CRSI's "Manual of Standard Practice" for fabricating, placing, and
supporting reinforcement.
1. Do not cut or puncture vapor retarder. Repair damage and reseal vapor retarder
before placing concrete.
3.5 JOINTS
A. General: Construct joints true to line with faces perpendicular to surface plane of
concrete.
B. Construction Joints: Install so strength and appearance of concrete are not impaired, at
locations indicated or as approved by Landscape Architect.
C. Contraction Joints in Slabs-on-Grade: Form weakened-plane contraction joints,
sectioning concrete into areas as indicated. Construct contraction joints for a depth
equal to at least one-fourth of concrete thickness, as follows:
1. Grooved Joints: Form contraction joints after initial floating by grooving and
finishing each edge of joint to a radius of 1/8 inch. Repeat grooving of contraction
joints after applying surface finishes. Eliminate groover marks on concrete
surfaces.
2. Sawed Joints: Form contraction joints with power saws equipped with
shatterproof abrasive or diamond-rimmed blades. Cut 1/8-inch-wide joints into
concrete when cutting action does not tear, abrade, or otherwise damage surface
and before concrete develops random contraction cracks.
D. Isolation Joints in Slabs-on-Grade: After removing formwork, install joint-filler strips at
slab junctions with vertical surfaces, such as column pedestals, foundation walls, grade
beams, and other locations, as indicated.
1. Extend joint-filler strips full width and depth of joint, terminating flush with finished
concrete surface unless otherwise indicated.
3.6 CONCRETE PLACEMENT
A. Comply with ACI 301 for placing concrete.
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B. Before test sampling and placing concrete, water may be added at Project site, subject
to limitations of ACI 301.
C. Do not add water to concrete during delivery, at Project site, or during placement.
D. Consolidate concrete with mechanical vibrating equipment according to ACI 301.
E. Equipment Bases and Foundations:
1. Coordinate sizes and locations of concrete bases with actual equipment
provided.
2. Construct concrete bases 4 inches high unless otherwise indicated; and extend
base not less than 6 inches in each direction beyond the maximum dimensions of
supported equipment unless otherwise indicated or unless required for seismic
anchor support.
3. Minimum Compressive Strength: 3000 psi at 28 days.
4. Install dowel rods to connect concrete base to concrete floor. Unless otherwise
indicated, install dowel rods on 18-inch centers around the full perimeter of
concrete base.
5. For supported equipment, install epoxy-coated anchor bolts that extend through
concrete base, and anchor them into structural concrete substrate.
6. Prior to pouring concrete, place and secure anchorage devices. Use setting
drawings, templates, diagrams, instructions, and directions furnished with items
to be embedded.
7. Cast anchor-bolt insert into bases. Install anchor bolts to elevations required for
proper attachment to supported equipment.
3.7 FINISHING FORMED SURFACES
A. 1/2 inch Smooth-Formed Finish: As-cast concrete texture imparted by form-facing
material, arranged in an orderly and symmetrical manner with a minimum of seams.
Repair and patch tie holes and defective areas. Remove fins and other projections
exceeding 1/8 inch.
1. Apply to concrete surfaces exposed to public view.
B. Rubbed Finish: Apply the following rubbed finish, defined in ACI 301, to smooth-
formed-finished as-cast concrete where indicated:
1. Smooth-rubbed finish.
C. Related Unformed Surfaces: At tops of walls, horizontal offsets, and similar unformed
surfaces adjacent to formed surfaces, strike off smooth and finish with a texture
matching adjacent formed surfaces. Continue final surface treatment of formed
surfaces uniformly across adjacent unformed surfaces unless otherwise indicated.
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3.8 FINISHING UNFORMED SURFACES
A. General: Comply with ACI 302.1R for screeding, restraightening, and finishing
operations for concrete surfaces. Do not wet concrete surfaces.
B. Screed surfaces with a straightedge and strike off. Begin initial floating using bull floats
or darbies to form a uniform and open-textured surface plane before excess moisture
or bleedwater appears on surface.
1. Do not further disturb surfaces before starting finishing operations.
C. Scratch Finish: Apply scratch finish to surfaces indicated and surfaces to receive
concrete floor topping or mortar setting beds for ceramic or quarry tile, portland cement
terrazzo, and other bonded cementitious floor finishes unless otherwise indicated.
D. Float Finish: Apply float finish to surfaces indicated, to surfaces to receive trowel finish,
and to floor and slab surfaces to be covered with fluid-applied or sheet waterproofing,
fluid-applied or direct-to-deck-applied membrane roofing, or sand-bed terrazzo.
E. Trowel Finish: Apply a hard trowel finish to surfaces indicated and to floor and slab
surfaces exposed to view or to be covered with resilient flooring, carpet, ceramic or
quarry tile set over a cleavage membrane, paint, or another thin film-finish coating
system.
F. Trowel and Fine-Broom Finish: Apply a partial trowel finish, stopping after second
troweling, to surfaces indicated and to surfaces where ceramic or quarry tile is to be
installed by either thickset or thinset methods. Immediately after second troweling, and
when concrete is still plastic, slightly scarify surface with a fine broom.
G. Slip-Resistive Broom Finish: Apply a slip-resistive finish to surfaces indicated and to
exterior concrete platforms, steps, and ramps. Immediately after float finishing, slightly
roughen trafficked surface by brooming with fiber-bristle broom perpendicular to main
traffic route.
3.9 CONCRETE PROTECTING AND CURING
A. General: Protect freshly placed concrete from premature drying and excessive cold or
hot temperatures. Comply with ACI 306.1 for cold-weather protection and with ACI 301
for hot-weather protection during curing.
B. Evaporation Retarder: Apply evaporation retarder to concrete surfaces if hot, dry, or
windy conditions cause moisture loss approaching 0.2 lb/sq. ft. x h before and during
finishing operations. Apply according to manufacturer's written instructions after
placing, screeding, and bull floating or darbying concrete, but before float finishing.
C. Begin curing after finishing concrete but not before free water has disappeared from
concrete surface.
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D. Curing Methods: Cure formed and unformed concrete for at least seven days by one or
a combination of the following methods:
1. Moisture Curing: Keep surfaces continuously moist for not less than seven days
with the following materials:
a. Water.
b. Continuous water-fog spray.
c. Absorptive cover, water saturated, and kept continuously wet. Cover
concrete surfaces and edges with 12-inch lap over adjacent absorptive
covers.
2. Moisture-Retaining-Cover Curing: Cover concrete surfaces with moisture-
retaining cover for curing concrete, placed in widest practicable width, with sides
and ends lapped at least 12 inches, and sealed by waterproof tape or adhesive.
Cure for not less than seven days. Immediately repair any holes or tears during
curing period, using cover material and waterproof tape.
3. Curing Compound: Apply uniformly in continuous operation by power spray or
roller according to manufacturer's written instructions. Recoat areas subjected to
heavy rainfall within three hours after initial application. Maintain continuity of
coating and repair damage during curing period.
4. Curing and Sealing Compound: Apply uniformly to floors and slabs indicated in a
continuous operation by power spray or roller according to manufacturer's written
instructions. Recoat areas subjected to heavy rainfall within three hours after
initial application. Repeat process 24 hours later and apply a second coat.
Maintain continuity of coating and repair damage during curing period.
3.10 FIELD QUALITY CONTROL
A. Testing Agency: Owner will engage a qualified testing agency to perform tests and
inspections.
B. Tests: Perform according to ACI 301.
1. Testing Frequency: Obtain one composite sample for each day's pour of each
concrete mixture exceeding 5 cu. yd., but less than 25 cu. yd., plus one set for
each additional 50 cu. yd. or fraction thereof.
2. Testing Frequency: Obtain at least one composite sample for each 100 cu. yd. or
fraction thereof of each concrete mixture placed each day.
END OF SECTION 03 30 53
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SECTION 03 38 16 - UNBONDED POST-TENSIONED CONCRETE
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and Division 01 Specification Sections, apply to this
Section.
1.2 SUMMARY
A. Section Includes:
1. Post-tensioning tendons and accessories, including pocket formers, bar chairs,
slab bolsters, and nonprestressed reinforcement required for installing post-
tensioning tendons, including the following:
a. Support bars.
b. Backup bars and hairpins at anchorages.
c. Hairpins at locations of horizontal curvature.
d. Supplemental reinforcement at blockouts.
2. Post-tensioning operations, including stressing, recording tendon elongations
and gage pressures, and finishing tendons.
B. Related Requirements:
1. Section 03 30 53 "Miscellaneous Cast-in-Place Concrete" for concrete, formwork,
and nonprestressed steel reinforcement, except for nonprestressed
reinforcement required for installing post-tensioning tendons.
1.3 DEFINITIONS
A. Strand Tail: Excess strand length extending past the anchorage device.
B. Stressing Pocket: Void formed by pocket former at stressing-end anchorage that
provides required cover over wedges and strand tail.
C. Wedge Cavity: Cone-shaped hole in anchorage device designed to hold the wedges
that anchor the strand.
1.4 COORDINATION
A. Attachments and Penetrations:
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1. Attach permanent construction, such as curtain-wall systems, handrails, fire-
protection equipment, lights, and security devices to the post-tensioned slab
using embedded anchors.
2. Drilled anchors, power-driven fasteners, and core drilling for sleeves or other
penetrations are not allowed.
3. Form penetrations within 18 inches of an anchorage with ASTM A 53/A 53M,
Schedule 40 steel pipe.
1.5 PREINSTALLATION MEETINGS
A. Preinstallation Conference: Conduct conference at Project site.
1. Review procedures related to installation and stressing of post-tensioning
tendons, including, but not limited to, the following:
a. Construction schedule and availability of materials, personnel, and
equipment needed to make progress and avoid delays.
b. Storage of post-tensioning materials on-site.
c. Structural load limitations.
d. Coordination of post-tensioning installation drawings and nonprestressed
reinforcing steel placing drawings.
e. Horizontal and vertical tolerances on tendons and nonprestressed
reinforcement placement.
f. Marking and measuring of elongations.
g. Submittal of stressing records and requirements for tendon finishing.
h. Removal of formwork.
1.6 ACTION SUBMITTALS
A. Product Data: For the following:
1. Post-tensioning coating.
2. Tendon sheathing.
3. Anchorage devices.
4. Tendon couplers.
5. Bar and tendon supports.
6. Pocket formers.
7. Sheathing repair tape.
8. Stressing-pocket patching material.
9. Encapsulation system.
B. Shop Drawings: Prepared by or under the supervision of a qualified professional
engineer, detailing tendon layout, installation procedures, and the following:
1. Installation drawings, including plans, elevations, sections, and details.
2. Numbers, arrangement, and designation of post-tensioning tendons.
3. Tendon profiles and method of tendon support, including chair heights and
locations. Show tendon profiles at sufficient scale to clearly indicate all support
points with their associated heights.
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4. Details for horizontal curvature around openings and at anchorages.
5. Locations of anchorages and blockouts required for stressing.
6. Anchorage details, including bundled tendon flaring.
7. Tendon clearances around slab openings and penetrations.
8. Construction joint locations and pour sequence.
9. Details for corners and other locations where tendon layouts may conflict with
one another or with nonprestressed reinforcing steel.
10. Locations of nonprestressed reinforcement required for installing post-tensioning
tendons, including, but not limited to, the following:
a. Support bars.
b. Backup bars and hairpins at anchorages.
c. Hairpins at locations of horizontal curvature.
d. Supplemental reinforcement at blockouts.
11. Stressing procedures and jacking force to result in final effective forces used in
determining number of tendons required.
12. Calculated elongations for each tendon.
C. Samples: For the following products:
1. Anchorages with 24 inches of coated, sheathed strand.
2. Couplers with 24 inches of coated, sheathed strand.
3. Components of the encapsulation system, unassembled and clearly identified.
1.7 INFORMATIONAL SUBMITTALS
A. Qualification Data: For Installer. Include resume of individual supervising installation
and stressing of post-tensioning tendons.
B. Evaluation Reports: For each type of anchorage device and coupler, from ICC-ES:
C. Product Certificates: For each type of encapsulation system.
D. Mill Test Reports: Certified mill test reports for prestressing strand used on Project,
indicating that strand is low relaxation and including the following:
1. Coil numbers or identification.
2. Breaking load.
3. Load at 1 percent extension.
4. Elongation at failure.
5. Modulus of elasticity.
6. Diameter and net area of strand.
E. Field quality-control reports.
F. Procedures Statement: Procedures for cutting excess strand tail and patching stressing
pocket.
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G. Stressing Jack Calibration: Calibration certificates for jacks and gages to be used on
Project. Calibrate each jack-and-gage set as a pair.
H. Stressing Records: Submit the same day as stressing operations.
1.8 QUALITY ASSURANCE
A. Manufacturer Qualifications: Fabricating plant certified by PTI according to procedures
set forth in PTI's "Manual for Certification of Plants Producing Unbonded Single Strand
Tendons."
B. Installer Qualifications: A qualified installer whose full-time Project superintendent has
successfully completed PTI's Level 1 - Field Fundamentals course or has equivalent
verifiable experience and knowledge acceptable to Landscape Architect.
1. Superintendent shall be trained by post-tensioning supplier in the operation of
stressing equipment to be used on Project.
C. Testing Agency Qualifications: Qualified according to ASTM E 329 for testing indicated.
1. Testing Agency Inspector: Personnel performing field inspections and measuring
elongations shall have successfully completed PTI's Level 1 - Field
Fundamentals course or shall have equivalent verifiable experience and
knowledge acceptable to Landscape Architect.
1.9 DELIVERY, STORAGE, AND HANDLING
A. Deliver, store, and handle post-tensioning materials according to PTI's "Field
Procedures Manual for Unbonded Single Strand Tendons."
PART 2 - PRODUCTS
2.1 MANUFACTURERS
A. Source Limitations: Obtain post-tensioning materials and equipment from single
source.
1. Stressing jacks not provided by post-tensioning supplier must be calibrated and
approved for use on Project by post-tensioning supplier.
2.2 PERFORMANCE REQUIREMENTS
A. Design structure to withstand the loads indicated according to governing codes, within
limits and under conditions indicated.
B. Average Precompression:
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1. Minimum Average Slab Precompression: 125 psi.
2. Maximum Average Slab Precompression: 300 psi.
C. Comply with ACI 318 requirements unless more stringent requirements are indicated.
1. Limits on stresses at transfer of prestress and under service load.
2. Minimum bonded reinforcement.
3. Concrete cover over reinforcement.
D. Deflection Limits, Including Creep and Shrinkage Effects, as Follows:
1. Total Dead Load: L/600.
2. Total Dead Plus Live Load: L/360.
E. Closure Strips: Locate closure strips at midspan and adjust tendon forces and profiles
accordingly. Calculate moments in spans with closure strips assuming a continuous
slab. Provide only nonprestressed reinforcement within closure strips. Design
reinforcement in closure strip to carry ultimate moment at midspan.
2.3 PRESTRESSING TENDONS
A. ACI Publications: Comply with ACI 423.7 unless otherwise indicated.
B. Prestressing Strand: ASTM A 416/A 416M, Grade 270, uncoated, seven-wire, low-
relaxation, 0.5-inch- diameter strand.
C. Post-Tensioning Coating: Compound with friction-reducing, moisture-displacing, and
corrosion-inhibiting properties; chemically stable and nonreactive with prestressing
strand, nonprestressed reinforcement, sheathing material, and concrete.
1. Minimum Coating Weight: 2.5 lb for 0.5-inch- diameter strand per 100 feet of
strand.
2. Completely fill annular space between strand and sheathing over entire tendon
length with post-tensioning coating.
D. Tendon Sheathing:
1. Material: Polyethylene or polypropylene with a minimum density of 0.034 lb/cu.
in..
2. Minimum Thickness: 0.050 inch.
3. Continuous over length of tendon to provide watertight encapsulation of
prestressing strand and between anchorages to prevent intrusion of cement
paste or loss of coating for a nonencapsulated system.
E. Anchorage and Coupler Assemblies: Assemblies of prestressing strand, wedges, and
anchor or coupler complying with static and fatigue testing requirements and capable
of developing 95 percent of actual breaking strength of strand.
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2.4 PATCHING MATERIAL
A. One-component, polymer-modified, premixed patching material containing selected
silica aggregates and portland cement, suitable for vertical and overhead applications.
Do not use material containing chlorides or other chemicals known to be deleterious to
prestressing steel or material that is reactive with prestressing steel, anchorage device
material, or concrete.
PART 3 - EXECUTION
3.1 FORMWORK
A. Design formwork to support load redistribution that may occur during stressing
operation. Ensure that formwork does not restrain elastic shortening, camber, or
deflection resulting from application of prestressing force.
B. Do not remove forms supporting post-tensioned elements until tendons have been fully
stressed and elongations have been approved by Landscape Architect.
C. Do not place concrete in supported floors until tendons on supporting floors have been
stressed and elongations have been approved by Landscape Architect.
3.2 NONPRESTRESSED STEEL REINFORCEMENT PLACEMENT
A. Placement of nonprestressed steel reinforcement is specified in Section 03 30 53
"Miscellaneous Cast-in-Place Concrete." Coordinate placement of nonprestressed
steel reinforcement with installation of post-tensioning tendons.
3.3 TENDON INSTALLATION
A. Install tendons according to installation drawings and procedures stated in PTI's "Field
Procedures Manual for Unbonded Single Strand Tendons."
1. Tolerances: Comply with tolerances in ACI 423.7 for beams and slabs.
B. Tendon Supports: Provide continuous slab bolsters or bars supported on individual
high chairs spaced at a maximum of 42 inches o.c. to ensure tendons remain in their
designated positions during construction operations and concrete placement.
1. Support tendons as required to provide profiles shown on installation drawings.
Position supports at high and low points and at intervals not exceeding 48
inches. Ensure that tendon profiles between high and low points are smooth
parabolic curves.
2. Attach tendons to supporting chairs and reinforcement without damaging tendon
sheathing.
3. Support slab tendons independent of beam reinforcement.
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C. Maintain tendon profile within maximum allowable deviations from design profile as
follows:
1. 1/4 inch for member depth less than or equal to 8 inches.
2. 3/8 inch for member depth greater than 8 inches and less than or equal to 24
inches.
3. 1/2 inch for member depth greater than 24 inches.
D. Maintain minimum radius of curvature of 480-strand diameters for lateral deviations to
avoid openings, ducts, and embedded items. Maintain a minimum of 2 inches of
separation between tendons at locations of curvature.
E. If tendon locations conflict with nonprestressed reinforcement or embedded items,
tendon placement governs. Obtain Landscape Architect's approval before relocating
tendons or tendon anchorages that interfere with one another.
F. Deviations in horizontal spacing and location of slab tendons are permitted when
required to avoid openings and inserts.
G. Installation of Anchorages:
1. Place anchorages at locations shown on approved installation drawings.
2. Do not switch fixed- and stressing-end anchorage locations.
3. Attach pocket formers, intermediate anchorages, and stressing-end anchorages
securely to bulkhead forms. Install stressing-end and intermediate anchorages
perpendicular to tendon axis.
4. Install tendons straight, without vertical or horizontal curvature, for a minimum of
12 inches behind stressing-end and intermediate anchorages.
5. Embed intermediate anchorage devices at construction joints in first concrete
placed at joint.
6. Minimum splice length in reinforcing bars at anchorages is 24 inches. Stagger
splices a minimum of 60 inches.
7. Place fixed-end anchorages in formwork at locations shown on installation
drawings. Support anchorages firmly to avoid movement during concrete
placement.
8. Remove loose encapsulation caps on fixed-end anchorages, refill with post-
tensioning coating, and re-attach encapsulation caps to achieve a watertight
enclosure.
H. Maintain minimum concrete cover as follows:
1. From Exterior Edge of Concrete to Wedge Cavity: 2 inches.
2. From Exterior Edge of Concrete to Strand Tail: 1”.
3. From Exterior Edge of Concrete to Wedge-Cavity Cap: 1 inch.
4. Top, Bottom, and Edge Cover for Anchorages: 1-1/2 inches.
I. Maintain minimum clearance of 6 inches between tendons and openings.
J. Prior to concrete placement, mark tendon locations on formwork with spray paint.
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K. Do not install sleeves within 36 inches of anchorages after tendon layout has been
inspected.
L. Do not install conduit, pipe, or embeds requiring movement of tendons after tendon
layout has been inspected.
M. Do not use couplers unless location has been approved by Landscape Architect.
3.4 SHEATHING INSPECTION AND REPAIR
A. Inspect sheathing for damage after installing tendons. Repair damaged areas by
restoring post-tensioning coating and repairing or replacing tendon sheathing.
1. Ensure that sheathing is watertight and there are no air voids.
2. Follow tape repair procedures in PTI's "Field Procedures Manual for Unbonded
Single Strand Tendons."
B. Maximum length of exposed strand behind anchorages is as follows:
1. Fixed End: Per contract documents.
2. Intermediate and Stressing End: Per contract documents.
a. Cover exposed strand with sheathing repair tape to prevent contact with
concrete.
C. Immediately remove and replace tendons that have damaged strand.
3.5 CONCRETE PLACEMENT
A. Do not place concrete until placement of tendons and nonprestressed-steel
reinforcement has been inspected by special inspector.
B. Provide Landscape Architect and special inspector a minimum of 48 hours' notice
before concrete placement.
C. Ensure compaction of concrete around anchorages.
D. Ensure that position of tendons and nonprestressed-steel reinforcement do not change
during concrete placement. Reposition tendons and nonprestressed-steel
reinforcement moved during concrete placement to original location.
E. Ensure that method of concrete placement does not damage tendon sheathing. Do not
support pump lines, chutes, or other concrete-placing equipment on tendons.
3.6 TENDON STRESSING
A. Calibrate stressing jacks and gages at start of project and at least every six months
thereafter. Keep copies of calibration certificates for each jack-and-gage pair on Project
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site that are available for inspection. Exercise care in handling stressing equipment to
ensure that proper calibration is maintained.
B. Stress tendons only under supervision of a qualified post-tensioning superintendent.
C. Do not begin stressing operations until concrete compressive strength has reached
3000 psi as indicated by tests of field-cured cylinders.
D. Complete stressing within 96 hours of concrete placement.
E. If concrete has not reached required compressive strength, obtain Landscape
Architect's approval to partially stress tendons and delay final stressing until concrete
has reached required strength.
F. Stage stress foundation mats according to schedule shown on the Contract Drawings.
G. If detensioning and restressing of tendon is required, discard wedges used in original
stressing and provide new wedges.
H. Mark and measure elongations according to PTI's "Field Procedures Manual for
Unbonded Single Strand Tendons." Measure elongations to closest 1/8 inch.
I. Submit stressing records within one day of completion of stressing. If discrepancies
between measured and calculated elongations exceed plus or minus 7 percent, resolve
these discrepancies to satisfaction of Landscape Architect.
J. Prestressing will be considered acceptable if gage pressures shown on stressing
record correspond to required stressing force and calculated and measured
elongations agree within 7 percent.
K. If measured elongations deviate from calculated elongations by more than 7 percent,
perform additional testing, restressing, strengthening, or replacing of affected elements
unless otherwise approved by Landscape Architect.
L. Stressing Records: Testing agency shall record the following information during
stressing operations:
1. Name of Project.
2. Date of approved installation drawings used for installation and stressing.
3. Floor number and concrete placement area.
4. Date of stressing operation.
5. Weather conditions, including temperature and rainfall.
6. Name and signature of inspector.
7. Name of individual in charge of stressing operation.
8. Serial or identification numbers of jack and gage.
9. Date of jack-and-gage calibration certificates.
10. Gage pressure to achieve required stressing force according to supplied
calibration chart.
11. Tendon identification mark.
12. Calculated tendon elongation.
13. Actual tendon elongation.
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14. Actual gage pressure.
3.7 TENDON FINISHING
A. Do not cut strand tails or cover anchorages until stressing records have been reviewed
and approved by Landscape Architect.
B. Cut strand tails as soon as possible after approval of elongations.
C. Cut strand tail between 1/2 and 3/4 inch from wedges. Do not damage tendon or
concrete during removal of strand tail. Acceptable methods of cutting strand tail include
the following:
1. Oxyacetylene flame.
2. Abrasive wheel.
3. Hydraulic shears.
4. Plasma cutting.
D. Install encapsulation caps and sleeves on intermediate anchorages within one day of
stressing.
E. Cut strand tails and install encapsulation caps on stressing-end anchorages within one
day of Landscape Architect's acceptance of elongations.
F. Patch stressing pockets within one day of cutting strand tail. Clean inside surface of
stressing pocket to remove laitance or post-tensioning coating before installing
patching material. Finish patching material flush with adjacent concrete.
3.8 FIELD QUALITY CONTROL
A. Testing Agency: Owner will engage a qualified testing agency to perform tests and
inspections.
1. Before concrete placement, special inspector will inspect the following for
compliance with post-tensioning installation drawings and the Contract
Documents:
a. Location and number of tendons.
b. Tendon profiles and cover.
c. Installation of backup bars, hairpins, and other nonprestressed
reinforcement shown on post-tensioning installation drawings.
d. Installation of pocket formers and anchorage devices.
e. Repair of damaged sheathing.
f. Connections between sheathing and anchorage devices.
2. Special inspector will record tendon elongations during stressing.
3. Special inspector will immediately report deviations from the Contract Documents
to Landscape Architect.
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B. Prepare test and inspection reports.
3.9 PROTECTION
A. Do not expose tendons to electric ground currents, welding sparks, or temperatures
that would degrade components.
B. Protect exposed components within one workday of their exposure during installation.
C. Prevent water from entering tendons during installation and stressing.
D. Provide weather protection to stressing-end anchorages if strand tails are not cut within
10 days of stressing the tendons.
3.10 REPAIRS
A. Submit repair procedure to Landscape Architect for evaluation and approval.
B. Do not proceed with repairs requiring removal of concrete unless authorized in writing
by Landscape Architect.
END OF SECTION 03 38 16
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04 20 00
SECTION 04 20 00 - UNIT MASONRY
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and Division 01 Specification Sections, apply to this
Section.
1.2 SUMMARY
A. Section Includes:
1. Concrete masonry units.
2. Pre-faced concrete masonry units.
3. Mortar and grout.
4. Steel reinforcing bars.
5. Masonry-joint reinforcement.
6. Ties and anchors.
7. Embedded flashing.
8. Miscellaneous masonry accessories.
9. Masonry-cell fill.
B. Related Requirements:
1. Section 03 30 00 "Cast-in-Place Concrete" for dovetail slots for masonry
anchors.
2. Section 07 19 00 "Water Repellents" for water repellents applied to unit masonry
assemblies.
1.3 DEFINITIONS
A. CMU(s): Concrete masonry unit(s).
B. Reinforced Masonry: Masonry containing reinforcing steel in grouted cells.
1.4 PREINSTALLATION MEETINGS
A. Preinstallation Conference: Conduct conference at Project site.
1.5 ACTION SUBMITTALS
A. Product Data: For each type of product.
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B. Shop Drawings: For the following:
1. Masonry Units: Show sizes, profiles, coursing, and locations of special shapes.
2. Reinforcing Steel: Detail bending, lap lengths, and placement of unit masonry
reinforcing bars. Comply with ACI 315.
1.6 INFORMATIONAL SUBMITTALS
A. Qualification Data: For testing agency.
B. Material Certificates: For each type and size of the following:
1. Masonry units.
a. Include material test reports substantiating compliance with requirements.
b. For masonry units used in structural masonry, include data and
calculations establishing average net-area compressive strength of units.
2. Integral water repellant used in CMUs.
3. Cementitious materials. Include name of manufacturer, brand name, and type.
4. Mortar admixtures.
5. Preblended, dry mortar mixes. Include description of type and proportions of
ingredients.
6. Grout mixes. Include description of type and proportions of ingredients.
7. Reinforcing bars.
8. Joint reinforcement.
9. Anchors, ties, and metal accessories.
C. Mix Designs: For each type of mortar and grout. Include description of type and
proportions of ingredients.
1. Include test reports for mortar mixes required to comply with property
specification. Test according to ASTM C 109/C 109M for compressive strength,
ASTM C 1506 for water retention, and ASTM C 91/C 91M for air content.
2. Include test reports, according to ASTM C 1019, for grout mixes required to
comply with compressive strength requirement.
D. Statement of Compressive Strength of Masonry: For each combination of masonry unit
type and mortar type, provide statement of average net-area compressive strength of
masonry units, mortar type, and resulting net-area compressive strength of masonry
determined according to TMS 602/ACI 530.1/ASCE 6.
1.7 QUALITY ASSURANCE
A. Testing Agency Qualifications: Qualified according to ASTM C 1093 for testing
indicated.
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1.8 DELIVERY, STORAGE, AND HANDLING
A. Store masonry units on elevated platforms in a dry location. If units are not stored in an
enclosed location, cover tops and sides of stacks with waterproof sheeting, securely
tied. If units become wet, do not install until they are dry.
B. Store cementitious materials on elevated platforms, under cover, and in a dry location.
Do not use cementitious materials that have become damp.
C. Store aggregates where grading and other required characteristics can be maintained
and contamination avoided.
D. Deliver preblended, dry mortar mix in moisture-resistant containers. Store preblended,
dry mortar mix in delivery containers on elevated platforms in a dry location or in
covered weatherproof dispensing silos.
E. Store masonry accessories, including metal items, to prevent corrosion and
accumulation of dirt and oil.
1.9 FIELD CONDITIONS
A. Protection of Masonry: During construction, cover tops of walls, projections, and sills
with waterproof sheeting at end of each day's work. Cover partially completed masonry
when construction is not in progress.
1. Extend cover a minimum of 24 inches down both sides of walls, and hold cover
securely in place.
2. Where one wythe of multiwythe masonry walls is completed in advance of other
wythes, secure cover a minimum of 24 inches down face next to unconstructed
wythe, and hold cover in place.
B. Do not apply uniform floor or roof loads for at least 12 hours and concentrated loads for
at least three days after building masonry walls or columns.
C. Stain Prevention: Prevent grout, mortar, and soil from staining the face of masonry to
be left exposed or painted. Immediately remove grout, mortar, and soil that come in
contact with such masonry.
1. Protect base of walls from rain-splashed mud and from mortar splatter by
spreading coverings on ground and over wall surface.
2. Protect sills, ledges, and projections from mortar droppings.
3. Protect surfaces of window and door frames, as well as similar products with
painted and integral finishes, from mortar droppings.
4. Turn scaffold boards near the wall on edge at the end of each day to prevent rain
from splashing mortar and dirt onto completed masonry.
D. Hot-Weather Requirements: Comply with hot-weather construction requirements
contained in TMS 602/ACI 530.1/ASCE 6.
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PART 2 - PRODUCTS
2.1 MANUFACTURERS
A. Source Limitations for Masonry Units: Obtain exposed masonry units of a uniform
texture and color, or a uniform blend within the ranges accepted for these
characteristics, from single source from single manufacturer for each product required.
B. Source Limitations for Mortar Materials: Obtain mortar ingredients of a uniform quality,
including color for exposed masonry, from single manufacturer for each cementitious
component and from single source or producer for each aggregate.
2.2 PERFORMANCE REQUIREMENTS
A. Provide structural unit masonry that develops indicated net-area compressive strengths
at 28 days.
1. Determine net-area compressive strength of masonry from average net-area
compressive strengths of masonry units and mortar types (unit-strength method)
according to TMS 602/ACI 530.1/ASCE 6.
2.3 UNIT MASONRY, GENERAL
A. Masonry Standard: Comply with TMS 602/ACI 530.1/ASCE 6, except as modified by
requirements in the Contract Documents.
B. Defective Units: Referenced masonry unit standards may allow a certain percentage of
units to contain chips, cracks, or other defects exceeding limits stated. Do not use units
where such defects are exposed in the completed Work and will be within 20 feet
vertically and horizontally of a walking surface.
C. Fire-Resistance Ratings: Comply with requirements for fire-resistance-rated assembly
designs indicated.
2.4 CONCRETE MASONRY UNITS
A. Shapes: Provide shapes indicated and as follows, with exposed surfaces matching
exposed faces of adjacent units unless otherwise indicated.
1. Provide special shapes for lintels, corners, jambs, sashes, movement joints,
headers, bonding, and other special conditions.
2. Provide square-edged units for outside corners unless otherwise indicated.
B. CMUs: ASTM C 90.
1. Density Classification: Normal weight unless otherwise indicated.
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2. Size (Width): Manufactured to dimensions 3/8 inch less than nominal
dimensions.
2.5 MORTAR AND GROUT MATERIALS
A. Portland Cement: ASTM C 150/C 150M, Type I or II, except Type III may be used for
cold-weather construction. Provide natural color or white cement as required to
produce mortar color indicated.
1. Alkali content shall not be more than 0.1 percent when tested according to
ASTM C 114.
B. Hydrated Lime: ASTM C 207, Type S.
C. Portland Cement-Lime Mix: Packaged blend of portland cement and hydrated lime
containing no other ingredients.
D. Masonry Cement: ASTM C 91/C 91M.
E. Mortar Cement: ASTM C 1329/C 1329M.
F. Mortar Pigments: Natural and synthetic iron oxides and chromium oxides, compounded
for use in mortar mixes and complying with ASTM C 979/C 979M. Use only pigments
with a record of satisfactory performance in masonry mortar.
G. Colored Cement Products: Packaged blend made from portland cement and hydrated
lime or masonry cement and mortar pigments, all complying with specified
requirements, and containing no other ingredients.
1. Formulate blend as required to produce color indicated or, if not indicated, as
selected from manufacturer's standard colors.
2. Pigments shall not exceed 10 percent of portland cement by weight.
3. Pigments shall not exceed 5 percent of masonry cement or mortar cement by
weight.
H. Aggregate for Mortar: ASTM C 144.
1. For mortar that is exposed to view, use washed aggregate consisting of natural
sand or crushed stone.
2. For joints less than 1/4 inch thick, use aggregate graded with 100 percent
passing the No. 16 sieve.
3. White-Mortar Aggregates: Natural white sand or crushed white stone.
4. Colored-Mortar Aggregates: Natural sand or crushed stone of color necessary to
produce required mortar color.
I. Aggregate for Grout: ASTM C 404.
J. Water: Potable.
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2.6 REINFORCEMENT
A. Uncoated-Steel Reinforcing Bars: ASTM A 615/A 615M or ASTM A 996/A 996M,
Grade 60.
B. Reinforcing Bar Positioners: Wire units designed to fit into mortar bed joints spanning
masonry unit cells and to hold reinforcing bars in center of cells. Units are formed from
0.148-inch steel wire, hot-dip galvanized after fabrication. Provide units designed for
number of bars indicated.
2.7 TIES AND ANCHORS
A. General: Ties and anchors shall extend at least 1-1/2 inches into veneer but with at
least a 5/8-inch cover on outside face.
B. Materials: Provide ties and anchors specified in this article that are made from
materials that comply with the following unless otherwise indicated:
1. Steel Plates, Shapes, and Bars: ASTM A 36/A 36M.
2.8 MISCELLANEOUS MASONRY ACCESSORIES
A. Compressible Filler: Premolded filler strips complying with ASTM D 1056, Grade 2A1;
compressible up to 35 percent; of width and thickness indicated; formulated from
neoprene urethane or PVC.
B. Preformed Control-Joint Gaskets: Made from [styrene-butadiene-rubber compound,
complying with ASTM D 2000, Designation M2AA-805] [or] [PVC, complying with
ASTM D 2287, Type PVC-65406] and designed to fit standard sash block and to
maintain lateral stability in masonry wall; size and configuration as indicated.
C. Bond-Breaker Strips: Asphalt-saturated felt complying with ASTM D 226/D 226M,
Type I (No. 15 asphalt felt).
2.9 MASONRY CLEANERS
A. Proprietary Acidic Cleaner: Manufacturer's standard-strength cleaner designed for
removing mortar/grout stains, efflorescence, and other new construction stains from
new masonry without discoloring or damaging masonry surfaces. Use product
expressly approved for intended use by cleaner manufacturer and manufacturer of
masonry units being cleaned.
2.10 MORTAR AND GROUT MIXES
A. General: Do not use admixtures, including pigments, air-entraining agents,
accelerators, retarders, water-repellent agents, antifreeze compounds, or other
admixtures unless otherwise indicated.
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1. Do not use calcium chloride in mortar or grout.
2. Use portland cement-lime masonry cement or mortar cement mortar unless
otherwise indicated.
3. For exterior masonry, use portland cement-lime masonry cement or mortar
cement mortar.
4. For reinforced masonry, use portland cement-lime masonry cement or mortar
cement mortar.
5. Add cold-weather admixture (if used) at same rate for all mortar that will be
exposed to view, regardless of weather conditions, to ensure that mortar color is
consistent.
B. Preblended, Dry Mortar Mix: Furnish dry mortar ingredients in form of a preblended
mix. Measure quantities by weight to ensure accurate proportions, and thoroughly
blend ingredients before delivering to Project site.
C. Mortar for Unit Masonry: Comply with ASTM C 270, Property Specification. Provide the
following types of mortar for applications stated unless another type is indicated or
needed to provide required compressive strength of masonry.
1. For masonry below grade or in contact with earth, use Type M.
2. For reinforced masonry, use Type M.
3. For mortar parge coats, use Type S or Type N.
4. For exterior, above-grade, load-bearing and nonload-bearing walls and parapet
walls; for interior load-bearing walls; for interior nonload-bearing partitions; and
for other applications where another type is not indicated, use Type N.
5. For interior nonload-bearing partitions, Type O may be used instead of Type N.
D. Pigmented Mortar: Use colored cement product[ or select and proportion pigments with
other ingredients to produce color required. Do not add pigments to colored cement
products].
1. Pigments shall not exceed 10 percent of portland cement by weight.
2. Pigments shall not exceed 5 percent of masonry cement or mortar cement by
weight.
3. Mix to match Architect's sample.
4. Application: Use pigmented mortar for exposed mortar joints with the following
units:
a. Decorative CMUs.
b. Pre-faced CMUs.
c. Concrete face brick.
d. Clay face brick.
e. Hollow brick.
f. Glazed brick.
g. Glazed structural clay facing tile.
h. Stone trim units.
i. Cast-stone trim units.
E. Grout for Unit Masonry: Comply with ASTM C 476.
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1. Use grout of type indicated or, if not otherwise indicated, of type (fine or coarse)
that will comply with TMS 602/ACI 530.1/ASCE 6 for dimensions of grout spaces
and pour height.
2. Proportion grout in accordance with ASTM C 476, Table 1 or paragraph 4.2.2 for
specified 28-day compressive strength indicated, but not less than 2000 psi.
3. Provide grout with a slump of 8 to 11 inches as measured according to
ASTM C 143/C 143M.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Examine conditions, with Installer present, for compliance with requirements for
installation tolerances and other conditions affecting performance of the Work.
1. For the record, prepare written report, endorsed by Installer, listing conditions
detrimental to performance of the Work.
2. Verify that foundations are within tolerances specified.
3. Verify that reinforcing dowels are properly placed.
4. Verify that substrates are free of substances that impair mortar bond.
B. Before installation, examine rough-in and built-in construction for piping systems to
verify actual locations of piping connections.
C. Proceed with installation only after unsatisfactory conditions have been corrected.
3.2 INSTALLATION, GENERAL
A. Thickness: Build cavity and composite walls and other masonry construction to full
thickness shown. Build single-wythe walls to actual widths of masonry units, using units
of widths indicated.
B. Build chases and recesses to accommodate items specified in this and other Sections.
C. Leave openings for equipment to be installed before completing masonry. After
installing equipment, complete masonry to match construction immediately adjacent to
opening.
D. Use full-size units without cutting if possible. If cutting is required to provide a
continuous pattern or to fit adjoining construction, cut units with motor-driven saws;
provide clean, sharp, unchipped edges. Allow units to dry before laying unless wetting
of units is specified. Install cut units with cut surfaces and, where possible, cut edges
concealed.
E. Select and arrange units for exposed unit masonry to produce a uniform blend of colors
and textures. Mix units from several pallets or cubes as they are placed.
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F. Matching Existing Masonry: Match coursing, bonding, color, and texture of existing
masonry.
3.3 TOLERANCES
A. Dimensions and Locations of Elements:
1. For dimensions in cross section or elevation, do not vary by more than plus 1/2
inch or minus 1/4 inch.
2. For location of elements in plan, do not vary from that indicated by more than
plus or minus 1/2 inch.
3. For location of elements in elevation, do not vary from that indicated by more
than plus or minus 1/4 inch in a story height or 1/2 inch total.
B. Lines and Levels:
1. For bed joints and top surfaces of bearing walls, do not vary from level by more
than 1/4 inch in 10 feet, or 1/2-inch maximum.
2. For conspicuous horizontal lines, such as lintels, sills, parapets, and reveals, do
not vary from level by more than 1/8 inch in 10 feet, 1/4 inch in 20 feet, or 1/2-
inch maximum.
3. For vertical lines and surfaces, do not vary from plumb by more than 1/4 inch in
10 feet, 3/8 inch in 20 feet, or 1/2-inch maximum.
4. For conspicuous vertical lines, such as external corners, door jambs, reveals,
and expansion and control joints, do not vary from plumb by more than 1/8 inch
in 10 feet, 1/4 inch in 20 feet, or 1/2-inch maximum.
5. For lines and surfaces, do not vary from straight by more than 1/4 inch in 10 feet,
3/8 inch in 20 feet, or 1/2-inch maximum.
6. For vertical alignment of exposed head joints, do not vary from plumb by more
than 1/4 inch in 10 feet or 1/2-inch maximum.
7. For faces of adjacent exposed masonry units, do not vary from flush alignment
by more than 1/16 inch except due to warpage of masonry units within tolerances
specified for warpage of units.
C. Joints:
1. For bed joints, do not vary from thickness indicated by more than plus or minus
1/8 inch, with a maximum thickness limited to 1/2 inch.
2. For exposed bed joints, do not vary from bed-joint thickness of adjacent courses
by more than 1/8 inch.
3. For head and collar joints, do not vary from thickness indicated by more than plus
3/8 inch or minus 1/4 inch.
4. For exposed head joints, do not vary from thickness indicated by more than plus
or minus 1/8 inch.
5. For exposed bed joints and head joints of stacked bond, do not vary from a
straight line by more than 1/16 inch from one masonry unit to the next.
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3.4 LAYING MASONRY WALLS
A. Lay out walls in advance for accurate spacing of surface bond patterns with uniform
joint thicknesses and for accurate location of openings, movement-type joints, returns,
and offsets. Avoid using less-than-half-size units, particularly at corners, jambs, and,
where possible, at other locations.
B. Bond Pattern for Exposed Masonry: Unless otherwise indicated, lay exposed masonry
in running bond; do not use units with less-than-nominal 4-inch horizontal face
dimensions at corners or jambs.
C. Lay concealed masonry with all units in a wythe in running bond or bonded by lapping
not less than 4 inches. Bond and interlock each course of each wythe at corners. Do
not use units with less-than-nominal 4-inch horizontal face dimensions at corners or
jambs.
D. Stopping and Resuming Work: Stop work by stepping back units in each course from
those in course below; do not tooth. When resuming work, clean masonry surfaces that
are to receive mortar, remove loose masonry units and mortar, and wet brick if required
before laying fresh masonry.
E. Built-in Work: As construction progresses, build in items specified in this and other
Sections. Fill in solidly with masonry around built-in items.
F. Fill space between steel frames and masonry solidly with mortar unless otherwise
indicated.
G. Where built-in items are to be embedded in cores of hollow masonry units, place a
layer of metal lath, wire mesh, or plastic mesh in the joint below, and rod mortar or
grout into core.
H. Fill cores in hollow CMUs with grout 24 inches under bearing plates, beams, lintels,
posts, and similar items unless otherwise indicated.
I. Build nonload-bearing interior partitions full height of story to underside of solid floor or
roof structure above unless otherwise indicated.
1. Install compressible filler in joint between top of partition and underside of
structure above.
2. Fasten partition top anchors to structure above and build into top of partition.
Grout cells of CMUs solidly around plastic tubes of anchors and push tubes down
into grout to provide 1/2-inch clearance between end of anchor rod and end of
tube. Space anchors 48 inches o.c. unless otherwise indicated.
3. Wedge nonload-bearing partitions against structure above with small pieces of
tile, slate, or metal. Fill joint with mortar after dead-load deflection of structure
above approaches final position.
4. At fire-rated partitions, treat joint between top of partition and underside of
structure above to comply with Section 07 84 43 "Joint Firestopping."
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3.5 MORTAR BEDDING AND JOINTING
A. Lay CMUs as follows:
1. Bed face shells in mortar and make head joints of depth equal to bed joints.
2. Bed webs in mortar in all courses of piers, columns, and pilasters.
3. Bed webs in mortar in grouted masonry, including starting course on footings.
4. Fully bed entire units, including areas under cells, at starting course on footings
where cells are not grouted.
5. Fully bed units and fill cells with mortar at anchors and ties as needed to fully
embed anchors and ties in mortar.
B. Lay solid masonry units with completely filled bed and head joints; butter ends with
sufficient mortar to fill head joints and shove into place. Do not deeply furrow bed joints
or slush head joints.
C. Tool exposed joints slightly concave when thumbprint hard, using a jointer larger than
joint thickness unless otherwise indicated.
1. For glazed masonry units, use a nonmetallic jointer 3/4 inch or more in width.
D. Cut joints flush for masonry walls to receive plaster or other direct-applied finishes
(other than paint) unless otherwise indicated.
E. Cut joints flush where indicated to receive unless otherwise indicated.
3.6 MASONRY-JOINT REINFORCEMENT
A. General: Install entire length of longitudinal side rods in mortar with a minimum cover of
5/8 inch on exterior side of walls, 1/2 inch elsewhere. Lap reinforcement a minimum of
6 inches.
1. Space reinforcement not more than 16 inches o.c.
2. Space reinforcement not more than 8 inches o.c. in foundation walls and parapet
walls.
3. Provide reinforcement not more than 8 inches above and below wall openings
and extending 12 inches beyond openings in addition to continuous
reinforcement.
B. Interrupt joint reinforcement at control and expansion joints unless otherwise indicated.
C. Cut and bend reinforcing units as directed by manufacturer for continuity at[ corners,]
returns, offsets, column fireproofing, pipe enclosures, and other special conditions.
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3.7 CONTROL AND EXPANSION JOINTS
A. General: Install control- and expansion-joint materials in unit masonry as masonry
progresses. Do not allow materials to span control and expansion joints without
provision to allow for in-plane wall or partition movement.
3.8 FIELD QUALITY CONTROL
A. Testing and Inspecting: Owner will engage special inspectors to perform tests and
inspections and prepare reports. Allow inspectors access to scaffolding and work areas
as needed to perform tests and inspections. Retesting of materials that fail to comply
with specified requirements shall be done at Contractor's expense.
B. Inspections: Special inspections according to Level [B] [C] in
TMS 402/ACI 530/ASCE 5.
1. Begin masonry construction only after inspectors have verified proportions of
site-prepared mortar.
2. Place grout only after inspectors have verified compliance of grout spaces and of
grades, sizes, and locations of reinforcement.
3. Place grout only after inspectors have verified proportions of site-prepared grout.
C. Testing Prior to Construction: One set of tests.
D. Testing Frequency: One set of tests for each 5000 sq. ft. of wall area or portion thereof.
E. Clay Masonry Unit Test: For each type of unit provided, according to ASTM C 67 for
compressive strength.
F. Concrete Masonry Unit Test: For each type of unit provided, according to ASTM C 140
for compressive strength.
G. Mortar Aggregate Ratio Test (Proportion Specification): For each mix provided,
according to ASTM C 780.
H. Mortar Test (Property Specification): For each mix provided, according to ASTM C 780.
Test mortar for mortar air content and compressive strength.
I. Grout Test (Compressive Strength): For each mix provided, according to
ASTM C 1019.
J. Prism Test: For each type of construction provided, according to ASTM C 1314 at 7
days and at 28 days.
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3.9 PARGING
A. Parge exterior faces of below-grade masonry walls, where indicated, in two uniform
coats to a total thickness of 3/4 inch. Dampen wall before applying first coat, and
scarify first coat to ensure full bond to subsequent coat.
B. Use a steel-trowel finish to produce a smooth, flat, dense surface with a maximum
surface variation of 1/8 inch per foot. Form a wash at top of parging and a cove at
bottom.
C. Damp-cure parging for at least 24 hours and protect parging until cured.
3.10 REPAIRING, POINTING, AND CLEANING
A. Remove and replace masonry units that are loose, chipped, broken, stained, or
otherwise damaged or that do not match adjoining units. Install new units to match
adjoining units; install in fresh mortar, pointed to eliminate evidence of replacement.
B. Pointing: During the tooling of joints, enlarge voids and holes, except weep holes, and
completely fill with mortar. Point up joints, including corners, openings, and adjacent
construction, to provide a neat, uniform appearance. Prepare joints for sealant
application, where indicated.
C. In-Progress Cleaning: Clean unit masonry as work progresses by dry brushing to
remove mortar fins and smears before tooling joints.
D. Final Cleaning: After mortar is thoroughly set and cured, clean exposed masonry as
follows:
1. Remove large mortar particles by hand with wooden paddles and nonmetallic
scrape hoes or chisels.
2. Test cleaning methods on sample wall panel; leave one-half of panel uncleaned
for comparison purposes. Obtain Architect's approval of sample cleaning before
proceeding with cleaning of masonry.
3. Protect adjacent stone and nonmasonry surfaces from contact with cleaner by
covering them with liquid strippable masking agent or polyethylene film and
waterproof masking tape.
4. Wet wall surfaces with water before applying cleaners; remove cleaners promptly
by rinsing surfaces thoroughly with clear water.
5. Clean brick by bucket-and-brush hand-cleaning method described in BIA
Technical Notes 20.
6. Clean concrete masonry by applicable cleaning methods indicated in
NCMA TEK 8-4A.
7. Clean masonry with a proprietary acidic cleaner applied according to
manufacturer's written instructions.
8. Clean stone trim to comply with stone supplier's written instructions.
9. Clean limestone units to comply with recommendations in ILI's "Indiana
Limestone Handbook."
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3.11 MASONRY WASTE DISPOSAL
A. Salvageable Materials: Unless otherwise indicated, excess masonry materials are
Contractor's property. At completion of unit masonry work, remove from Project site.
B. Waste Disposal as Fill Material: Dispose of clean masonry waste, including excess or
soil-contaminated sand, waste mortar, and broken masonry units, by crushing and
mixing with fill material as fill is placed.
1. Crush masonry waste to less than 4 inches in each dimension.
2. Mix masonry waste with at least two parts of specified fill material for each part of
masonry waste. Fill material is specified in Section 31 20 00 "Earth Moving."
3. Do not dispose of masonry waste as fill within 18 inches of finished grade.
C. Masonry Waste Recycling: Return broken CMUs not used as fill to manufacturer for
recycling.
D. Excess Masonry Waste: Remove excess clean masonry waste that cannot be used as
fill, as described above or recycled, and other masonry waste, and legally dispose of
off Owner's property.
END OF SECTION 04 20 00042000
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SECTION 05 73 00 - DECORATIVE METAL RAILINGS
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and Division 01 Specification Sections, apply to this
Section.
1.2 SUMMARY
A. Section Includes:
1. Steel and iron decorative railings.
1.3 DEFINITIONS
A. Railings: Guards, handrails, and similar devices used for protection of occupants at
open-sided floor areas and for pedestrian guidance and support, visual separation, or
wall protection.
1.4 COORDINATION AND SCHEDULING
A. Coordinate selection of shop primers with topcoats to be applied over them. Comply
with paint and coating manufacturers' written instructions to ensure that shop primers
and topcoats are compatible.
B. Coordinate installation of anchorages for railings. Furnish setting drawings, templates,
and directions for installing anchorages, including sleeves, concrete inserts, anchor
bolts, and items with integral anchors, that are to be embedded in concrete or
masonry. Deliver items to Project site in time for installation.
C. Schedule installation so wall attachments are made only to completed walls. Do not
support railings temporarily by any means that do not meet structural performance
requirements.
1.5 PREINSTALLATION MEETINGS
A. Preinstallation Conference: Conduct conference at Project site.
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1.6 ACTION SUBMITTALS
A. Product Data: For the following:
1. Manufacturer's product lines of railings assembled from standard components.
2. Grout, anchoring cement, and paint products.
B. Shop Drawings: Include plans, elevations, sections, and attachment details.
C. Samples for Verification: For each type of exposed finish required.
1. Sections of each distinctly different linear railing member, including handrails, top
rails, posts, and balusters.
2. Fittings and brackets.
3. Welded connections.
4. Brazed connections.
5. Assembled Samples of railing systems, made from full-size components,
including top rail, post, handrail, and infill. Show method of finishing members at
intersections. Samples need not be full height.
1.7 INFORMATIONAL SUBMITTALS
A. Qualification Data: For testing agency.
B. Mill Certificates: Signed by manufacturers of stainless-steel products certifying that
products furnished comply with requirements.
C. Welding certificates.
D. Product Test Reports: Based on evaluation of comprehensive tests performed by a
qualified testing agency, according to ASTM E 894 and ASTM E 935.
E. Preconstruction test reports.
F. Evaluation Reports: For post-installed anchors, from ICC-ES.
1.8 QUALITY ASSURANCE
A. Welding Qualifications: Qualify procedures and personnel according to the following:
1. AWS D1.1/D1.1M, "Structural Welding Code - Steel."
2. AWS D1.2/D1.2M, "Structural Welding Code - Aluminum."
3. AWS D1.6/D1.6M, "Structural Welding Code - Stainless Steel."
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1.9 FIELD CONDITIONS
A. Field Measurements: Verify actual locations of walls and other construction contiguous
with railings by field measurements before fabrication and indicate measurements on
Shop Drawings.
PART 2 - PRODUCTS
2.1 MANUFACTURERS
A. Steel Decorative Railings:
1. As indicated on plans
B. Source Limitations: Obtain each type of railing from single source from single
manufacturer.
C. Product Options: Drawings indicate size, profiles, and dimensional requirements of
railings and are based on the specific system indicated. See Section 01 60 00 "Product
Requirements."
1. Do not modify intended aesthetic effects, as judged solely by Architect, except
with Architect's approval. If modifications are proposed, submit comprehensive
explanatory data to Architect for review.
2.2 PERFORMANCE REQUIREMENTS
A. General: In engineering railings to withstand structural loads indicated, determine
allowable design working stresses of railing materials based on the following:
1. Aluminum: The lesser of minimum yield strength divided by 1.65 or minimum
ultimate tensile strength divided by 1.95.
2. Copper Alloys: 60 percent of minimum yield strength.
3. Stainless Steel: 60 percent of minimum yield strength.
4. Steel: 72 percent of minimum yield strength.
B. Structural Performance: Railings, including attachment to building construction, shall
withstand the effects of gravity loads and the following loads and stresses within limits
and under conditions indicated:
1. Handrails and Top Rails of Guards:
a. Uniform load of 50 lbf/ft. applied in any direction.
b. Concentrated load of 200 lbf applied in any direction.
c. Uniform and concentrated loads need not be assumed to act concurrently.
2. Infill of Guards:
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a. Concentrated load of 50 lbf applied horizontally on an area of 1 sq. ft..
b. Infill load and other loads need not be assumed to act concurrently.
C. Thermal Movements: Allow for thermal movements from ambient and surface
temperature changes acting on exterior railings by preventing buckling, opening of
joints, overstressing of components, failure of connections, and other detrimental
effects.
1. Temperature Change: 120 deg F, ambient; 180 deg F, material surfaces.
2.3 METALS, GENERAL
A. Metal Surfaces, General: Provide materials with smooth surfaces, without seam marks,
roller marks, rolled trade names, stains, discolorations, or blemishes.
B. Brackets, Flanges, and Anchors: Same metal and finish as supported rails unless
otherwise indicated.
1. Provide cast-metal brackets with flange tapped for concealed anchorage to
threaded hanger bolt.
2. Provide either formed- or cast-metal brackets with predrilled hole for exposed
bolt anchorage.
3. Provide formed-steel brackets with predrilled hole for bolted anchorage and with
snap-on cover that matches rail finish and conceals bracket base and bolt head.
4. Provide extruded-aluminum brackets with interlocking pieces that conceal
anchorage. Locate set screws on bottom of bracket.
2.4 STEEL AND IRON
A. Tubing: ASTM A 500/A 500M (cold formed) or ASTM A 513.
B. Bars: Hot-rolled, carbon steel complying with ASTM A 29/A 29M, Grade 1010.
C. Plates, Shapes, and Bars: ASTM A 36/A 36M.
2.5 FASTENERS
A. Fastener Materials: Unless otherwise indicated, provide the following:
1. Stainless-Steel Components: Type 304 Type 316 stainless-steel fasteners.
2. Uncoated Steel Components: Plated-steel fasteners complying with
ASTM B 633, Class Fe/Zn 25 for electrodeposited zinc coating where concealed;
Type 304 stainless-steel fasteners where exposed.
3. Galvanized-Steel Components: Plated-steel fasteners complying with
ASTM B 633, Class Fe/Zn 25 for electrodeposited zinc coating.
4. Dissimilar Metals: Type 304 Type 316 stainless-steel fasteners.
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B. Fasteners for Anchoring to Other Construction: Select fasteners of type, grade, and
class required to produce connections suitable for anchoring railings to other types of
construction indicated and capable of withstanding design loads.
C. Provide concealed fasteners for interconnecting railing components and for attaching
railings to other work unless exposed fasteners are the standard fastening method for
railings indicated.
1. Provide tamper-resistant square or hex socket flat-head machine screws for
exposed fasteners unless otherwise indicated.
D. Post-Installed Anchors: Fastener systems with working capacity greater than or equal
to the design load, according to an evaluation report acceptable to authorities having
jurisdiction, based on ICC-ES AC193 or ICC-ES AC308.
1. Material for Interior Locations: Carbon-steel components zinc plated to comply
with ASTM B 633 or ASTM F 1941, Class Fe/Zn 5, unless otherwise indicated.
2. Material for Exterior Locations and Where Stainless Steel Is Indicated:
Alloy Group 1Group 2 stainless-steel bolts, ASTM F 593, and nuts, ASTM F 594.
2.6 MISCELLANEOUS MATERIALS
A. Welding Rods and Bare Electrodes: Select according to AWS specifications for metal
alloy welded.
B. Galvanizing Repair Paint: High-zinc-dust-content paint complying with SSPC-Paint 20
and compatible with paints specified to be used over it.
C. Shop Primers: Provide primers that comply with Section 09 91 13 "Exterior Painting."
D. Universal Shop Primer: Fast-curing, lead- and chromate-free, universal modified-alkyd
primer complying with MPI#79 and compatible with topcoat.
1. Use primer containing pigments that make it easily distinguishable from zinc-rich
primer.
E. Epoxy Zinc-Rich Primer: Complying with MPI#20 and compatible with topcoat.
F. Shop Primer for Galvanized Steel: Water-based galvanized metal primer complying
with MPI#134.
G. Intermediate Coats and Topcoats: Provide products that comply with Section 09 91 13
"Exterior Painting."
H. Epoxy Intermediate Coat: Complying with MPI#77 and compatible with primer and
topcoat.
I. Polyurethane Topcoat: Complying with MPI#72 and compatible with undercoat.
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J. Bituminous Paint: Cold-applied asphalt emulsion complying with
ASTM D 1187/D 1187M.
K. Nonshrink, Nonmetallic Grout: Factory-packaged, nonstaining, noncorrosive,
nongaseous grout complying with ASTM C 1107/C 1107M. Provide grout specifically
recommended by manufacturer for interior and exterior applications.
L. Anchoring Cement: Factory-packaged, nonshrink, nonstaining, hydraulic-controlled
expansion cement formulation for mixing with water at Project site to create pourable
anchoring, patching, and grouting compound.
1. Water-Resistant Product: At exterior locations provide formulation that is
resistant to erosion from water exposure without needing protection by a sealer
or waterproof coating and that is recommended by manufacturer for exterior use.
2.7 FABRICATION
A. General: Fabricate railings to comply with requirements indicated for design,
dimensions, member sizes and spacing, details, finish, and anchorage, but not less
than that required to support structural loads.
B. Assemble railings in the shop to greatest extent possible to minimize field splicing and
assembly. Disassemble units only as necessary for shipping and handling limitations.
Clearly mark units for reassembly and coordinated installation. Use connections that
maintain structural value of joined pieces.
C. Make up wire-rope assemblies in the shop to field-measured dimensions with fittings
machine swaged. Minimize amount of turnbuckle take-up used for dimensional
adjustment so maximum amount is available for tensioning wire ropes. Tag wire-rope
assemblies and fittings to identify installation locations and orientations for coordinated
installation.
D. Cut, drill, and punch metals cleanly and accurately. Remove burrs and ease edges to a
radius of approximately 1/32 inchunless otherwise indicated. Remove sharp or rough
areas on exposed surfaces.
E. Form work true to line and level with accurate angles and surfaces.
F. Fabricate connections that will be exposed to weather in a manner to exclude water.
Provide weep holes where water may accumulate. Locate weep holes in inconspicuous
locations.
G. Cut, reinforce, drill, and tap as indicated to receive finish hardware, screws, and similar
items.
H. Connections: Fabricate railings with welded or nonwelded connections unless
otherwise indicated.
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I. Welded Connections: Cope components at connections to provide close fit, or use
fittings designed for this purpose. Weld all around at connections, including at fittings.
1. Use materials and methods that minimize distortion and develop strength and
corrosion resistance of base metals.
2. Obtain fusion without undercut or overlap.
3. Remove flux immediately.
4. At exposed connections, finish exposed welds to comply with NOMMA's
"Voluntary Joint Finish Standards" for Type 1 welds; no evidence of a welded
joint.
J. Mechanical Connections: Connect members with concealed mechanical fasteners and
fittings. Fabricate members and fittings to produce flush, smooth, rigid, hairline joints.
1. Fabricate splice joints for field connection using an epoxy structural adhesive if
this is manufacturer's standard splicing method.
K. Form changes in direction as follows:
1. As detailed.
L. Bend members in jigs to produce uniform curvature for each configuration required;
maintain cross section of member throughout entire bend without buckling, twisting,
cracking, or otherwise deforming exposed surfaces of components.
M. Close exposed ends of hollow railing members with prefabricated end fittings.
N. Provide wall returns at ends of wall-mounted handrails unless otherwise indicated.
Close ends of returns, unless clearance between end of rail and wall is 1/4 inch or less.
O. Brackets, Flanges, Fittings, and Anchors: Provide wall brackets, flanges,
miscellaneous fittings, and anchors to interconnect railing members to other work
unless otherwise indicated.
1. At brackets and fittings fastened to plaster or gypsum board partitions, provide
crush-resistant fillers, or other means to transfer loads through wall finishes to
structural supports and to prevent bracket or fitting rotation and crushing of
substrate.
P. Provide inserts and other anchorage devices for connecting railings to concrete or
masonry work. Fabricate anchorage devices capable of withstanding loads imposed by
railings. Coordinate anchorage devices with supporting structure.
Q. For railing posts set in concrete, provide stainless-steel sleeves not less than 6
incheslong with inside dimensions not less than 1/2 inch greater than outside
dimensions of post, with metal plate forming bottom closure.
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2.8 GENERAL FINISH REQUIREMENTS
A. Comply with NAAMM's "Metal Finishes Manual for Architectural and Metal Products"
recommendations for applying and designating finishes.
B. Protect mechanical finishes on exposed surfaces from damage by applying a
strippable, temporary protective covering before shipment.
C. Appearance of Finished Work: Noticeable variations in same piece are not acceptable.
Variations in appearance of abutting or adjacent pieces are acceptable if they are
within one-half of the range of approved Samples. Variations in appearance of other
components are acceptable if they are within the range of approved Samples and are
assembled or installed to minimize contrast.
D. Provide exposed fasteners with finish matching appearance, including color and
texture, of railings.
2.9 STEEL AND IRON FINISHES
A. Galvanized Railings:
1. Hot-dip galvanize exterior steel and iron railings, including hardware, after
fabrication.
2. Hot-dip galvanize indicated steel and iron railings, including hardware, after
fabrication.
3. Comply with ASTM A 123/A 123M for hot-dip galvanized railings.
4. Comply with ASTM A 153/A 153M for hot-dip galvanized hardware.
5. Do not quench or apply post-galvanizing treatments that might interfere with paint
adhesion.
6. Fill vent and drain holes that are exposed in the finished Work, unless indicated
to remain as weep holes, by plugging with zinc solder and filing off smooth.
B. For galvanized railings, provide hot-dip galvanized fittings, brackets, fasteners,
sleeves, and other ferrous components.
C. Preparing Galvanized Railings for Shop Priming: After galvanizing, thoroughly clean
railings of grease, dirt, oil, flux, and other foreign matter, and treat with etching cleaner.
D. For nongalvanized-steel railings, provide nongalvanized ferrous-metal fittings,
brackets, fasteners, and sleeves, but galvanize anchors to be embedded in exterior
concrete or masonry.
E. Preparing Nongalvanized Items for Shop Priming: Prepare uncoated ferrous-metal
surfaces to comply with requirements indicated below:
1. Exterior Railings: SSPC-SP 6/NACE No. 3, "Commercial Blast Cleaning."
2. Railings Indicated to Receive Zinc-Rich Primer: SSPC-SP 6/NACE No. 3,
"Commercial Blast Cleaning."
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3. Railings Indicated to Receive Primers Specified in Section 09 96 00 "High-
Performance Coatings": SSPC-SP 6/NACE No. 3, "Commercial Blast Cleaning."
4. Other Railings: SSPC-SP 7/NACE No. 4, "Brush-off Blast Cleaning."
F. Primer Application: Apply shop primer to prepared surfaces of railings unless otherwise
indicated. Comply with requirements in SSPC-PA 1, "Paint Application Specification
No. 1: Shop, Field, and Maintenance Painting of Steel," for shop painting. Primer need
not be applied to surfaces to be embedded in concrete or masonry.
1. Shop prime uncoated railings with universal shop primer unless zinc-rich primer
is indicated.
2. Do not apply primer to galvanized surfaces.
G. Shop-Painted Finish: Comply with Section 09 91 13 "Exterior Painting."
1. Color: As indicated on plans.
H. High-Performance Coating: Apply epoxy intermediate and polyurethane topcoats to
prime-coated surfaces. Comply with coating manufacturer's written instructions and
with requirements in SSPC-PA 1, "Paint Application Specification No. 1: Shop, Field,
and Maintenance Painting of Steel," for shop painting. Apply at spreading rates
recommended by coating manufacturer.
1. Color: As indicated on plans.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Examine plaster and gypsum board assemblies, where reinforced to receive anchors,
to verify that locations of concealed reinforcements have been clearly marked for
Installer. Locate reinforcements and mark locations if not already done.
3.2 INSTALLATION, GENERAL
A. Fit exposed connections together to form tight, hairline joints.
B. Perform cutting, drilling, and fitting required for installing railings. Set railings accurately
in location, alignment, and elevation; measured from established lines and levels and
free of rack.
1. Do not weld, cut, or abrade surfaces of railing components that have been
coated or finished after fabrication and that are intended for field connection by
mechanical or other means without further cutting or fitting.
2. Set posts plumb within a tolerance of 1/16 inch in 3 feet.
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3. Align rails so variations from level for horizontal members and variations from
parallel with rake of steps and ramps for sloping members do not exceed 1/4 inch
in 12 feet.
C. Control of Corrosion: Prevent galvanic action and other forms of corrosion by insulating
metals and other materials from direct contact with incompatible materials.
D. Adjust railings before anchoring to ensure matching alignment at abutting joints.
E. Fastening to In-Place Construction: Use anchorage devices and fasteners where
necessary for securing railings and for properly transferring loads to in-place
construction.
3.3 RAILING CONNECTIONS
A. Nonwelded Connections: Use mechanical or adhesive joints for permanently
connecting railing components. Use wood blocks and padding to prevent damage to
railing members and fittings. Seal recessed holes of exposed locking screws using
plastic cement filler colored to match finish of railings.
B. Welded Connections: Use fully welded joints for permanently connecting railing
components. Comply with requirements for welded connections in "Fabrication" Article
whether welding is performed in the shop or in the field.
C. Expansion Joints: Install expansion joints at locations indicated but not farther apart
than required to accommodate thermal movement. Provide slip-joint internal sleeve
extending 2 inches beyond joint on either side, fasten internal sleeve securely to one
side, and locate joint within 6 inches of post.
3.4 ANCHORING POSTS
A. Use steel pipe sleeves preset and anchored into concrete for installing posts. After
posts have been inserted into sleeves, fill annular space between post and sleeve with
nonshrink, nonmetallic grout, mixed and placed to comply with anchoring material
manufacturer's written instructions.
B. Form or core-drill holes not less than 5 inches deep and 3/4 inch larger than OD of post
for installing posts in concrete. Clean holes of loose material, insert posts, and fill
annular space between post and concrete with nonshrink, nonmetallic grout, mixed and
placed to comply with anchoring material manufacturer's written instructions.
C. Cover anchorage joint with flange of same metal as post, [welded to post after placing
anchoring material] [attached to post with set screws].
D. Leave anchorage joint exposed with 1/8-inch buildup, sloped away from post.
E. Anchor posts to metal surfaces with flanges, angle type, or floor type as required by
conditions, connected to posts and to metal supporting members as follows:
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1. For steel railings, weld flanges to posts and bolt to metal-supporting surfaces.
F. Install removable railing sections, where indicated, in slip-fit metal sockets cast in
concrete.
3.5 ATTACHING RAILINGS
A. Anchor railing ends to concrete and masonry with sleeves concealed within] flanges
connected to railing ends and anchored to wall construction with anchors and bolts.
B. Anchor railing ends to metal surfaces with flanges bolted to metal surfaces and welded
to railing ends or connected to railing ends using nonwelded connections.
3.6 FIELD QUALITY CONTROL
A. Testing Agency: Owner will engage a qualified testing agency to perform tests and
inspections and to prepare test reports.
B. Extent and Testing Methodology: Testing agency will randomly select completed railing
assemblies for testing that are representative of different railing designs and conditions
in the completed Work. Test railings according to ASTM E 894 and ASTM E 935 for
compliance with performance requirements.
C. Remove and replace railings where test results indicate that they do not comply with
specified requirements unless they can be repaired in a manner satisfactory to
Architect and comply with specified requirements.
D. Perform additional testing and inspecting, at Contractor's expense, to determine
compliance of replaced or additional work with specified requirements.
3.7 CLEANING
A. Clean aluminum and stainless steel by washing thoroughly with clean water and soap,
rinsing with clean water, and wiping dry.
B. Clean copper alloys according to metal finisher's written instructions in a manner that
leaves an undamaged and uniform finish matching approved Sample.
C. Clean and polish as recommended in writing by manufacturer. Wash both exposed
surfaces in each area of Project not more than four days before date scheduled for
inspections that establish date of Substantial Completion.
D. Clean by wiping with a damp cloth and then wiping dry.
E. Touchup Painting: Immediately after erection, clean field welds, bolted connections,
and abraded areas of shop paint, and paint exposed areas with the same material
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used for shop painting to comply with SSPC-PA 1 for touching up shop-painted
surfaces.
1. Apply by brush or spray to provide a minimum 2.0-mil dry film thickness.
F. Touchup Painting: Cleaning and touchup painting of field welds, bolted connections,
and abraded areas of shop paint are specified in Section 09 91 13 "Exterior Painting"
and Section 09 91 23 "Interior Painting."
G. Galvanized Surfaces: Clean field welds, bolted connections, and abraded areas and
repair galvanizing to comply with ASTM A 780/A 780M.
3.8 PROTECTION
A. Protect finishes of railings from damage during construction period with temporary
protective coverings approved by railing manufacturer. Remove protective coverings at
time of Substantial Completion.
B. Restore finishes damaged during installation and construction period so no evidence
remains of correction work. Return items that cannot be refinished in the field to the
shop; make required alterations and refinish entire unit, or provide new units.
END OF SECTION 05 73 00
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(Comply with State and Local regulations governing the use and application of paint materials.)
SECTION 09 96 10 – ANTI-GRAFFITI COATING
PART 1 GENERAL
1.1 SUMMARY
A. Section includes graffiti-resistant coating materials.
1.2 SUBMITTALS
A. Comply with pertinent provisions of Section 01 33 00.
B. Provided the following prior to stating the Work:
1. Product Data: Material List: An inclusive list of required coating
materials. Indicate each material and cross-reference the
specific coating, finish system, and application. Identify each
material by manufacturer's catalog number and general
classification.
2. Manufacturer's Information: Manufacturer's technical
information, including label analysis and instructions for handling,
storing, and applying each material specified.
3. Material Safety Data Sheets (MSDS). The environmental
and installation recommendations and safety precautions of the
MSDS shall be strictly followed.
4. Certification by manufacturer that products supplied comply with
requirements indicated that limit the amount of VOCs in coating
products.
5. Samples for Verification: For each color and material to be
applied, with texture to simulate actual conditions, on
representative samples of the actual substrate.
C. Prior to final completion, provide the following:
1. Provide the Owner’s Representative with two gallons of the
graffiti resistant coatings in new, unopened, and properly labeled
one-gallon metal containers.
2. Provide the Owner’s Representative with two gallons of the
graffiti cleaner solvent in new, unopened, and properly labeled
containers.
1.3 QUALITY ASSURANCE Coordinate manufacturer with 2.1 A.
A. Provide all materials necessary to complete work under this
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section and as specified herein from a single manufacturer, including
coatings and removal agent. Provide products as manufactured by
Prosoco, (800-255-4255, fax 785-830-9797), or approved equal.
B. Provide equal materials by another manufacturer in compliance
with sections 01 33 00 (Submittal). Approved manufacturers:
1.4 REFERENCES
A. The publications listed below form a part of this specification to the extent
referenced. The publications are referred to in text by the basic designation
only:
1. AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM),
sections as listed.
1.5 RELATED SECTIONS
A. Submission of bid by the Contractor shall be taken as prima facie evidence that
he has reviewed all sections of the Specifications, the Drawings, and the
Contract documents, and has knowledge of the work required of other trades
that may be related to the work performed under this section.
B. The following list of related sections is provided as an aid to the Contractor in
bidding and performing the work. Other sections may also be applicable.
1. All sections of the GENERAL CONDITIONS, SPECIAL CONDITIONS,
and DIVISION 1.
1.6 DELIVERY, STORAGE, AND HANDLING
A. Deliver materials to Project site in manufacturer's original, unopened packages and
containers bearing manufacturer's name and label with the following information:
1. Name or title of material.
2. Product description (generic classification or binder type).
3. Manufacturer's stock number and date of manufacture.
4. Contents by volume, for pigment and vehicle constituents.
5. Thinning instructions.
6. Application instructions.
7. Color name and number.
8. Handling instructions and precautions.
B. Store materials not in use in tightly covered containers in a well-ventilated area at a
minimum ambient temperature of 45 deg F. Maintain containers used in storage in
a clean condition, free of foreign materials and residue.
1. Keep storage area neat and orderly. Remove oily rags and waste daily.
Take necessary measures to ensure that workers and work areas are
protected from fire and health hazards resulting from handling, mixing, and
applying coatings.
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1.7 PROJECT CONDITIONS
A. Apply coatings only when temperature of surfaces to be coated and surrounding air
temperatures are between 45 and 95 deg F.
B. Do not apply coatings in snow, rain, fog, or mist; when relative humidity exceeds 85
percent; at temperatures less than 5 deg F above the dew point; or to damp or wet
surfaces.
1. Allow wet surfaces to dry thoroughly and attain temperature and
conditions specified before proceeding with or continuing coating
operation.
PART 2 PRODUCTS
2.1 GRAFFITI RESISTANT COATING
A. Products Approved:
1. Blok-Guard & Graffiti Control II manufactured by Prosoco. 800-255-4255,
or approved equal.
B. Coatings shall meet requirements of the following:
1. ASTM B 117 and ASTM D 714 (salt spray minimum acceptable of 8000
hours.
2. ASTM D 530 (hardness)
3. ASTM D 412 (tensile strength and elongation)
4. ASTM D 522 (pass 3/8 inch mandral)
5. ASTM 968 (abrasion test)
6. ASTM E 96 (vapor transmission)
7. Water clear, non-yellowing, free of waxes and urethanes.
8. Non-toxic, non-flammable, biodegradable, with a pH 7 - 8.5.
9. Shall allow moisture vapor transmission.
C. Undercoating: GSS Barrier; water-based undercoating used as a sealer over
porous surfaces.
1. Provide high-solids version for use over porous or uneven surfaces.
D. Top coatings: GSS-10; permanent anti-graffiti top coating.
1. Finish: Matte. Matte is defined as the finish of the top coating reading
less than five degrees on a Gardner Gloss Meter
2. Color: Color Clear or tinted, as indicated
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2.2 GRAFFITI CLEANER
A. Graffiti Remover: GSS Erasol; non-caustic, bio-degradable and recyclable,
allowing graffiti removal without the use of blasting equipment, hot water, or
high pressure wash equipment.
PART 3 EXECUTION
3.1 JOB CONDITIONS
A. Examine the job conditions under which the work is to be performed. Notify the
Contractor of any conditions detrimental to the proper application of paints and
finishes. Do not commence Work until adverse conditions have been
corrected.
1. All environmental controls and conditions shall comply with the
requirements of the Material safety Data Sheet recommendations.
2. No graffiti resistant coating shall be applied in the presence of persons
occupying the building or visiting the area of Work, who are not engaged
in or responsible for the application of the material.
B. Prepare surfaces only in accordance with manufacturer's written guidelines.
3.2 SAFETY PRECAUTIONS
A. Read each components MSDS before use and follow the MSDS instructions.
3.3 PREPARATION
A. General: Remove plates, machined surfaces, and similar items already in place
that are not to be coated. If removal is impractical or impossible because of the
size or weight of item, provide surface-applied protection before surface
preparation and coating.
1. After completing coating operation, reinstall items that were removed; use
workers skilled in the trades involved.
B. Cleaning: Before applying coatings, clean substrates of substances that could
impair bond of coatings. Remove oil and grease before cleaning.
1. Schedule cleaning and coating application so dust and other contaminates
from cleaning process will not fall on wet, newly coated surfaces.
C. Surface preparation: Clean and prepare surfaces to be coated according to
manufacturer’s written instructions for each substrate condition and as specified.
1. Provide barrier coats over incompatible primers or remove primers and
reprime substrate.
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2. Cementitious Substrates: Prepare concrete, brick, concrete masonry block,
and cement plaster surfaces to be coated. Remove efflorescence, chalk,
dust, dirt, grease, oils, and release agents. Roughen as required to remove
glaze. If hardeners or sealers have been used to improve curing, use
mechanical methods to prepare surfaces.
a. Do not coat surfaces if moisture content exceeds that permitted in
manufacturer's written instructions.
3. Metal Substrates: Clean ferrous-metal surfaces that have been shop
coated; remove oil, grease, dirt and other foreign substances.
D. Material Preparation: Carefully mix and prepare coating materials according to
the manufacturers written instructions.
1. Maintain containers used in mixing and applying coatings in a clean
condition, free of foreign materials and residue.
2. Stir materials before applying to produce a mixture of uniform density. Stir
as required during application.
3.4 APPLICATION
A. General: Apply coatings according to manufacturer's written instructions.
1. Use applicators and techniques best suited for the material being applied.
a. Do not apply coatings over dirt, rust, scale, grease, moisture,
scuffed surfaces, or conditions detrimental to forming a durable
coating film.
b. Allow sufficient time between successive coats to permit proper
drying. Do not recoat surfaces until coating has dried to where it
feels firm, does not deform or feel sticky under moderate thumb
pressure, and application of another coat does not cause
undercoat to lift or lose adhesion.
B. Application Over Cementitious Surfaces:
1. Base: Minimum of 2 coats or as many as necessary to achieve a
pinhole free surface of GSS Barrier undercoating as specified by
manufacturer; 3 to 4 mils minimum dry film thickness.
2. Finish: Minimum of 2 coats of GSS-10 top coating; 3 to 4 mils minimum
dry film thickness or as many coats as necessary to satisfy warranty
requirements.
C. Application Over Primed Metal Surfaces:
1. Finish: 2 coats of GSS-10 top coating; 3 to 4 mils minimum dry film
thickness.
D. Completed Work: Match approved Samples for color, texture, and coverage.
Remove, refinish, or recoat work that does not comply with specified
requirements.
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3.5 TOUCH-UP, CLEANING, AND REPAIRS
A. After completing coating application, clean spattered surfaces. Remove
spattered coatings by washing, scraping, or other methods. Do not scratch or
damage adjacent finished surfaces.
3.6 PROTECTION
A. Protect work of other trades, whether being coated or not, against damage from
coating operation. Correct damage by cleaning, repairing, replacing, and recoating,
as approved by Landscape Architect, and leave in an undamaged condition.
1. Provide "Wet Paint" signs to protect newly coated finishes. After completing
coating operations, remove temporary protective wrappings provided by
others to protect their work.
2. At completion of construction activities of other trades, touch up and restore
damaged or defaced coated surfaces.
3.7 MAINTENANCE
A. Upon completion of the work, deliver to the Owner’s Representative an extra
stock per section 1.2.
END OF SECTION 09 96 10
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SECTION 10 73 00 – PRE-ENGINEERED SHADE SHELTER
PART 1 - GENERAL
1.1 DESCRIPTION OF PRODUCT
A. SSG 08x09 (Sun Shelter Gable Roof) with Multi-Rib Metal Roof "R" Panel.
B. ROOF SLOPE: 4/12.
C. Minimum Clearance Height (MCH): 7.5 in ft. Minimum clearance height under the structure
indicates the lowest height of a member from finish grade for clearance under the
structure. This is generally the clearance under roof eave or frame, whichever is lower.
1.2 REFERENCES
A. REFERENCE STANDARDS:
1. AISC - American Institute of Steel Construction Manual of Steel Construction.
2. ASTM - American Society for Testing and Materials.
3. AWS - American Welding Society.
4. OSHA - Occupational Safety and Health Administration Steel Erection Standard 29
CFR 1926 Subpart R-Steel Erection.
a PCI - Powder Coating Institute.
5. SSPC - The Society for Protective Coatings.
1.3 SUBMITTALS
A. Submit 4 sets of submittal drawings and 2 sets of calc books, both signed and sealed by a
Professional Engineer licensed in the State of CA.
B. PRODUCT DESIGN REQUIREMENTS:
The building shall meet the following design requirements as shown on the drawings:
1. Building Code: CBC 2013.
2. Ground Snow Load (Pg): 0.
3. Basic Wind Speed (V): 115.
4. Seismic Design: See drawings.
C. SUBMITTAL REQUIREMENTS:
Calculations and Submittal drawings shall include, at a minimum:
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1. Calculations:
a. References to building codes and design manuals used for calculations.
b. Identification of lateral force resisting system.
c. Formulas used for determining snow, wind, and seismic loads to specific project
location.
d. Three dimensional modeling input, model geometry, and analysis results.
e. Member design results and controlling load combinations.
f. Connection design for structural bolts, welds, plate thicknesses, and anchorage to
the foundation.
g. Foundation designs shall include the required combinations of gravity and lateral
loads.
2. Submittal Drawings:
a. Anchor bolt layout.
b. Foundation design.
c. Three dimensional views of frame.
d. Member sizes and locations.
e. Structural connection details, including bolt sizes and plate thicknesses.
f. Roof trim and connection details for installation clarity.
D. FOUNDATION DESIGN:
1. The shelter shall be set on foundations designed by manufacturer.
2. Foundation materials shall be provided by contractor.
3. Owner shall provide manufacturer with complete information about the site including
soil bearing capacity and lateral load capacity.
4. If soil data are not provided, foundations will be designed to the minimum values
identified in the governing building code.
E. ANCHOR BOLTS:
Anchor bolts shall be provided by manufacturer.
1.4 QUALITY ASSURANCE
A. MANUFACTURER QUALIFICATIONS:
1. Minimum of (10) years in the shelter construction industry.
2. Full time on-staff Licensed Engineer.
3. Full time on-staff AWS Certified Associate Welding Inspector.
4. Full time on-staff Quality Assurance Manager.
5. All welders AWS Certified.
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6. Manufacturer owned and controlled finishing system to include shot blast,
pretreatment, primer, and top coat.
7. Published Quality Management System.
8. Annual audit of Quality System and Plant Processes by Third Party Agency.
9. Annual audit of powder coat finish system by Third Party Agency (PCI).
B. MANUFACTURER’S CERTIFICATONS:
1. PCI 4000 S Certified, Certification thru Powder Coating Institute for original equipment
manufacturers (OEMs) to evaluate process on entire finish system to add powder coat
over steel.
2. City of Los Angeles, CA Approved Fabricator Type I Steel.
3. Clark County, NV Approved Fabricator steel.
4. City of Houston, TX Approved Fabricator Structural Steel and Structural Insulated
Panels.
5. Miami Dade County Certificate of Competency for Structural Steel and Miscellaneous
Metal Products and Assemblies.
6. State of Utah Approved Fabricator for Medium and High Strength Steel.
7. City of Riverside, CA Approved Fabricator Type I Steel.
8. City of Phoenix, AZ Approved Steel Fabricator.
1.5 FIELD OR SITE CONDITIONS
A. Foundations shall be at the same elevation unless specifically noted otherwise on the
drawings.
1.6 MANUFACTURER WARRANTY
A. Shelter must have a (10) year limited warranty on steel frame members.
B. Shelter must have a (10) year limited warranty on paint system.
C. Pass through warranty of Metal Roof manufacturer shall be provided upon request.
PART 2 - PRODUCTS
2.1 SHELTER SYSTEM AND MATERIALS
A. MANUFACTURERS:
1. Acceptable Manufacturer: Poligon, or approved Equal. Receive pricing from Miracle
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Playground Sales at Miracle Playground Sales, Inc, 9106 Pulsar Ct., CORONA, CA
92883, Phone 800-264-7225 x107, Email Jim.spence@miracleplayground.com.
B. SUBSTITUTION LIMITATIONS:
1. Alternate suppliers must meet the qualifications and provide proof of certifications listed
under Section 1.4 QUALITY ASSURANCE.
2. Alternate suppliers must provide an equivalent paint system to the standard finish listed
under Section 2.1 C. 8. FINISHES.
C. PRODUCT REQUIREMENTS AND MATERIALS:
1. The pre-engineered package shall be pre-cut unless otherwise noted and prefabricated
which will include all parts necessary to field construct the shelter. The shelter shall be
shipped knocked down to minimize shipping expenses. Field labor will be kept to a
minimum by pre-manufactured parts. Onsite welding is not necessary.
2. REINFORCED CONCRETE:
a. Concrete shall have minimum 28-day compressive strength of 3,000 psi and slump
of 4" (+/- 1"), unless otherwise noted on the drawings.
b. Reinforcing shall be ASTM A615, grade 60.
3. STEEL COLUMNS:
a. Hollow structural steel tube minimum ASTM A500 grade B with a minimum wall
thickness of 3/16".
b. Unless columns are direct buried, columns shall be anchored directly to concrete
foundation with a minimum of four anchor rods to meet OSHA requirement
1926.755(a)(1).
4. STRUCTURAL FRAMING:
a. Hollow Structural Steel tube minimum ASTM A500 grade B, “I” beams, tapered
columns or open channels shall not be accepted for primary beams. Frame will
have a standard finish per Section 2.1 C. 8. FINISHES. Color chosen from
manufacturer's standard color chart: Hunter Green.
5. COMPRESSION MEMBERS:
a. Compression Rings of structural channel or welded plate minimum ASTM A36 or
compression tubes of structural steel tube minimum ASTM A500 grade B shall only
be used.
6. CONNECTION REQUIREMENTS:
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a. Anchor bolts shall be ASTM F1554 (Grade 36) unless otherwise noted.
b. Structural fasteners shall be zinc plated ASTM A325 high strength bolts and A563
high strength nuts.
c. Structural fasteners shall be hidden within framing members wherever possible.
d. No field welding shall be required to construct the shelter.
e. All welds shall be free of burrs and inconsistencies.
f. Exposed fasteners shall be powder coated by manufacturer prior to shipment to
match frame or roof colors as applicable.
g. Manufacturer shall provide extra structural and roofing fasteners.
7. ROOFING MATERIALS:
a. PRIMARY ROOF DECK OF “R” PANEL METAL ROOFING (MR):
1) Roofing shall be 24 gauge ribbed galvalume steel sheets, with ribs 1 3/16” high
and 12” on center.
2) Roof surface shall be painted with Kynar 500 to the manufacturer’s standard
color: Colonial Red. Ceiling surface shall be a "wash coat" primer.
3) Roof panels shall be factory precut to size and angled to provide ease of one-
step installation.
4) Metal roofing trim shall match the color of the roof and shall be factory made of
26 gauge Kynar 500 painted steel.
5) Trim shall include panel ridge caps, hip caps, eave trim, splice channels, rake
trim, roof peak cap, and corner trim as applicable for model selected. Trim may
need to be cut to length and notched. Installation drawings shall have detailed
information on how to cut and affix roof trim.
6) Ridge, hip, and valley caps shall be pre-formed with a single central bend to
match the roof pitch and shall be hemmed on the sides.
7) Roof peak cap shall be pre-manufactured.
8) Manufacturer shall supply painted screws and butyl tape.
8. FINISHES:
a. STANDARD FINISH:
1) Steel shall be cleaned, pretreated and finished at a facility owned and directly
supervised by the manufacturer.
2) Steel shall be shot blasted to SSPC-SP10 near-white blast cleaning. SSPC-
SP2 hand tool cleaning will not be an acceptable alternative.
3) Parts shall be pretreated in a 3 stage iron phosphate or equal washer.
4) Epoxy primer powder coat shall be applied to parts for superior corrosion
protection.
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5) Top coat of Super Durable TGIC powder coat shall be applied over the epoxy
primer.
6) Finish shall not have any VOC emissions.
7) Sample production parts shall have been tested and meet the following criteria:
a) Salt spray resistance per ASTM B 117/ ASTM D 1654 to 10,000 hours with
no creep from scribe line and rating of 10.
b) Humidity resistance per ASTM D2247-02 to 5,000 hours with no loss of
adhesion or blistering.
c) Color/UV resistance per ASTM G154-04 to 2,000 hours exposure, alternate
cycles with results of no chalking, 75% color retention, color variation
maximum 3.0 E variation CIE formula (before and after 2,000 hours
exposure).
8) The manufacturer shall be PCI 4000 S Certified.
9) Exposed fasteners for frame and ornamentation shall be powder coated to
match structure.
b. PRIME COAT FINISH:
1) Steel shall be cleaned, pre-treated, and finished at a facility owned and directly
supervised by the manufacturer.
2) Steel shall be shot blasted to SSPC- SP10 near-white blasting. SSPC-SP2
hand tool cleaning will not be an acceptable alternative.
3) Frame shall be prime coated with an off gray Super Durable TGIC powder coat.
4) Primer shall not have any VOC emissions.
5) Red oxide primer will not be an acceptable alternative.
c. HOT DIP GALVANIZED FINISH:
1) Steel members, fabrications and assemblies shall be galvanized after welding
by the hot dip process in accordance with ASTM A123. The composition of
metal in the galvanizing bath shall be no less than 98% zinc.
2) The galvanized coating shall be continuous, adherent, and free from any
detrimental defect.
3) Appearance of galvanized members shall be consistent with ASTM A123.
d. E-COAT BASE COAT FINISH:
1) Entire building under Super Durable Polyester TGIC powder coat shall have an
E-Coat Base Coat.
2) Steel shall be shot blasted in-house to SSPC-SP10 near-white blast cleaning
prior to adding E-Coat. SSPC-SP2 hand tool cleaning will not be an acceptable
alternative.
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3) Top powder coat system of POLI-5000 Super Durable TGIC powder coat which
includes epoxy primer shall be applied.
9. ACCESSORIES:
a. INTEGRATED SEATING: Integrated Recycled Plastic Seating:
1) Integrated seating will be installed between shelter columns.
2) Back to back with back rest and cap between top of backrests
3) Recycled plastic color: Cedar
PART 3 - EXECUTION
3.1 INSTALLERS STORAGE AND HANDLING
A. Protect building products after arrival at destination from weather, sunlight, and damage.
B. Installer shall store product elevated to allow air circulation and to not introduce mold, fungi
decay or insects to the product.
C. Product must be handled with protective straps or padded forks if lifting with mechanical
equipment. Use of chain or cable to lift product into place will not be accepted and may
void manufacturer’s warranty.
3.2 ERECTION
D. INSTALLATION:
1. Install all components according to manufacturer's installation instructions and these
specifications.
E. GENERAL CONTRACTOR:
1. Interface with other work is to be coordinated by the customer or the customer's agent.
Certain designs have electrical or other plumbing requirements that are not supplied by
Poligon.
F. TOLERANCES:
1. Tolerances on steel structural members are set according to AISC construction
practices, abided in the factory, and cannot be increased. No field slotting or opening of
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holes will be allowed. It is therefore essential that contractors conform to the tolerances
specified on the installation drawings for anchor bolt or column layout details.
G. OSHA COMPLIANCE:
1. OSHA Compliance to Steel Erection Standard 29CRF 1926 Subpart R-Steel Erection.
3.3 REPAIR
A. Do not attempt any field changes without first contacting the manufacturer.
3.4 FIELD OR SITE QUALITY CONTROL
A. Field or Site Tests and Inspections may be required by the customer or by the local
building inspector.
END OF SECTION 10 73 00
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SECTION 10 90 00 - MULTI-SPORT ARENA
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and Division 01 Specification Sections, apply to this
Section.
1.2 SUMMARY
A. General Soccer Arena construction including furnishing and installation of soccer arena
dasherboards, soccer equipment such as goals, netting, gates, team benches, score
keepers box table and benches, spectator bleachers, & athletic and recreational
surfacing/synthetic grass surfacing.
B. Section includes:
1. Arena Screen
2. Dasherboard
3. Arena Gates & Latches
4. Goals & Goal Nets
5. Team Benches
6. Score Keepers Box Table & Benches
7. Bleachers
8. Athletic and Recreational Surfacing/Synthetic Grass Surfacing
C. Related Requirements:
1. Section 03 30 53 "Miscellaneous Cast-In-Place Concrete" for perimeter curb,
setting dasherboard posts, and scoreboard posts.
2. Section 11 48 00 “Scoreboard” for arena scoreboard
3. Section 26 05 19 "Low Voltage Electrical Power Conductors & Cables" for wiring
of scoreboard and lights.
4. Section 26 56 68 "Exterior Athletic Lights" for arena lighting.
5. Section 31 20 00 "Earth Moving" for site grading and excavation to depth
necessary for installation of sub-base, and installation of sub-base.
6. Section 32 13 43 "Pervious Concrete Paving" for hardscape.
7. Section 32 17 23.13 "Infilled Synthetic Turf Systems" for field surface.
8. Section 33 46 00 "Subdrainage" for drainage system.
1.3 PREINSTALLATION MEETINGS
A. Preinstallation Conference: Conduct conference at Project site.
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1.4 ACTION SUBMITTALS
A. Product Data: For each type of product.
1. Submit two (2) 12”x12” samples of each thickness of dasherboard materials
called out on the drawings with manufacturer’s specifications and guarantees to
the City Inspector for review and approval.
2. Include rated capacities, operating characteristics, and furnished specialties and
accessories.
B. Shop Drawings:
1. Include plans, elevations, sections, and mounting attachment details.
2. Include details of equipment assemblies. Indicate dimensions, weights, loads,
required clearances, method of field assembly, components, and location and
size of each field connection.
3. Detail fabrication and assembly of chainlink team dug out and score keepers box
with standing seam roof, protection netting and chainlink goal boxes.
4. Include diagrams for power, signal, and control wiring.
C. Samples: For each exposed product and for each color and texture specified,12”x12” in
size.
D. Samples for Verification: For each type of exposed finish.
E. Product Schedule: Including, but not limited to, all arena components including
dasherboard, fittings, connectors, synthetic turf, exterior scoreboard, benches,
spectator bleachers, score keepers box table and bench & chainlink goal boxes.
1.5 INFORMATIONAL SUBMITTALS
A. Qualification Data: For Installer, manufacturer, fabricator, testing agency, & factory-
authorized service representative
B. Welding certificates.
C. Product Certificates: For each type of all components of the arena system.
D. Material Test Reports: For all components of the arena system, by a qualified testing
agency.
E. Sample Warranty: For the multi-sport arena system warranty.
1.6 CLOSEOUT SUBMITTALS
A. Maintenance Data: For multi-sport arena system to include in maintenance manuals.
B. Operation and Maintenance Data: For to include in and maintenance manuals.
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1.7 MAINTENANCE MATERIAL SUBMITTALS
A. Furnish extra materials, from the same product run, that match products installed and
that are packaged with protective covering for storage and identified with labels
describing contents.
1. Netting: Full-size units of arena netting equal to 5 percent (5%) of quantity
installed.
2. Synthetic Turf: Synthetic turf carpet equal to 2 percent (2%) of quantity installed.
3. Hardware: Full-size units of hinges, latches, clamps, fasteners, and screws
equal to 5 percent (5%) of quantity installed for each size indicated, but no fewer
than 5 units.
1.8 QUALITY ASSURANCE
A. Fabricator Qualifications: Having fabricated a minimum of six arenas in the last three
years.
B. Installer Qualifications: Installers and supervisors who are trained and approved by the
manufacture with experience in successful installation of a minimum of six similar
arenas projects in the last three years.
C. Welding Qualifications: Qualify procedures and personnel according to
AWS D1.1/D1.1M, Structural Welding Code – Steel.
1.9 DELIVERY, STORAGE, AND HANDLING
A. Do not expose dasherboard materials to excessive heat, cold, or other conditions that
would adversely affect their serviceability. Provide adequate protection for safety
glazing to prevent breakage, edge damage, scratching, or other physical damage.
1.10 FIELD CONDITIONS
A. Contractor shall conduct potholing of the designated area for the soccer arena prior to
construction to verify the extent of buried rocks and boulders and shall make design
adjustments as necessary based on potholing only with the written approval from the
Owner and the Landscape Architect.
1.11 WARRANTY
A. Manufacturer's Warranty: Manufacturer and Installer agree to repair or replace
components of the multi-sport arena that fail(s) in materials or workmanship within
specified warranty period.
1. Warranty Period: Two year(s) from date of Substantial Completion.
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PART 2 - PRODUCTS
2.1 MANUFACTURERS
A. Source Limitations: Obtain arena equipment from manufacturers indicated.
2.2 ARENA NETTING
A. Netting shall be 1-3/4” square No. 36 nylon mesh with Flexbar coating, item #K-36T1
3/4” as manufactured by West Coast Netting, Inc. and supplied by RMF Arena
Systems or approved equal.
B. Manufacturers: Subject to compliance with requirements, provide products by the
following available manufacturers offering products that may be incorporated into the
Work include, but are not limited to, the following:
1. West Coast Netting Inc.
5075 Flightline Drive
Kingman, AZ 86401
(800) 854-5741
C. Color: Black.
2.3 DASHERBOARD
A. A typical soccer arena dasherboard configuration shall include 10’ high header over
goal, 8’ wall on the curves and ends, and 48” or 42” high dasherboards on straight-
aways made from 1” thick white high density polyethylene panels with radius edges.
Straight-aways shall have cap rails on top of boards and posts 4” wide.
B. Where indicated on plans, selected panels shall have 1/2” thick clear acrylic panels
above the white dasherboard. Panels shall be Acrylite AR Abrasion Resistant Acrylic
or approved equal.
C. Clear Acrylic Panel Manufacturer’s: Subject to compliance with requirements, provide
products from the following available manufacturer offering products that may be
incorporated into the Work include, but are not limited to, the following:
1. CYRO Industries
Rockaway, NJ 07866
(973) 929-8000
2. Color: Clear
D. Soccer arena dasherboard shall be 1” thick arena board as distributed by San Diego
Plastics, Inc. and supplied by RMF Arena Systems, or approved equal.
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E. Dasherboard Distributors: Subject to compliance with requirements, provide products
from the following available distributors offering products that may be incorporated into
the Work include, but are not limited to, the following:
1. San Diego Plastics, Inc.
2220 McKinley Avenue
National City, CA 91950
(619) 477-4855
2. Color: White
F. Panels shall be UV stabilized for use in outdoor applications and to resist ultraviolet
damage.
G. Dasherboards shall be supported by 2-7/8” outside diameter DQ40 galvanized posts
every 4’ for maximum strength.
H. Where noted on plans dasherboards shall have heavy-duty, scratch resistant, clear
viewing panels. Viewing panels shall be 3/4” thick plexiglas or approved equal.
2.4 ARENA HARDWARE
A. All arena hardware and attachment systems shall be either galvanized or zinc coated
for long life and corrosion protection, and shall be designed to deal with the natural
expansion and contraction of the polyethylene dasherboards.
2.5 ARENA GATES AND LATCHES
A. Players and score keepers gates shall be step-through with galvanized steel bottom
step for long life. Service gates shall open clear to floor or sidewalk for easy arena
maintenance.
B. Gate latches shall be 2” x 2” x 1/4” steel construction galvanized coated, self closing,
and simply functional, or approved equal.
C. Manufacturers: Subject to compliance with requirements, provide products by the
following available manufacturers offering products that may be incorporated into the
Work include, but are not limited to, the following:
1. Hinges
a. McMaster-Carr
200 New Canton Way
Robbinsville, NJ 08691
(609) 689-3000
2. All other hardware:
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a. RMF Arena Systems
P.O. Box 421
Escondido, CA 92033
(760) 747-3366
2.6 GOALS AND GOAL NETS
A. Soccer goals shall be typically 8’ high, 14’ wide, and 4’ deep.
B. Goals boxes shall be chain link fencing fabricated as follows:
1. Carbon Steel Chain-Link Fence Fabric: Provide fabric fabricated in one-piece
widths (measured between top and bottom of outer edge of selvage knuckle or
twist) for fencing in height of 12 feet and less. Comply with CLFMI's "Product
Manual" and with requirements indicated below:
a. Mesh and Wire Size: 2-inch mesh, 0.148-inch diameter (9 gauge).
2. Round Steel Pipe Fence Framing: Standard weight, Nominal Pipe Size (NPS),
Schedule 40, galvanized steel pipe, hot-dipped after fabrication, complying with
ASTM F 1083 and ASTM A53. Comply with ASTM F 1043, Material Design
Group IA, Heavy Industrial Strength, external and internal coating Type A,
consisting of not less than 2.0-oz./sq. ft. zinc coating per ASTM A 123; and the
following strength and stiffness requirements:
a. Line, End, Corner, and Pull Posts and Top Rail and gate frames: Per
ASTM A53 requirements, Schedule 40 steel pipe, galvanized.
b. Thread protectors shall not be used as couplings under any circumstances.
c. Posts and Rails, and Horizontal Framework Members: Framing, including
rails, braces, line, terminal, and corner posts, shall comply with ASTM F
1043.
3. Post Brace Rails: Provide brace rail with truss rod assembly for each gate, end,
and pull post. Provide two brace rails extending in opposing directions, each with
truss rod assembly, for each corner post and for pull posts. Provide rail ends and
clamps for attaching rails to posts.
4. Top Rails: Provide at all chain-link fencing. Fabricate top rail from lengths 21
feet or longer, with wedged-end or fabricated for expansion-type coupling,
forming a continuous rail along top of chain-link fabric. Provide expansion
couplings 6 inches long at each joint in top rails.
5. Intermediate Rails: Provide at tennis court and multi-purpose court wall fencing,
and where indicated. Match top rail for coating and strength and stiffness
requirements.
6. Bottom Rails: Provide at athletic field, tennis and handball court, and multi-
purpose court wall fencing. Also provide where decomposed granite, grass,
planters and synthetic fields abut any fence line. Size per reference standard.
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C. Goal drop nets shall be 1-3/4” square No. 36 nylon mesh with Flexbar coating, item #K-
36T1 3/4” as manufactured by West Coast Netting, Inc. and supplied by RMF Arena
Systems or approved equal.
D. Manufacturers: Subject to compliance with requirements, provide products by the
following available manufacturers offering products that may be incorporated into the
Work include, but are not limited to, the following:
1. West Coast Netting Inc.
5075 Flightline Drive
Kingman, AZ 86401
(800) 854-5741
2.7 TEAM BENCHES
A. Team benches shall be Sturdisteel 15’-0” anodized aluminum team bench with pier
mount bench legs, without seat back or approved equal. Benches shall be epoxy set
to concrete to secure in place.
B. Manufacturers: Subject to compliance with requirements, provide products by the
following available manufacturers offering products that may be incorporated into the
Work include, but are not limited to, the following:
1. Sturdisteel
P.O. Box 2655
Waco, TX 76702
(800) 433-3116
2.8 SCORE KEEPER BENCH
A. Score keeper bench shall be Sturdisteel 6’-0” anodized aluminum team bench with pier
mount bench legs, without seat back or approved equal. Benches shall be epoxy set
to concrete to secure in place.
B. Manufacturers: Subject to compliance with requirements, provide products by the
following available manufacturers offering products that may be incorporated into the
Work include, but are not limited to, the following:
1. Sturdisteel
P.O. Box 2655
Waco, TX 76702
(800) 433-3116
2.9 BLEACHERS
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A. Bleachers shall be as indicated on plans.
B. Manufacturers: Subject to compliance with requirements, provide products by the
following available manufacturers offering products that may be incorporated into the
Work include, but are not limited to, the following:
1. Sturdisteel
P.O. Box 2655
Waco, TX 76702
(800) 433-3116
2.10 PLAYER’S & SCORE KEEPER’S DUGOUT
A. Dugout shall be as manufactured by RMF Arena Systems, or Equal.
B. Manufacturers: Subject to compliance with requirements, provide products by the
following available manufacturers offering products that may be incorporated into the
Work include, but are not limited to, the following:
1. RMF Arena Systems
P.O. Box 421
Escondido, CA 92033
(760) 747-3366
2.11 FABRICATION
A. Shop Assembly: Roof support system over player benches.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Examine substrates and conditions, with Installer present, for compliance with
requirements for installation tolerances and other conditions affecting performance of
the Work.
B. Examine work of rink framing erector for compliance with manufacturing and
installation tolerances, including size, square, and offsets and corners. Do not proceed
with dasherboard work until unsatisfactory conditions have been corrected.
C. Examine roughing-in for electrical piping to verify actual locations of piping connections
before scoreboard installation.
D. Prepare written report, endorsed by Installer, listing conditions detrimental to
performance.
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E. Proceed with installation only after unsatisfactory conditions have been corrected.
3.2 PREPARATION
3.3 INSTALLATION
A. Soccer Arena Construction Order of Installation
1. Prepare site (demolition and salvage).
2. Grade site and excavate to depth necessary for installation of sub-base.
3. Install drainage system.
4. Install wiring for score board and lights.
5. Install perimeter curb and set dasherboard posts.
6. Install lights.
7. Install scoreboard posts.
8. Install subbase.
9. Install/attach dasherboards and gates to posts.
10. Install/attach arena screens to dasherboards.
11. Install scoreboard.
12. Install artificial turf field surface.
13. Install player benches, scorekeeper bench, and shade/roof over benches.
14. Install remaining gates, dasherboards, and goal netting.
B. Arena and Goals
1. Soccer arena and goals shall be installed per manufacturer’s specifications and
details on plans.
C. Dasherboard
1. Shop cut dasherboard materials, cut clean, straight edges free from chips and
fissures. Grind all edges smooth. Install per manufacturer’s specifications.
D. Bleachers, score keepers bench, and team benches shall be installed following the
complete curing of concrete pad and concrete walkway.
E. Bleachers, score keepers bench, and team benches shall be installed in accordance
with manufacturers installation procedures in locations indicated on the plans.
F. Epoxy set to concrete to prevent theft after installation and final leveling.
G. Wiring Method: Install cables in sleeves and cable trays except within consoles,
cabinets, desks, and counters. Conceal sleeves and cables except in unfinished
spaces.
3.4 MATERIAL PROTECTION
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A. Cleaning and protection: protect dasherboard from damage during construction period.
Remove and replace dasherboard material which is broken, chipped, cracked,
abraded, or damaged in other ways during construction period, including natural
caused, accidents, and vandalism.
3.5 FIELD QUALITY CONTROL
A. Manufacturer’s labels will be required on each piece of dasherboard material. Do not
remove labels until dasherboard has been set, inspected, and approved.
B. Manufacturer's Field Service: Engage a factory-authorized service representative to
test and inspect components, assemblies, and equipment installations, including
connections.
C. Prepare test and inspection reports.
3.6 ADJUSTING
A. Adjust hardware and moving parts to function smoothly, and lubricate as
recommended by manufacturer.
B. Occupancy Adjustments: When requested within 12 months from date of Substantial
Completion, provide on-site assistance in adjusting system to suit actual occupied
conditions. Provide up to two visits to Project during other-than-normal occupancy
hours for this purpose.
3.7 CLEANING
A. Contractor shall provide to owner’s representative for approval manufacturer’s
recommendations prior to use of any cleaning compound or solvent.
B. Upon completion of the dasherboard work and after approval of the installation,
thoroughly clean all glazing surfaces and removed all labels, paint spots, and other
defacements. Use a cleaning solution that will not etch or stain frames, painted or
finished surfaces, or affect the surface, and which is approved by the dasherboard
material manufacturers.
3.8 DEMONSTRATION
A. Engage a factory-authorized service representative to train Owner's maintenance
personnel to adjust, operate, and maintain units.
END OF SECTION 10 90 00
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SCOREBOARD Page 1 of 5
11 48 00
SECTION 11 48 00 – SCOREBOARD
PART 1 GENERAL
1.1 SECTION INCLUDES
A. Sports Scoreboards and Control Systems.
1.2 RELATED SECTIONS
A. Section 03 30 53: Misc. Cast-in-Place Concrete.
1.3 REFERENCES
A. ASTM A 36 - Standard Specification for Carbon Structural Steel; 2005.
B. ASTM A 53 - Standard Specification for Pipe, Steel, Black and Hot-Dipped,
Zinc-Coated, Welded and Seamless; 2005.
C. ASTM A 500 - Standard Specification for Cold-Formed Welded and
Seamless Carbon Steel Structural Tubing in Rounds and Shapes; 2003.
D. ASTM C 33 - Standard Specification for Concrete Aggregates; 2003
E. ASTM C 150 - Standard Specification for Portland Cement; 2005.
1.4 PERFORMANCE REQUIREMENTS
A. Provide a scoreboard ETL or ETL-C tested to UL standard.
1.5 SUBMITTALS
A. Submit under provisions of Section 01 33 00 Submittal Procedures.
B. Fair-Play Model: SC-8114-M: Manufacturer's data sheets on each product
to be used, including:
1. Preparation instructions and recommendations.
2. Storage and handling requirements and recommendations.
3. Installation methods.
C. Shop Drawings: Submit plan, section, elevation, and perspective view details
as necessary to depict proper field fabrication and installation, and provide
details on connections, terminations and joints.
D. Selection Samples: For each finish product specified, two complete sets of
color chips representing manufacturer's full range of available colors.
1.6 CLOSE OUT SUBMITTALS
A. Software and Firmware Operational Documentation for exterior scoreboard:
1. Software operating and upgrade manuals.
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2. Program Software Backup: On magnetic media or compact disk,
complete with data files.
3. Device address list.
4. Printout of software application and graphic screens.
1.7 QUALITY ASSURANCE
A. Confirm all specifications with the factory prior to order.
B. Single Source Responsibility: Single manufacturer shall provide all
components required to install the products specified in this section.
C. Manufacturers Qualifications: Manufacturers must have five years of
experience in the manufacturing of scoreboards and message displays of
the type specified.
D. Installer Qualifications: Factory-trained and experienced in the proper
installation of scoreboards and message displays.
E. Welders: AWS certified.
1.8 DELIVERY, STORAGE, AND HANDLING
A. Store products in manufacturer's packaging until ready for installation.
B. Physical inspection of items required at time of delivery; any shipping
damages must be reported at delivery prior to storage.
C. Store and dispose of solvent-based materials, and materials used with
solvent-based materials, in accordance with requirements of local authorities
having jurisdiction.
1.9 PROJECT CONDITIONS
A. Work shall commence only after associated trade work has been sufficiently
completed and will not interfere with the installation of the equipment
specified in this section.
B. Maintain environmental conditions (temperature, humidity, and ventilation)
within limits recommended by manufacturer for optimum results. Do not
install products under environmental conditions outside manufacturer's
absolute limits.
C. Do not install when threatening weather conditions exist.
D. Contractor shall furnish soil tests as necessary to determine suitability for
installation.
E. Contractor shall clearly mark all underground utilities and notify the
appropriate parties prior to work commencement.
1.10 WARRANTY
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A. Provide manufacturer's standard warranty affirming that products specified in
this section shall be free from defects in material and workmanship under
normal use provided they are installed in accordance with all current
application requirements.
1. Duration: Five (5) years.
1.11 EXTRA MATERIALS
A. Contractor is responsible for providing all hardware, sealants, welding
materials and other secondary installation products required for installation.
Landscape Architect shall approve each product prior to installation.
PART 2 PRODUCTS
2.1 MANUFACTURERS
A. Acceptable Manufacturer: Fair-Play Scoreboards, Trans-Lux Fair Play, which
is located at: 1700 Delaware Ave. ; Des Moines, IA 50317; Toll Free Tel:
800-247-0265; Tel: 515-265-5305; Fax: 515-265-3364; Email: request info;
Web: www.fair-play.com, or approved equal.
2.2 SOCCER SCOREBOARDS
A. Full sized soccer scoreboard featuring time, total score, fouls and half.
1. Model: SC-8114-M.
a. Dimensions: 14 feet wide by 5 feet 5 inches tall (4267mm x
1651mm).
b. Clock and Score Digit Size: 18 inches (457mm).
c. Other Digit Size: 15 inches (381mm).
d. Power Usage: 273 Watts.
2.3 SCOREBOARD CONTROLS
A. Scoreboard Controllers.
1. Model: MP-80 Wireless Scoreboard Control. Provide two total.
2. Power Source: 120V AC.
3. Power Source: Battery.
4. Wireless Connectivity.
2.4 FINISH
A. Cabinet Color: Blue.
B. Vinyl Trim Tape Color: White.
PART 3 EXECUTION
3.1 EXAMINATION
A. Do not begin installation until substrates have been properly prepared.
B. Examine all soils and footings to ensure solid and secure footings.
3.2 PREPARATION
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A. Clean surfaces thoroughly prior to installation.
B. Install concrete footings at all locations as noted on the drawings.
1. No chlorides shall be added to the concrete mixture.
2. Footings shall have a minimum 3000 psi (2.1kgf/ square mm)
compressive strength after 28 days.
C. Grade surrounding landscape prior to installation of scoreboards to ensure
drainage away from posts and footings.
D. Prepare surfaces using the methods recommended to achieve the best
result based on project conditions.
3.3 INSTALLATION
A. Follow manufacturer's current application requirements for installation under
conditions specific to the project.
B. Install all structural steel components in accordance with manufacturers
application instructions where specified on the drawings.
1. All structural steel components shall be in accordance with ASTM A36
or A572.
2. All Tube ends shall be covered with light gauge end caps.
3. All new steel shall be primed and painted with a color approved by the
architect.
4. Weld steel using E70XX electrodes. Prime and paint all welds
following installation.
5. Unless otherwise specified in the drawings, all welds shall be
continuous 1/4" (6mm) fillet welds and shall require special inspection.
C. Install all electrical equipment in accordance with all federal, state and local
building codes.
D. Where manufacturer's requirements and building codes are in direct conflict,
the more restrictive method of application shall prevail.
3.4 PROTECTION
A. Protect installed products until completion of project.
B. Touch-up, repair or replace damaged products before Substantial
Completion.
3.5 FIELD QUALITY CONTROL
A. Manufacturer’s Field Service: Engage a factory-authorized service
representative to test and inspect components, assemblies, and equipment
installations, including connections.
B. Prepare test and inspection reports.
3.6 DEMONSTRATION
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A. Engage a factory-authorized service representative to train Owner’s
maintenance personnel to adjust, operate, and maintain units.
END OF SECTION 11 48 00
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SECTION 11 68 00 - PLAY FIELD EQUIPMENT AND STRUCTURES
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and Division 01 Specification Sections, apply to this
Section.
1.2 SUMMARY
A. Section includes playground equipment as follows:
1. Freestanding playground equipment.
2. Composite playground equipment.
1.3 DEFINITIONS
A. Definitions in ASTM F 1487 apply to Work of this Section.
B. IPEMA: International Play Equipment Manufacturers Association.
1.4 PREINSTALLATION MEETINGS
A. Preinstallation Conference: Conduct conference at Project site.
1.5 ACTION SUBMITTALS
A. Product Data: For each type of product.
B. Samples for Verification: For each type of exposed finish on the following products:
1. Include Samples of accessories to verify color and finish selection.
2. Posts and Rails: Minimum 6 inches long.
3. Platforms: Minimum 6 inches square.
4. Molded Plastic: Minimum 3 inches square.
1.6 INFORMATIONAL SUBMITTALS
A. Qualification Data: For Installer manufacturer and testing agency.
B. Product Certificates: For each type of playground equipment.
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C. Material Certificates: For the following items:
1. Shop finishes.
D. Field quality-control reports.
E. Sample Warranty: For manufacturer's special warranties.
1.7 CLOSEOUT SUBMITTALS
A. Maintenance Data: For playground equipment and finishes to include in maintenance
manuals.
1.8 QUALITY ASSURANCE
A. Manufacturer Qualifications: A firm whose playground equipment components have
been certified by IPEMA's third-party product certification service.
B. Installer Qualifications: installers and supervisors who are trained and approved by
manufacturer with a minimum of six project installations of similar size and complexity
1.9 WARRANTY
A. Special Warranty: Manufacturer agrees to repair or replace components of playground
equipment that fail in materials or workmanship within specified warranty period.
1. Failures include, but are not limited to, the following:
a. Structural failures.
b. Deterioration of metals, metal finishes, and other materials beyond normal
weathering and use.
2. Warranty Period: Five years from date of Substantial Completion.
PART 2 - PRODUCTS
2.1 MANUFACTURERS
A. Source Limitations: Obtain playground equipment from manufacturers indicated.
B. Playground equipment and components shall have the IPEMA Certification Seal.
C. The following playground equipment and components shall have the IPEMA
Certification Seal:
1. As indicated on plans.
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2.2 PERFORMANCE REQUIREMENTS
A. Safety Standard: Provide playground equipment according to ASTM F 1487.
2.3 FREESTANDING PLAYGROUND EQUIPMENT
A. As indicated on plans.
2.4 MATERIALS
A. Aluminum: Material, alloy, and temper recommended by manufacturer for type of use
and finish indicated.
B. Steel: Material types, alloys, and forms recommended by manufacturer for type of use
and finish indicated, hot-dip galvanized.
C. Stainless-Steel Sheet: Type 304; finished on exposed faces with No. 2B finish.
D. Opaque Plastics: Color impregnated, UV stabilized, and mold resistant.
E. Transparent Plastic: Abrasion-resistant, UV-stabilized polycarbonate sheet; clear,
colorless; not less than 3/16 inch thick.
F. Suspension Chain and Fittings: ASTM A 467/A 467M, Class CS, 4/0 or 5/0, welded-
straight-link coil chain; hot-dip galvanized zinc plated or PVC coated; with commercial-
quality, hot-dip galvanized or zinc-plated steel connectors and swing or ring hangers.
G. Suspension Cable: Manufacturer's standard hot-dip galvanized zinc-plated or PVC-
coated cable; with commercial-quality, hot-dip galvanized or zinc-plated steel
connectors and swing or ring hangers.
H. Iron Castings and Hangers: Malleable iron, ASTM A 47/A 47M, Grade 32510, hot-dip
galvanized.
I. Post Caps: color-impregnated, UV-stabilized, mold-resistant polyethylene or
polypropylene; color to match posts.
J. Platform Clamps and Hangers: Cast aluminum or zinc-plated steel, not less than
0.105-inch-nominal thickness.
K. Hardware: Manufacturer's standard; commercial-quality; corrosion-resistant; hot-dip
galvanized steel and iron, stainless steel, or aluminum; of a vandal-resistant design.
L. Fasteners: Manufacturer's standard; corrosion-resistant; hot-dip galvanized or zinc-
plated steel and iron, or stainless steel; permanently capped; and theft resistant.
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2.5 CAST-IN-PLACE CONCRETE
A. Concrete Materials and Properties: Comply with requirements in Section 03 30 00
"Cast-in-Place Concrete" ACI 301/for normal-weight, air-entrained concrete with
minimum 28-day compressive strength of 3000 psi, 3-inch slump, and 1-inch-
maximum-size aggregate.
B. Concrete Materials and Properties: Dry-packaged concrete mix complying with
ASTM C 387/C 387M and mixed at site with potable water, according to manufacturer's
written instructions, for normal-weight concrete with minimum 28-day compressive
strength of 3000 psi, 3-inch slump, and 1-inch-maximum-size aggregate.
2.6 ALUMINUM FINISHES
A. Baked-Enamel or Powder-Coat Finish: Minimum dry film thickness of 1.5 mils, medium
gloss. Comply with coating manufacturer's written instructions for cleaning, conversion
coating, and applying and baking finish.
B. PVC Finish: UV-stabilized, mold-resistant, slip-resistant, matte-textured, dipped or
sprayed-on PVC finish, with flame retardant added, and with minimum dry film
thickness of 80 mils. Comply with coating manufacturer's written instructions for
pretreatment and application.
2.7 IRON AND STEEL FINISHES
A. Baked-Enamel or Powder-Coat Finish: After cleaning and pretreating, apply
manufacturer's standard two-coat, baked-on finish consisting of prime coat and
thermosetting topcoat to a minimum dry film thickness of 2 mils. Comply with coating
manufacturer's written instructions for pretreatment, applying, and baking.
B. PVC Finish: UV-stabilized, mold-resistant, slip-resistant, matte-textured, dipped or
sprayed-on PVC finish, with flame retardant added, and with minimum dry film
thickness of 100 mils. Comply with coating manufacturer's written instructions for
pretreatment and application.
2.8 STAINLESS-STEEL FINISHES
A. Surface Preparation: Remove tool and die marks and stretch lines, or blend into finish.
B. Bright, Cold-Rolled, Unpolished Finish: No. 2B.
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PART 3 - EXECUTION
3.1 EXAMINATION
A. Examine substrates, areas, and conditions, with Installer present, for compliance with
requirements for earthwork, subgrade elevations, surface and subgrade drainage, and
other conditions affecting performance of the Work.
1. Do not begin installation before final grading required for placing playground
equipment and protective surfacing is completed.
B. Proceed with installation only after unsatisfactory conditions have been corrected.
3.2 INSTALLATION
A. Comply with manufacturer's written installation instructions for each equipment type
unless more stringent requirements are indicated. Anchor playground equipment
securely, positioned at locations and elevations indicated.
1. Maximum Equipment Height: Coordinate installed fall heights of equipment with
finished elevations and critical-height values of protective surfacing. Set
equipment so fall heights and elevation requirements for age group use and
accessibility are within required limits. Verify that playground equipment
elevations comply with requirements for each type and component of equipment.
B. Post and Footing Excavation: Excavate holes for posts and footings as indicated in
firm, undisturbed or compacted subgrade soil.
C. Post Set on Subgrade: Level bearing surfaces with drainage fill to required elevation.
D. Post Set with Concrete Footing: Comply with Section 03 30 00 "Cast-in-Place
Concrete" ACI 301 dry-packaged concrete-mix manufacturer's written instructions for
measuring, batching, mixing, transporting, forming, and placing concrete.
1. Set equipment posts in concrete footing. Protect portion of posts above footing
from concrete splatter. Verify that posts are set plumb or at the correct angle,
alignment, height, and spacing.
a. Place concrete around posts and vibrate or tamp for consolidation. Hold
posts in position during placement and finishing operations until concrete is
sufficiently cured.
2. Embedded Items: Follow equipment manufacturer's written instructions and
drawings to ensure correct installation of anchorages for equipment.
3. Finishing Footings: Smooth top, and shape to shed water.
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3.3 FIELD QUALITY CONTROL
A. Perform the following tests and inspections with the assistance of a factory-authorized
service representative.
1. Perform inspection and testing for each type of installed playground equipment
according to ASTM F 1487.
2. See plans for additional playground testing requirements.
B. Playground equipment items will be considered defective if they do not pass tests and
inspections.
C. Prepare test and inspection reports.
D. Notify Owner 48 hours in advance of date(s) and time(s) of testing and inspection.
END OF SECTION 11 68 00
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SECTION 12 93 00 - SITE FURNISHINGS
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and Division 01 Specification Sections, apply to this
Section.
1.2 SUMMARY
A. Section Includes:
1. Seating.
2. Tables.
3. Bicycle racks.
4. Trash receptacles.
5. Barbeques
6. Prep-Tables
7. Drinking Fountains
B. Related Requirements:
1. Section 03 30 00 "Cast-in-Place Concrete" for installing anchor bolts cast in
concrete footings.
2. Section 31 20 00 "Earth Moving" for excavation for installing concrete footings.
1.3 ACTION SUBMITTALS
A. Product Data: For each type of product.
B. Samples: For each exposed product and for each color and texture specified.
C. Samples for Initial Selection: For units with factory-applied finishes.
D. Samples for Verification: For each type of exposed finish, not less than 6-inch-long
linear components and 4-inch-square sheet components.
E. Product Schedule: For site furnishings. Use same designations indicated on Drawings.
1.4 INFORMATIONAL SUBMITTALS
A. Material Certificates: For site furnishings manufactured with preservative-treated wood.
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1. Indicate type of preservative used and net amount of preservative retained. For
products receiving a waterborne treatment, include statement that moisture
content of treated materials was reduced to levels specified before shipment to
Project site.
1.5 CLOSEOUT SUBMITTALS
A. Maintenance Data: For site furnishings to include in maintenance manuals.
PART 2 - PRODUCTS
2.1 SEATING: As indicated on plans.
2.2 TABLES: As indicated on plans.
2.3 BICYCLE RACKS: As indicated on plans.
A. Steel Finish: Color coated.
1. Color: As selected by Architect from manufacturer's full range.
2.4 TRASH RECEPTACLES: As indicated on plans
A. Trash Receptacles:
1. Receptacle Shape and Form: Round cylinder; with opening for depositing trash
in side of lid or top.
2. Lids and Tops: HDPE secured by cable.
3. Inner Container: Rigid plastic container with lift-out handles; designed to be
removable and reusable.
4. Disposable Liners: Provide receptacle designed to accommodate disposable
liners.
5. Service Access: Removable lid or top.
B. Graphics: copy, content, and style as indicated on Drawings.
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2.5 BARBEQUES: As indicated on plans
2.6 PREP-TABLES: As indicated on plans.
2.7 DRINKING FOUNTAINS: As indicated on plans.
2.8 MATERIALS
1. Finish: Manufacturer's standard.
B. Plastic: Color impregnated, color and UV-light stabilized, and mold resistant.
1. Polyethylene: Fabricated from virgin plastic HDPE resin.
2.9 GENERAL FINISH REQUIREMENTS
A. Appearance of Finished Work: Noticeable variations in same piece are unacceptable.
Variations in appearance of adjoining components are acceptable if they are within the
range of approved Samples and are assembled or installed to minimize contrast.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Examine areas and conditions, with Installer present, for compliance with requirements
for correct and level finished grade, mounting surfaces, installation tolerances, and
other conditions affecting performance of the Work.
B. Proceed with installation only after unsatisfactory conditions have been corrected.
3.2 INSTALLATION
A. Comply with manufacturer's written installation instructions unless more stringent
requirements are indicated. Complete field assembly of site furnishings where required.
B. Unless otherwise indicated, install site furnishings after landscaping and paving have
been completed.
C. Install site furnishings level, plumb, true, and positioned at locations indicated on
Drawings.
D. Post Setting: Set cast-in support posts in concrete footing with smooth top, shaped to
shed water. Protect portion of posts above footing from concrete splatter. Verify that
posts are set plumb or at correct angle and are aligned and at correct height and
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spacing. Hold posts in position during placement and finishing operations until concrete
is sufficiently cured.
E. Pipe Sleeves: Use steel pipe sleeves preset and anchored into concrete for installing
posts. After posts have been inserted into sleeves, fill annular space between post and
sleeve with nonshrink, nonmetallic grout or anchoring cement, mixed and placed to
comply with anchoring material manufacturer's written instructions, with top smoothed
and shaped to shed water.
END OF SECTION 12 93 00
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PRE-ENGINEERED FABRIC TENSION STRUCTURES Page 1 of 7
13 31 23
SECTION 13 31 23 – PRE-ENGINEERED FABRIC TENSION STRUCTURES
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General Conditions and
Division 1 Specification Sections, apply to this section.
1.2 SUMMARY
A. A single CA licensed shade structure contractor shall be responsible for the design,
wet stamped engineering drawings, permitting, fabrication, supply and installation of
the work specified herein. The intent of this specification is to have only one direct
shade structure contractor be responsible for all the above functions. SUMMARY
1.3 SUBMITTALS
A. Submittals shall be made in accordance with General Provisions Section 2-5.3 –
Submittals.
1. Provide proof of installed reference sites with structures for similar scope that are
engineered to CBC specifications. Include a reference list of similar structures
meeting the following size and criteria with install dates and project locations:
a. A minimum variety of six (6) different Custom single column shade
structures with a minimum span of 15’. Each unit shall vary in design as
well as size. Reference projects shall represent a minimum of 5 various
connection details for steel members to demonstrate quality skills and
workman-ship for customization of fabric structures.
2. Provide a minimum of 7 fabric samples to demonstrate fabric color range and
powder coat color selections. Also provide letter of authorization from fabric
manufacture for use of the specified fabric.
3. Provide proof of all quality assurance items including;
a. A list of at least 3 reference projects in CA that have been installed a
minimum of 5 years.
b. Proof of current CA contractor’s license Class A or Class B.
c. Proof of current City of Los Angeles Approved Fabricators License, or
equivalent, as determined by Owner.
d. Proof of IAS certification as per Section 1.4 D below.
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1.4 QUALITY ASSURANCE
A. Shade structure contractor shall have at least 5 years’ experience in the design,
engineering, manufacture, and installation of structures, engineered to California
Building Code requirements with similar scope and a successful construction record of
in-service performance.
B. Shade structure contractor shall be a licensed contractor in the state of California.
C. Manufacture shall have a City of Los Angeles approved fabricators license or
equivalent, as determined by Owner, and be accredited by the IAS (International
Accreditation Service) for Structural Steel Fabrication under IBC 2012 Section
17 04 .2.2
1.5 PROJECT CONDITIONS
A. Structure Layout Measurements: Verify layout information for shade structures shown
on the Drawings in relation to the property survey and existing structures, and verify
locations by field measurements prior to construction.
1.6 WARRANTY
A. The shade structure contractor shall provide a 12 month workmanship warranty.
B. A supplemental warranty from the manufacturer shall be provided for a period of 5
years on fabric and 10 years on the structural integrity of the steel and cables from
date of substantial completion.
C. The warranty shall not deprive the Owner of other rights the Owner may have under
the provisions of the Contract Documents and will be in addition to and run concurrent
with other warranties made by the Contractor under requirements of the Contract
Documents.
PART 2 - PRODUCTS
2.1 GENERAL
A. The disk structures shall consist of a minimum of HSS 8.625x.322 column, circular ring
to consist of a minimum HSS 5.563x.258 and the intermediate members shall be a
minimum of 4”x8 GA; The cantilevered hip shall consist of a minimum of HSS
10x10x1/4” columns, a minimum of HSS 8x6x3/8” rectangular canti beam. The
secondary overhead framing will consist of a minimum of 4”x 8 GA rafters and 3”x 12
GA extensions.
B. The structures shall be manufactured by Shade Structures, Inc. dba USA SHADE &
Fabric Structures or approved equal and include the wet stamped engineering
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13 31 23
drawings, structural steel frame, fabric roof, steel cables, all fasteners, and installation
of structure(s) including foundations as well as project management.
C. Contact:
USA Shade & Fabric Structures
1085 N. Main St., Suite C, Orange, CA 92867
Phone: (714) 241-5526 Fax: (714) 427-6982
Attn: Patti Abrecht
D. To be considered as an approved equal, product documentation, fabric samples and
drawings showing connection details, as well as all quality assurance criteria as per
section 1.4, shall be submitted to the Engineer within 30 days of the Notice to Proceed
per General Provisions Section 4-1.6 – Trade Names or Equals. No substitutions will
be allowed after the deadline.
E. The shade structure shall conform to the current adopted version of the California
Building Code 2013.
F. All shade structures are engineered and designed to meet a minimum of 110 mph wind
load, Category 2, Exposure C and seismic (earthquake) load based on Zone 4, and a
live load of 5 lbs/sf². All shade structures shall be engineered with a zero wind pass-
through factor on the fabric. When ASD Steel Design Method is used based on CBC
2013 Section 16 05 .3.1 the Dead + 0.75 of Live + 0.75 of Wind Load cases must be
combined. NO EXCEPTIONS.
G. Steel:
1. All steel members of the shade structure shall be designed in strict accordance
with the requirements of the “American Institute of Steel Construction” (AISC)
Specifications and the “American Iron and Steel Institute” (AISI) Specifications for
Cold Formed Members and manufactured in a IAS (International Accreditation
Service) accredited facility for Structural Steel Fabrication under CBC2013 based
on Section 17 04 .2.5.2
2. All connections shall have a maximum internal sleeving tolerance of .0625 inches
using high tensile strength steel sections with a minimum sleeve length of 6
inches.
3. All non-hollow structural steel members shall comply to ASTM A-36. All hollow
structural steel members shall be cold formed, high strength steel and comply
with ASTM A-500, Grade C. All steel plates shall comply to ASTM A-572, Grade
50. All galvanized steel tubing shall be triple coated for rust protection using an
in-line electro-plating coat process. All galvanized steel tubing shall be internally
coated with zinc and organic coatings to prevent corrosion.
H. Bolts:
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1. All structural field connections of the shade structure shall be designed and made
with high strength bolted connections using ASTM A-325, Grade B or SAE J249,
Grade 8.
2. All stainless steel bolts shall comply with ASTM F-593, Alloy Group 1 or 2. All
bolt fittings shall include rubber washer for water tight seal at joints. All nuts shall
comply with ASTM F-594, Alloy Group 1 or 2.
I. Welding:
1. All shop welded connections of the shade structure shall be designed and
performed in strict accordance with the requirements of the “American Welding
Society” (AWS) Specifications. Structural welds shall be made in compliance
with the requirements of the “Prequalified” welded joints where applicable and by
certified welders. No onsite or field welding shall be permitted.
2. All full penetration welds shall be continuously inspected by an independent
inspection agency and shall be tested to the requirement of 2013 CBC.
J. Powder coating:
1. Galvanized steel tubing preparation prior to powder coating shall be executed in
accordance to solvent cleaning SSPC-SP1. Solvent such as water, mineral
spirits, xylol, toluol, which are to be used to remove foreign matter from the
surface. A mechanical method prior to solvent cleaning prior to surface
preparation shall be executed according to Power Tool Cleaning SSPC-SP3 and
utilizing wire brushes abrasive wheels and needle gun, etc.
2. Carbon structural steel tubing preparation prior to powder coating shall be
executed in accordance to commercial blast cleaning SSPC-SP6 or NACE #3. A
commercial blast cleaned surface, when viewed without magnification, shall be
free of all visible oil, grease, dirt, mill scale, rust, coating, oxides, corrosion,
products and other foreign material.
3. Powder coating shall be sufficiently applied, with a minimum 2.0 – 3.0 mils
thickness and cured at the recommended temperature to provide proper
adhesion and stability to meet salt spray and adhesion tests as defined by the
American Society of Testing Materials.
4. Powder used in the powder coat process shall have the following characteristics:
a. Specific Gravity: 1.77 +/- 0.05 g/cm3
b. Coverage at 1.0 mils: 109sq.ft/lb/mil
c. Storage: 80o F
d. Interpron 800 HR is a series of high durability TGIC powder coatings
designed for exterior exposure. Tested against the most severe
specifications, Interpron 800 HR gives significantly improved gloss
retention and resistance to color change.
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5. Rust Protection Powder Under Coat Primer will be required on all structures.
Powdura® Epoxy Powder Coating Z.R Primer shall be applied in accordance
with the manufacturers’ specifications. Primer should be fused only and then top
coated with the selected powder coat to ensure proper intercoat adhesion.
a. The Epoxy Powder Coating Primer characteristics:
1) Adhesion: ASTM D 3359 – 5B
2) Flexibility: ASTM D 552 – Pass ¼” Mandrel
3) Pencil Hardness: ASTM D 3363 – H-2H
4) Impact Resistance: ASTM D 2794 – 120 Dir/Rev
5) Salt Spray Resistance: ASTM B 117 – 2000 hours
6) Humidity Resistance: ASTM D 4585 – 2000 hours
7) 60◦ Gloss: 50.0 – 70.0%
8) Cure Schedule (metal temp) – 6 min at 392◦F
9) Film Thickness Range: 2.0 - 3.0 mils
6. Tension Cable: Steel cable is determined based on calculated engineering load.
a. For light and medium loads; ¼” (nominal) galvanized 7x19 strand cable to
be used.
b. For heavy loads; 3/8” (nominal) galvanized 7 x 19 cable to be used.
K. Fabric Roof Systems:
1. UV Shade Fabric:
a. UV Shade fabric is made of a UV stabilized high-density polyethylene as
manufactured by Multiknit. Mesh shall be rachel knitted with monofilament
and tape yarn filler to ensure that material will not unravel if cut. Panels to
be 10ft wide.
b. Fabric shall meet the following fire resistance tests:
1) ASTM E84
2) NFPA 701-97 (Weathered or unweathered)
3) CA Fire Marshall Certification
2. Stitching & Thread:
a. All sewing threads are to be double stitched.
b. Thread shall be GORE Tenara Sewing Thread manufactured from 100%
expanded PTFE (Teflon); mildew resistant exterior approved thread.
Thread shall meet or exceed the following:
1) Flexible temperature range
2) Very low shrinkage factor
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3) Extremely high strength, durable in outdoor climates
4) Resists flex and abrasion of fabric
5) Unaffected by cleaning agents; acid rain, mildew, salt water and rot
resistant, unaffected by most industrial pollutants.
6) Treated for prolonged exposure to the sun.
3. Shade and UV Factors:
a. Shade protection and UV screen protection factors shall be as follows:
Color Shade Factor % UV Factor%
Blue 80% 85%
Green 80% 85%
Red 80% 86%
Silver 80% 81%
Terracotta 75% 82%
Yellow 80% 89%
Desert Sand 80% 92%
PART 3 - EXECUTION
3.1 INSTALLATION
A. Installations of shade structures shall be performed by manufacture or manufactures
certified installer who shall also hold a minimum class B State of CA contractor’s
license and be bonded with certified Rope Access Technicians on staff with experience
in tension fabric structures.
B. The installation of the structure shall comply with manufactures instructions for
assembly, installation, and erection per approved drawings.
C. Concrete:
1. Concrete work shall be executed in accordance with the latest edition of
American Concrete Building Code ACI 318.
2. Concrete specifications shall comply in accordance with the section 03300, and
detailed as per plans, shall be as follows:
a. 28 Days Strength F’c = 3000 psi
b. Aggregate: HR
c. Slump: 3 – 5
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d. Portland Cement shall conform to C-150
e. Aggregate shall conform to ASTM C-33
3. All reinforcement shall conform to ASTM A-615 grade 60.
4. Reinforcing steel shall be detailed, fabricated, and placed in accordance with the
latest ACI Detailing Manual and Manual of Standard Practice.
5. Whenever daily ambient temperatures are below 80 degrees Fahrenheit, the
contractor may have mix accelerators and hot water added at the batch plant
(See Table 1).
6. The contractor shall not pour any concrete when daily ambient temperature is
below 55 degrees Fahrenheit.
TABLE 1
Temperature Range % Accelerator Type Accelerator
75-80 degrees 1% High Early (non calcium)
70-75 degrees 2% High Early (non calcium)
Below 70 degrees 3% High Early (non calcium)
D. Foundations:
1. All Anchor Bolts set in new concrete shall be ASTM A-325.
2. All Anchor Bolts shall be Hot Dipped Galvanized.
3. Footings shall be as follows and full rebar cages set as per manufacturers
specifications: Each column is to have a minimum footing of 30” diameter x 10’
deep with full rebar cage as per approved manufacturers engineered
specifications and drawings using #8 rebar and #4 rings
END OF SECTION 13 31 23
Poinsettia Community Park – Phase III
Project No. 4605
Common Work Results
26 05 00
Page 1 of 4
SECTION 26 05 00- COMMON WORK RESULTS
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and Divisions 1 Specification Sections, apply to this
Section.
1.2 SUMMARY
A. Section Includes:
1. Electrical equipment coordination and installation.
2. Sleeves for raceways and cables.
3. Sleeve seals.
4. Grout.
5. Common electrical installation requirements.
1.3 CODES, STANDARDS AND REFERENCES
A. American Society for Testing and Materials (ASTM) – ASTM C1107: Standard
Specification for Packaged Dry, Hydraulic-Cement Grout (Non-shrink).
B. American Society for Testing and Materials (ASTM) – ASTM A53/A53M:
Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated,
Welded and Seamless.
C. ANSI/NFPA 70 – National Electrical Code (NEC), with California amendments
(CEC).
D. International Electrical Testing Association - NETA ATS: The NETA Acceptance
Testing Specifications.
E. National Electrical Contractors Association (NECA) - NECA 1: Good
Workmanship in Electrical Construction.
F. National Electrical Manufacturers Association (NEMA) –
G. National Electrical Manufacturers Association (NEMA) – NEMA WC26: Bi-
national Wire and Cable Packaging Standard.
H. National Electrical Manufacturers Association (NEMA) – NEMA WC70: Non-
Shielded Power Cable 2000 V or Less.
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Common Work Results
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1.4 DEFINITIONS
A. EPDM: Ethylene-propylene-diene terpolymer rubber.
B. NBR: Acrylonitrile-butadiene rubber.
1.5 SUBMITTALS
A. Product Data: For sleeve seals.
1.6 COORDINATION
A. Coordinate arrangement, mounting, and support of electrical equipment:
1. To allow maximum possible headroom unless specific mounting heights
that reduce headroom are indicated.
2. To provide for ease of disconnecting the equipment with minimum
interference to other installations.
3. To allow right of way for piping and conduit installed at required slope.
4. So connecting raceways, cables, wireways, cable trays, and busways will
be clear of obstructions and of the working and access space of other
equipment.
B. Coordinate installation of required supporting devices and set sleeves in cast-in-
place concrete, masonry walls, and other structural components as they are
constructed.
PART 2 - PRODUCTS
2.1 SLEEVES FOR RACEWAYS AND CABLES
A. Steel Pipe Sleeves: ASTM A 53/A 53M, Type E, Grade B, Schedule 40,
galvanized steel, plain ends.
B. Cast-Iron Pipe Sleeves: Cast or fabricated "wall pipe," equivalent to ductile-iron
pressure pipe, with plain ends and integral water-stop, unless otherwise
indicated.
C. Sleeves for Rectangular Openings: Galvanized sheet steel.
1. Minimum Metal Thickness:
a. For sleeve cross-section rectangle perimeter less than 50 inches
and no side more than 16 inches, thickness shall be 0.052 inch.
b. For sleeve cross-section rectangle perimeter equal to, or more
than, 50 inches and 1 or more sides equal to, or more than, 16
inches, thickness shall be 0.138 inch.
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Common Work Results
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Page 3 of 4
2.2 SLEEVE SEALS
A. Description: Modular sealing device, designed for field assembly, to fill annular
space between sleeve and raceway or cable.
1. Manufacturers: Subject to compliance with requirements, available
manufacturers offering products that may be incorporated into the Work
include, but are not limited to, the following:
a. Advance Products & Systems, Inc.
b. Calpico, Inc.
c. Metraflex Co.
d. Pipeline Seal and Insulator, Inc.
2. Sealing Elements: EPDM, or NBR interlocking links shaped to fit surface
of cable or conduit. Include type and number required for material and
size of raceway or cable.
3. Pressure Plates: Stainless steel. Include two for each sealing element.
4. Connecting Bolts and Nuts: Stainless steel of length required to secure
pressure plates to sealing elements. Include one for each sealing
element.
2.3 GROUT
A. Non-metallic, Shrinkage-Resistant Grout: ASTM C 1107, factory-packaged, non-
metallic aggregate grout, non-corrosive, non-staining, mixed with water to
consistency suitable for application and a 30-minute working time.
PART 3 - EXECUTION
3.1 COMMON REQUIREMENTS FOR ELECTRICAL INSTALLATION
A. Comply with NECA 1.
B. Measure indicated mounting heights to bottom of unit for suspended items and to
center of unit for wall-mounting items.
C. Headroom Maintenance: If mounting heights or other location criteria are not
indicated, arrange and install components and equipment to provide maximum
possible headroom consistent with these requirements.
D. Equipment: Install to facilitate service, maintenance, and repair or replacement of
components of both electrical equipment and other nearby installations. Connect
in such a way as to facilitate future disconnecting with minimum interference with
other items in the vicinity.
E. Right of Way: Give to piping systems installed at a required slope.
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Common Work Results
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3.2 SLEEVE INSTALLATION FOR ELECTRICAL PENETRATIONS
A. Electrical penetrations occur when raceways, cables, wireways, cable trays, or
busways penetrate concrete slabs, concrete or masonry walls, or fire-rated floor
and wall assemblies.
B. Concrete Slabs and Walls: Install sleeves for penetrations unless core-drilled
holes or formed openings are used. Install sleeves during erection of slabs and
walls.
C. Use pipe sleeves unless penetration arrangement requires rectangular sleeved
opening.
D. Fire-Rated Assemblies: Install sleeves for penetrations of fire-rated floor and wall
assemblies unless openings compatible with fire-stop system used are fabricated
during construction of floor or wall.
E. Cut sleeves to length for mounting flush with both surfaces of walls.
F. Extend sleeves installed in floors 2 inches above finished floor level.
G. Size pipe sleeves to provide 1/4-inch annular clear space between sleeve and
raceway or cable, unless indicated otherwise.
H. Seal space outside of sleeves with grout for penetrations of concrete and
masonry
1. Promptly pack grout solidly between sleeve and wall so no voids remain.
Tool exposed surfaces smooth; protect grout while curing.
I. Aboveground, Exterior-Wall Penetrations: Seal penetrations using steel pipe
sleeves and mechanical sleeve seals. Select sleeve size to allow for 1-inch
annular clear space between pipe and sleeve for installing mechanical sleeve
seals.
3.3 SLEEVE-SEAL INSTALLATION
A. Install to seal exterior wall penetrations.
B. Use type and number of sealing elements recommended by manufacturer for
raceway or cable material and size. Position raceway or cable in center of
sleeve. Assemble mechanical sleeve seals and install in annular space between
raceway or cable and sleeve. Tighten bolts against pressure plates that cause
sealing elements to expand and make watertight seal.
END OF SECTION 26 05 00
Poinsettia Community Park – Phase III
Project No. 4605
Low Voltage Power Conductors
26 05 19
Page 1 of 6
SECTION 26 05 19- LOW VOLTAGE POWER CONDUCTORS
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and Division 1 Specification Sections, apply to
this Section.
SECTION 26 05 00- COMMON WORK RESULTS
B.
1. Section 260500, “Common Work Results for Electrical”.
2. Section 262726, “Wiring Devices”.
1.2 SUMMARY
A. This Section includes the following:
1. Building wires and cables rated 600 V and less.
2. Connectors, splices, and terminations rated 600 V and less.
3. Sleeves and sleeve seals for cables.
1.3 DEFINITIONS
A. EPDM: Ethylene-propylene-diene terpolymer rubber.
B. NBR: Acrylonitrile-butadiene rubber.
1.4 CODES, STANDARDS, AND REFERENCES
A. American Society for Testing and Materials (ASTM) – ASTM A53/A53M:
Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-
Coated, Welded and Seamless.
B. ANSI/NFPA 70: National Electrical Code, with California Amendments
(CEC).
C. California Code of Regulations (CCR) Title 24, Part 6, California Energy
Code.
D. National Electrical Contractors Association (NECA) - NECA 1: Good
Workmanship in Electrical Construction.
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Low Voltage Power Conductors
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Page 2 of 6
E. National Electrical Manufacturers Association (NEMA) – NEMA WC26: Bi-
national Wire and Cable Packaging Standard.
F. National Electrical Manufacturers Association (NEMA) – NEMA WC70:
Non-Shielded Power Cable 2000 V or Less.
G. International Electrical Testing Association (NETA) – Acceptance Testing
Specifications for Electrical Power Distribution Equipment and Systems.
H. Occupational Safety and Health Administration (OSHA) – 29 CFR 1910.7:
OSHA Occupational Safety and Health Standards.
I. Underwriters Laboratories – UL 83 – Thermoplastic Insulated Wires.
J. Underwriters Laboratories – UL 467 – Grounding and Bonding Equipment.
K. Underwriters Laboratories – UL 486A – Wire Connectors and Soldering
Lugs for Use with Copper Conductors.
1.5 SUBMITTALS
A. Product Data: Provide data for building wire and each cable assembly
type. Select each length to complete set of manufacturer’s markings.
Attach tag indicating cable size and application information. Provide
record documents showing actual locations of components and circuits.
B. Qualification Data: For testing agency.
C. Field quality-control test reports: Indicate and interpret test results for
compliance with performance requirements.
D. Provide manufacturer’s instructions for use of ground megger with
proposed method indicated.
1.6 QUALITY ASSURANCE
A. Testing Agency Qualifications: Contractor will provide an independent
agency, with the experience and capability to conduct the testing
indicated, that is a member company of the International Electrical Testing
Association or is a nationally recognized testing laboratory (NRTL) as
defined by OSHA in 29 CFR 1910.7, and that is acceptable to authorities
having jurisdiction.
1. Testing Agency's Field Supervisor: Person currently certified by the
International Electrical Testing Association or the National Institute
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Low Voltage Power Conductors
26 05 19
Page 3 of 6
for Certification in Engineering Technologies to supervise on-site
testing specified in Part 3.
B. Electrical Components, Devices, and Accessories: Listed and labeled as
defined in CEC, Article 100, by a testing agency acceptable to authorities
having jurisdiction, and marked for intended use.
C. Manufacturers: Shall be specialized in manufacturing products specified in
this section with minimum ten years (documented) experience.
D. Comply with CEC.
E. Comply with CCR Title 24, Part 6, California Energy Code.
1.7 DELIVERY, STORAGE, AND HANDLING
A. Product Requirements: Products storage and handling requirements.
B. Deliver wires and cables according to NEMA WC 26.
1.8 COORDINATION
A. Division 1 “Project Management and Coordination”: As required for
coordination.
B. Where wire and cable destination is indicated and routing is not shown,
determine routing and lengths required.
C. Coordinate layout and installation of wiring and cables with other
installations.
D. Set sleeves in cast-in-place concrete, masonry walls, and other structural
components as they are constructed.
1.9 PRECONSTRUCTION TESTING
A. Coordinate with general contractor and owner to test all 600 volt rated
existing branch circuiting for continuity.
B. Test ground conductors for separation with any neutral conductors being
extended.
C. Visually inspect condition of existing circuits. Report any deficiencies as to
conductor type or insulation type. Ensure conductors are copper and
insulation is 600 volt rated listed for outdoor use.
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Project No. 4605
Low Voltage Power Conductors
26 05 19
Page 4 of 6
PART 2 - PRODUCTS
2.1 CONDUCTORS AND CABLES
A. Available Manufacturers: Subject to compliance with requirements,
manufacturers offering products that may be incorporated into the Work,
include, but are not limited to, the following:
1. Alcan Products Corporation; Alcan Cable Division.
2. American Insulated Wire Corp.; a Leviton Company.
3. General Cable Corporation.
4. Senator Wire & Cable Company.
5. Southwire Company.
B. Conductors: Copper. Comply with NEMA WC 70.
C. Conductor Insulation: Types THHN-2/THWN-2, XHHW2. Comply with
NEMA WC 70.
D. Type MC or AC Cable shall not be used.
2.2 CONNECTORS AND SPLICES
A. Available Manufacturers: Subject to compliance with requirements,
manufacturers offering products that may be incorporated into the Work
include, but are not limited to, the following:
1. AFC Cable Systems, Inc.
2. Hubbell Power Systems, Inc.
3. O-Z/Gedney; EGS Electrical Group LLC.
4. 3M; Electrical Products Division.
5. Tyco Electronics Corp.
B. Description: Factory-fabricated connectors and splices of size, ampacity
rating, material, type, and class for application and service indicated.
PART 3 - EXECUTION
3.1 CONDUCTOR MATERIAL APPLICATIONS
A. Copper: solid for No. 10 AWG and smaller, stranded for No. 8 AWG and
larger.
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Project No. 4605
Low Voltage Power Conductors
26 05 19
Page 5 of 6
3.2 CONDUCTOR INSULATION AND MULTICONDUCTOR CABLE
APPLICATIONS AND WIRING METHODS
A. Feeders & Branch Circuits: Type THHN-2/THWN-2 90 degree rated single
conductors in raceway.
B. Class 1 Control Circuits: Type THHN-THWN, in raceway.
C. Class 2 Control Circuits: Type THHN-THWN, in raceway.
3.3 INSTALLATION OF CONDUCTORS AND CABLE
A. Conceal raceways in finished walls, ceilings, and floors, unless otherwise
indicated.
B. Use manufacturer-approved pulling compound or lubricant where
necessary. Compound used must not deteriorate conductor insulation. Do
not exceed manufacturer’s recommended maximum pulling tensions and
sidewall pressure values.
C. Use pulling means; including fish tape, cable, rope, and basket-weave
wire/cable grips that will not damage cables or raceway.
D. Install exposed cables parallel and perpendicular to surfaces of exposed
structural members, and follow surface contours where possible.
E. Support raceways according to Section 260529, "Hangers and Supports
for Electrical Systems”.
F. Identify and color-code conductors and cables according to Section
260553, "Identification for Electrical Systems”.
3.4 CONNECTIONS
A. Tighten electrical connectors and terminals according to manufacturer's
published torque-tightening values. If manufacturer's torque values are not
indicated, use those specified in UL 486A.
B. Make splices and taps that are compatible with conductor material and
that possess equivalent or better mechanical strength and insulation
ratings than un-spliced conductors.
C. Wiring at Outlets: Install conductor at each outlet, with at least 12 inches
of slack.
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Project No. 4605
Low Voltage Power Conductors
26 05 19
Page 6 of 6
3.5 FIELD QUALITY CONTROL
A. Testing Agency: Engage a qualified testing agency to perform tests and
inspections and prepare test reports.
B. Perform tests and inspections and prepare test reports.
C. Tests and Inspections:
1. After installing conductors and cables and before electrical circuitry
has been energized, test service entrance and feeder conductors,
and conductors feeding critical equipment and services, as
indicated on drawings, for compliance with requirements.
2. Perform each visual and mechanical inspection and electrical test
stated in NETA Acceptance Testing Specification. Certify
compliance with test parameters.
3. Infrared Scanning: After Substantial Completion, but not more than
60 days after Final Acceptance, perform an infrared scan of each
splice in cables and conductors No. 3 AWG and larger. Remove
box and equipment covers so splices are accessible to portable
scanner.
a. Instrument: Use an infrared scanning device designed to
measure temperature or to detect significant deviations from
normal values. Provide calibration record for device.
b. Record of Infrared Scanning: Prepare a certified report that
identifies splices checked and that describes scanning
results. Include notation of deficiencies detected, remedial
action taken and observations after remedial action. Furnish
original and four copies of the complete report to the
Architect in accordance with requirements of Contract
Documents
D. Test Reports: Prepare a written report to record the following:
1. Test procedures used.
2. Test results that comply with requirements.
3. Test results that do not comply with requirements and corrective
action taken to achieve compliance with requirements.
4. Furnish original and four copies of the complete report to the
Architect in accordance with requirements of Contract Documents
E. Remove and replace malfunctioning cables and retest as specified above.
END OF SECTION 26 05 19
Poinsettia Community Park – Phase III
Project No. 4605
Grounding & Bonding
26 05 26
Page 1 of 7
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and Division 1 Specification Sections, apply to
this Section.
B. Related Sections include the following:
1. Section 260543, “Underground ducts and Raceways for Electrical
Systems”.
2. Section 260553, “Identification for Electrical Systems”.
1.2 SUMMARY
A. This Section includes methods and materials for grounding systems and
equipment, plus the following special applications:
1. Underground distribution grounding.
2. Common ground bonding with lightning protection system.
1.3 CODES, STANDARDS AND REFERENCES
A. ANSI/NFPA 70: National Electrical Code, with California Amendments
(CEC).
B. ANSI/IEEE C2: National Electrical Safety Code (NESC)
C. American Society for Testing and Materials (ASTM) - ASTM B3: Standard
Specification for Soft or Annealed Copper Wire.
D. American Society for Testing and Materials (ASTM) - ASTM B8: Standard
Specification for Concentric-Lay-Stranded Copper Conductors, Hard,
Medium-Hard, or Soft.
E. American Society for Testing and Materials (ASTM) - ASTM B33:
Standard Specification for Tinned Soft or Annealed Copper Wire for
Electrical Purposes.
F. Institute of Electrical and Electronic Engineers (IEEE) - IEEE 142 –
Recommended Practice for Grounding of Industrial and Commercial
Power Systems.
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Grounding & Bonding
26 05 26
Page 2 of 7
G. Institute of Electrical and Electronic Engineers (IEEE) - IEEE 81: IEEE
Guide for Measuring Earth Resistivity, Ground Impedance, and Earth
Surface Potentials of a Ground System.
H. National Fire Protection Association (NFPA) - NFPA 70B: Recommended
Practice for Electrical Equipment Maintenance.
I. National Fire Protection Association (NFPA) - 780: Standard for the
Installation of Lightning Protection Systems.
J. Occupational Safety and Health Administration (OSHA) – 29 CFR 1910.7:
OSHA Occupational Safety and Health Standards.
K. Underwriters Laboratories – UL 83 – Thermoplastic Insulated Wires.
L. Underwriters Laboratories – UL 467 – Grounding and Bonding Equipment.
M. Underwriters Laboratories – UL 486A – Wire Connectors and Soldering
Lugs for Use with Copper Conductors.
1.4 DEFINITIONS
A. UFER – As defined by Article 100 of the CEC.
1.5 REGULATORY REQUIREMENTS
A. The Contractor shall conform to requirements of the California Electrical
Code.
1.6 PERFORMANCE REQUIREMENTS
A. Grounding system resistance shall be 25 ohms or less unless otherwise
indicated.
1.7 SUBMITTALS
A. Product Data: For each type of product indicated.
B. Other Informational Submittals: Plans showing dimensioned as-built
locations of grounding features specified in Part 3 "Field Quality Control"
Article, including the following:
1. Test well
2. Ground rods.
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C. Qualification Data: For testing agency and testing agencies field
supervisor.
D. Field quality-control test reports.
1.8 WARRANTY
A. Warranty shall comply with the provisions of Divisions 1 of these
specifications.
1.9 QUALITY ASSURANCE
A. Testing Agency Qualifications: An independent agency, with the
experience and capability to conduct the testing indicated, that is a
member company of the International Electrical Testing Association or is a
nationally recognized testing laboratory (NRTL) as defined by OSHA in 29
CFR 1910.7, and that is acceptable to authorities having jurisdiction.
1. Testing Agency’s Field Supervisor: Person currently certified by the
International. Electrical Testing Association to supervise on-site
testing specified in Part 3.
B. Electrical Components, Devices, and Accessories: Listed and labeled as
defined in CEC, Article 100, by a testing agency acceptable to authorities
having jurisdiction, and marked for intended use.
C. Comply with UL 467 for grounding and bonding materials and equipment.
PART 2 - PRODUCTS
2.1 CONDUCTORS
A. Insulated Conductors: Copper or tinned-copper wire or cable insulated for
600 V, unless otherwise required by applicable Code or authorities
having jurisdiction.
B. Bare Copper Conductors:
1. Solid Conductors: comply with ASTM B3.
2. Stranded Conductors: comply with ASTM B8.
3. Bonding Conductor: No. 4 or No. 6 AWG, stranded conductor.
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2.2 CONNECTORS
A. Listed and labeled by a nationally recognized testing laboratory
acceptable to authorities having jurisdiction for applications in which used,
and for specific types, sizes, and combinations of conductors and other
items connected.
B. Bolted Connectors for Rods, Conductors and Pipes: Copper or copper
alloy, bolted pressure- type, with at least two bolts.
1. Pipe Connectors: Clamp type, sized for pipe.
C. Welded Connectors: Exothermic welding kits of types recommended by kit
manufacturer for materials being joined and installation conditions.
2.3 GROUNDING ELECTRODES
A. Ground Rods: Sectional copper-clad, 3/4 inch diameter by10 feet in
length. Provide driving pins. Provide threaded couplings where necessary
to extend rods.
PART 3 - EXECUTION
3.1 APPLICATIONS
A. Conductors: Install green insulated, solid conductors for No. 8 AWG and
smaller and stranded conductors for No. 6 AWG and larger, unless
otherwise indicated.
B. Conductor Terminations and Connections:
1. Pipe and Equipment Grounding Conductor Terminations: Bolted
connectors.
2. Underground Connections: Welded connectors except at test wells
and as otherwise indicated.
3. Connections to Ground Rods at Test Wells: Bolted connectors.
3.2 GROUNDING UNDERGROUND DISTRIBUTION SYSTEM COMPONENTS
A. Comply with IEEE C2 grounding requirements.
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3.3 EQUIPMENT GROUNDING
A. Install insulated equipment grounding conductors with all feeders and
branch circuits.
B. Install insulated equipment grounding conductors with the following items,
in addition to those required by CEC:
1. All Feeders and branch circuits.
2. Lighting circuits.
3. Receptacle Circuits.
C. Metal Poles Supporting Outdoor Sports Lighting Fixtures: Install grounding
electrode and a separate insulated equipment grounding conductor in
addition to grounding conductor installed with branch-circuit conductors.
3.4 INSTALLATION
A. Make mechanical and electrical contact at all panelboards, outlet boxes,
junction boxes, and wherever the conduit run is connected. Permanently
and effectively ground all conduits and other equipment as required by all
applicable codes, regulations, and standards.
B. Grounding Conductors: Install a code sized insulated ground wire in all
conduits unless a larger size is indicated on plans. Route along shortest
and straightest paths possible, unless otherwise indicated or required by
Code. Avoid obstructing access or placing conductors where they may be
subjected to strain, impact, or damage.
C. Ground Rods: Drive rods until tops are 2 inches below finished floor or
final grade, unless otherwise indicated.
D. Test Wells: Ground rod driven through drilled hole in bottom of handhole.
Handholes are specified in Section 260543, “Underground Ducts and
Raceways for Electrical Systems”, and shall be at least 12 inches deep,
with cover.
1. Test Wells: Install at least one test well for each service, unless
otherwise indicated. Install at the ground rod electrically closest to
service entrance. Set top of test well flush with finished grade or
floor.
E. Bonding Straps and Jumpers: Install in locations accessible for inspection
and maintenance, except where routed through short lengths of conduit.
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1. Bonding to structure: Bond straps directly to basic structure, taking
care not to penetrate any adjacent parts.
2. Bonding to Equipment Mounted on Vibration Isolation Hangers and
Supports: Install so vibration is not transmitted to rigidly mounted
equipment.
3. Use exothermic-welded connectors for outdoor locations, but if a
disconnect-type connection is required, use a bolted clamp.
4. Install tinned-copper conductor not less than No. 2/0 AWG for
ground ring and for taps to building steel.
5. Bury ground ring not less than 24 inches from building foundation.
3.5 FIELD QUALITY CONTROL
A. Testing Agency: An independent, qualified testing and inspecting agency
shall perform the following field tests and inspections and prepare test
reports.
1. After installing grounding system but before permanent electrical
circuits have been energized, test for compliance with
requirements.
2. Test completed grounding system at each location where a
maximum ground-resistance level is specified, at service
disconnect enclosure grounding terminal, at ground test wells, and
at individual ground rods. Make tests at ground rods before any
conductors are connected.
a. Measure ground resistance not less than two full days after
last trace of precipitation and without soil being moistened by
any means other than natural drainage or seepage and
without chemical treatment or other artificial means of
reducing natural ground resistance.
b. Perform tests by fall-of-potential method according to
IEEE 81.
3. Documentation:
a. Prepare dimensioned drawings locating each test well,
ground rod and ground rod assembly, and other grounding
electrodes. Identify each by letter in alphabetical order, and
key to the record of tests and observations. Include the
number of rods driven and their depth at each location, and
include observations of weather and other phenomena that
may affect test results. Describe measures taken to improve
test results.
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b. Furnish original and four copies of the complete report to the
Architect in accordance with requirements of Contract
Documents.
B. Report measured ground resistances that exceed the following values:
1. Electrical system maximum ground-resistance value: 25 ohms.
C. Excessive Ground Resistance: If resistance to ground exceeds specified
value, extend rod(s) or drive additional rods to meet specified resistance.
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PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and Division 1 Specification Sections, apply to
this Section.
B. Related Sections include the following:
1. Section 260519, "Low Voltage Electrical Power Conductors and
Cables”.
2. Section 260526, “Grounding and Bonding for Electrical Systems”.
3. Section 260543, “Underground Ducts and Raceways for Electrical
Systems”.
4. Section 260553, “Identification for Electrical Systems”.
1.2 SUMMARY
A. This Section includes raceways, fittings, boxes, enclosures, and cabinets
for electrical wiring.
1.3 CODES, REFERENCES AND STANDARDS
A. American National Standards Institute (ANSI) – ANSI C80.1: Electrical
Rigid Steel Conduit (ERSC).
B. American National Standards Institute (ANSI) – C80.3: Specification for
Electrical Metallic Tubing, Zinc Coated (EMT).
C. American National Standards Institute (ANSI) – OS1: Sheet-Steel Outlet
Boxes, Device Boxes, Covers, and Box Supports.
D. ANSI/NFPA 70: National Electrical Code, with California Amendments
(CEC).
E. American Society for Testing and Materials (ASTM) - ASTM A53/A53M:
Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-
Coated, Welded and Seamless.
F. National Electrical Contractors Association (NECA) - NECA 1: Good
Workmanship in Electrical Construction.
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G. National Electrical Contractors Association (NECA) - NECA 101: Standard
for Installing Steel Conduits (Rigid, IMC, EMT).
H. National Electrical Manufacturers Association (NEMA) – NEMA 250:
Enclosures for Electrical Equipment (1000 Volts Maximum).
1.4 DEFINITIONS
A. EMT: Electrical metallic tubing.
B. FMC: Flexible metal conduit.
C. LFMC: Liquid-tight flexible metal conduit.
D. LFNC: Liquid-tight flexible non-metallic conduit.
E. PVC: Polyvinyl Chloride.
F. RMC: Rigid metallic conduit.
G. RNC: Rigid non-metallic conduit.
1.5 SUBMITTALS
A. Product Data: For surface raceways, wire ways and fittings, hinged-cover
enclosures, and cabinets.
B. Shop Drawings: For the following raceway components. Include plans,
elevations, sections, details, and attachments to other work.
1. Custom enclosures and cabinets.
2. For handholes and boxes for underground wiring, including the
following:
a. Duct entry provisions, including locations and duct sizes.
b. Frame and cover design.
c. Grounding details.
d. Joint details.
C. Coordination Drawings: Conduit routing plans, drawn to scale, on which
the following items are shown and coordinated with each other, based on
input from installers of the items involved:
1. Structural members in the paths of conduit groups with common
supports.
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2. Existing Plumbing items and landscape features in the paths of
conduit groups with common supports.
D. Qualification Data: For professional engineer and testing agency.
E. Source quality-control test reports.
1.6 QUALITY ASSURANCE
A. Electrical Components, Devices, and Accessories: Listed and labeled as
defined in CEC, Article 100, by a testing agency acceptable to authorities
having jurisdiction, and marked for intended use.
B. Comply with CEC.
PART 2 - PRODUCTS
2.1 METAL CONDUIT AND TUBING
A. Available Manufacturers: Subject to compliance with requirements,
manufacturers offering products that may be incorporated into the Work
include, but are not limited to, the following:
1. AFC Cable Systems, Inc.
2. Alflex Inc.
3. Allied Tube & Conduit; a Tyco International Ltd. Co.
4. Anamet Electrical, Inc.; Anaconda Metal Hose.
5. Manhattan/CDT/Cole-Flex.
6. O-Z Gedney; a unit of General Signal.
B. Rigid Steel Conduit: ANSI C80.1.
1. Standard weight rigid galvanized steel (RGS) conduit shall be hot
dipped galvanized or sheradized. All fittings shall be of the screw
thread type. Couplings, locknuts, bushings, etc., shall be hot dipped
galvanized or sheradized.
C. PVC-Coated Steel Conduit: PVC-Coated rigid steel conduit where
indicated on drawings.
1. Comply with NEMA RN 1.
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2. Coating Thickness: 0.040 inch, minimum, interior and exterior
surfaces of conduit.
3. Conduit stub-ups from underground including the final 90 degrees
sweep and the riser shall be RGS with PVC Coating. PVC
Schedule 80 conduit bends will be allowed for all underground
bends or sweeps and for vertical risers in lieu of RGS with PVC
Coating.
D. EMT: ANSI C80.3.
1. Electric Metallic Tubing (EMT) shall be galvanized or sheradized.
Couplings and connectors shall be galvanized or sheradized.
E. FMC: Zinc-coated steel.
F. LFMC: Flexible steel conduit with PVC jacket.
G. Fittings for Conduit (Including all Types and Flexible and Liquid-tight),
EMT, and Cable: NEMA FB 1; listed for type and size raceway with which
used, and for application and environment in which installed. Indent or
drive-on fittings shall not be permitted.
1. Fittings for EMT: Steel, compression type.
2. Coating for Fittings for PVC-Coated Conduit: Minimum thickness,
0.040 inch, with overlapping sleeves protecting threaded joints.
H. Joint Compound for Rigid Steel Conduit: Listed for use in cable connector
assemblies, and compounded for use to lubricate and protect threaded
raceway joints from corrosion and enhance their conductivity.
2.2 NON-METALLIC CONDUIT AND TUBING
A. Available Manufacturers: Subject to compliance with requirements,
manufacturers offering products that may be incorporated into the Work
include, but are not limited to, the following:
1. AFC Cable Systems, Inc.
2. Anamet Electrical, Inc.; Anaconda Metal Hose.
3. CertainTeed Corp.; Pipe & Plastics Group.
4. Lamson & Sessions; Carlon Electrical Products.
5. Manhattan/CDT/Cole-Flex.
6. RACO; a Hubbell Company.
7. Thomas & Betts Corporation.
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B. RNC: NEMA TC 2, Type EPC-40-PVC, EPC-80-PVC, unless otherwise
indicated.
C. Underground bends or sweeps in PVC conduits for vertical risers for
feeders and branch circuits shall be according to the following formula, as
a minimum: For conduits 2” diameter and smaller, sweep radius shall be
six times the diameter; for conduits larger than 2” diameter, sweep radius
shall be ten times the diameter.
D. Fittings for RNC: NEMA TC 3; match to conduit or tubing type and
material.
2.3 CONDUIT SIZES
A. The minimum conduit size shall be 1 inch for lighting and power branch
circuit wiring. The minimum “Homerun” conduit size to any panelboard,
load center, switchboard, or motor control center shall be 1 inch. For
concrete encased duct structures the minimum size shall be 4 inches
unless otherwise indicated.
B. Condulets for conduits larger than 1-1/2 inch I.D. shall be of the mogul
design secured to the building structure within 6 inches each of conduit
connection.
2.4 BOXES, ENCLOSURES, AND CABINETS
A. Available Manufacturers: Subject to compliance with requirements,
manufacturers offering products that may be incorporated into the Work
include, but are not limited to, the following:
1. Cooper Crouse-Hinds; Div. of Cooper Industries, Inc.
2. Hoffman.
3. Hubbell Incorporated; Killark Electric Manufacturing Co. Division.
4. O-Z/Gedney; a unit of General Signal.
5. RACO; a Hubbell Company.
6. Thomas & Betts Corporation.
7. Walker Systems, Inc.; Wiremold Company (The).
8. Woodhead, Daniel Company; Woodhead Industries, Inc.
Subsidiary.
B. Manufacturer for the custom exterior enclosure shall be Pacific Electric,
Inc. Temecula Contact Don Cartwright ph# 951-296-1562
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C. Sheet Metal Outlet and Device Boxes: NEMA OS 1.
D. Cast-Metal Outlet and Device Boxes: NEMA FB 1, ferrous alloy Type FD,
with gasketed cover.
E. Small Sheet Metal Pull and Junction Boxes: NEMA OS 1.
F. Cast-Metal Access, Pull, and Junction Boxes: NEMA FB 1, galvanized,
cast iron with gasketed cover.
G. Hinged-Cover Enclosures: NEMA 250, Type 1, with continuous-hinge
cover with flush latch, unless otherwise indicated.
1. Metal Enclosures: Steel, finished inside and out with manufacturer's
standard enamel.
H. Custom Enclosure:
1. NEMA 3R, galvanized-steel with hinged removable front, finished
inside and out with manufacturer's standard enamel.
2. Hinged door in front cover with flush latch and concealed hinge.
3. Pad lockable.
4. Supports pre-installed for mounting of equipment.
5. Paint to match existing white finish of electrical room.
2.5 HANDHOLES AND BOXES FOR EXTERIOR UNDERGROUND WIRING
A. Description: Comply with SCTE 77.
1. Color of Frame and Cover: Gray concrete in custom enclosure,
galvanized diamond plate metal elsewhere.
2. Configuration: Units shall be designed for flush burial unless
otherwise indicated.
3. Cover: Weatherproof, secured by tamper-resistant locking devices
and having structural load rating consistent with enclosure where
not located in custom enclosure. Refer to handhole schedule on
drawings.
4. Cover Finish: Nonskid finish shall have a minimum coefficient of
friction of 0.50.
5. Cover Legend: Molded lettering stamped “ Lighting”.
6. Conduit Entrance Provisions: Conduit-terminating fittings shall mate
with entering ducts for secure, fixed installation in enclosure wall.
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B. Polymer-Concrete Handholes and Boxes with Polymer-Concrete Cover:
Molded of sand and aggregate, bound together with polymer resin, and
reinforced with steel or fiberglass or a combination of the two.
1. Available Manufacturers: Subject to compliance with requirements,
manufacturers offering products that may be incorporated into the
Work include, but are not limited to, the following:
a. Brooks Products.
b. Christy.
c. BES.
d. Jensen.
PART 3 - EXECUTION
3.1 RACEWAY APPLICATION
A. Outdoors: Apply raceway products as specified below, unless otherwise
indicated:
1. Exposed Conduit: Rigid steel conduit.
2. Concealed Conduit, Aboveground: EMT.
3. Underground Conduit: Schedule 40 or 80 PVC, direct buried, as
indicated.
4. Boxes and Enclosures, Aboveground: NEMA 250, Type 3R.
B. Comply with the following indoor applications, unless otherwise indicated:
1. Exposed,EMT.
2. Damp or Wet Locations: Rigid steel conduit.
3. Boxes and Enclosures: NEMA 250, Type 1, except use NEMA 250,
Type 3R in damp or wet locations.
C. Minimum Raceway Size: 3/4-inch trade size above grade, 1-inch for
underground conduit.
D. Raceway Fittings: Compatible with raceways and suitable for use and
location. EMT Raceway fittings shall be steel, compression type.
1. EMT: Compression Type.
2. Rigid and Intermediate Steel Conduit: Use threaded rigid steel
conduit fittings, unless otherwise indicated.
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3. PVC Externally Coated, Rigid Steel Conduits: Use only fittings
listed for use with that material. Patch and seal all joints, nicks, and
scrapes in PVC coating after installing conduits and fittings. Use
sealant recommended by fitting manufacturer.
3.2 INSTALLATION
A. Comply with NECA 1 for installation requirements applicable to products
specified in Part 2 except where requirements on Drawings or in this
Article are stricter.
B. All conduits shall contain an insulated ground wire whether indicated or
not. The ground wire shall be sized in accordance with CEC, unless
otherwise noted. All conduit systems shall be mechanically and electrically
continuous.
C. Complete raceway installation before starting conductor installation.
D. Arrange stub-ups so curved portions of bends are not visible above the
finished slab.
E. Install no more than the equivalent of three 90-degree bends in any
conduit run except for communications conduits, for which fewer bends
are allowed.
F. Raceway Terminations at Locations Subject to Moisture or Vibration: Use
insulating bushings to protect conductors, including conductors smaller
than No. 4 AWG.
G. Install pull wires in empty raceways. Use polypropylene or monofilament
plastic line with not less than 200-lb tensile strength. Leave at least 12
inches of slack at each end of pull wire. Label each end indicating
destination.
H. Expansion-Joint Fittings for RNC: Install in each run of aboveground
conduit that is located where environmental temperature change may
exceed 30 deg F, and that has straight-run length that exceeds 25 feet.
1. Install expansion-joint fittings for each of the following locations,
and provide type and quantity of fittings that accommodate
temperature change listed for location:
a. Outdoor Locations Not Exposed to Direct Sunlight: 125
deg F temperature change.
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b. Outdoor Locations Exposed to Direct Sunlight: 155 deg F
temperature change.
c. Indoor Spaces: Connected with the Outdoors without
Physical Separation: 125 deg F temperature change.
d. Attics: 135 deg F temperature change.
2. Install fitting(s) that provide expansion and contraction for at least
0.00041 inch per foot of length of straight run per deg F of
temperature change.
3. Install each expansion-joint fitting with position, mounting, and
piston setting selected according to manufacturer's written
instructions for conditions at specific location at the time of
installation.
3.3 INSTALLATION OF UNDERGROUND CONDUIT
A. Direct-Buried Conduit:
1. Excavate trench bottom to provide firm and uniform support for
conduit.
2. After installing conduit, backfill and compact. Start at tie-in point,
and work toward end of conduit run, leaving conduit at end of run
free to move with expansion and contraction as temperature
changes during this process. Firmly hand-tamp backfill around
conduit to provide maximum supporting strength. After placing
controlled backfill to within 12 inches of finished grade, make final
conduit connection at end of run and complete backfilling.
3. Install manufactured PVC 80 elbows for stub-ups at poles and
equipment and at building entrances through the floor.
a. Couple steel conduits to ducts with adapters designed for
this purpose, and encase coupling with 3 inches of concrete.
4. Warning Tape: Warning tape shall be 5.5 mil composition film, 6
inches wide, containing one layer of metalized foil laminated
between two (2) layers of inert plastic film, specifically formulated
for prolonged use underground. Tape shall be highly resistant to
alkalis, acids, and other destructive agents found in the soil.
Warning tape shall bear a continuous printed message warning of
the exact location of underground installations. The message shall
be in permanent ink specifically formulated for prolonged use
underground. Tape shall have black letters (minimum ½ inch high)
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on red background with the message “ELECTRICAL” printed on
twelve (12)-inch centers for the entire length of the tape.
3.4 INSTALLATION OF UNDERGROUND HANDHOLES AND BOXES
A. Install handholes and boxes level and plumb and with orientation and
depth coordinated with connecting conduits to minimize bends and
deflections required for proper entrances.
B. Unless otherwise indicated, support units on a level 6 inch deep bed of
crushed stone or gravel, graded from 1/2-inch sieve to No. 4 sieve and
compacted to same density as adjacent undisturbed earth.
C. Elevation: In paved areas, set so cover surface will be flush with finished
grade. Set covers of other enclosures 1 inch above finished grade.
3.5 PROTECTION
A. Provide final protection and maintain conditions that ensure coatings,
finishes, and cabinets are without damage or deterioration at time of
Substantial Completion.
1. Repair damage to galvanized finishes with zinc-rich paint
recommended by manufacturer.
2. Repair damage to PVC or paint finishes with matching touchup
coating recommended by manufacturer.
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PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and Division 01 Specification Sections, apply to this
Section.
1.2 SUMMARY
A. Section Includes:
1. Identification for conductors.
2. Warning labels and signs.
3. Equipment identification labels.
1.3 ACTION SUBMITTALS
A. Product Data: For each electrical identification product indicated.
B. Identification Schedule: An index of nomenclature of electrical equipment and
system components used in identification signs and labels.
1.4 QUALITY ASSURANCE
A. Comply with ANSI A13.1
B. Comply with NFPA 70.
C. Comply with 29 CFR 1910.144 and 29 CFR 1910.145.
D. Comply with ANSI Z535.4 for safety signs and labels.
E. Adhesive-attached labeling materials, including label stocks, laminating
adhesives, and inks used by label printers, shall comply with UL 969.
1.5 COORDINATION
A. Coordinate identification names, abbreviations, colors, and other features with
requirements in other Sections requiring identification applications, Drawings,
Shop Drawings, manufacturer's wiring diagrams, and the Operation and
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Maintenance Manual; and with those required by codes, standards, and
29 CFR 1910.145. Use consistent designations throughout Project.
B. Coordinate installation of identifying devices with completion of covering and
painting of surfaces where devices are to be applied.
C. Coordinate installation of identifying devices with location of access panels and
doors.
D. Install identifying devices before installing acoustical ceilings and similar
concealment.
PART 2 - PRODUCTS
2.1 CONDUCTOR IDENTIFICATION MATERIALS
A. Self-Adhesive, Self-Laminating Polyester Labels: Preprinted 3-mil- (0.08-mm-)
thick flexible label with acrylic pressure-sensitive adhesive that provides a clear,
weather- and chemical-resistant, self-laminating, protective shield over the
legend. Labels sized to fit the conductor diameter such that the clear shield
overlaps the entire printed legend.
B. Snap-Around Labels: Slit, pretensioned, flexible, preprinted, color-coded acrylic
sleeve, with diameter sized to suit diameter of conductor it identifies and to stay
in place by gripping action.
C. Snap-Around, Color-Coding Bands: Slit, pretensioned, flexible, solid-colored
acrylic sleeve with diameter sized to suit diameter of conductor it identifies and
to stay in place by gripping action.
2.2 EQUIPMENT IDENTIFICATION LABELS
A. Engraved, Laminated Acrylic or Melamine Label: Punched or drilled for screw
mounting. White letters on a dark-gray background. Minimum letter height shall
be 3/8 inch (10 mm).
2.3 CABLE TIES
A. General-Purpose Cable Ties: Fungus inert, self-extinguishing, one piece, self-
locking, Type 6/6 nylon.
1. Minimum Width: 3/16 inch (5 mm).
2. Tensile Strength at 73 deg F (23 deg C), According to ASTM D 638:
12,000 psi (82.7 MPa).
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3. Temperature Range: Minus 40 to plus 185 deg F (Minus 40 to plus 85
deg C).
4. Color: Black except where used for color-coding.
2.4 MISCELLANEOUS IDENTIFICATION PRODUCTS
A. Paint: Comply with requirements in painting Sections for paint materials and
application requirements. Select paint system applicable for surface material
and location (exterior or interior).
B. Fasteners for Labels and Signs: Self-tapping, stainless-steel screws or
stainless-steel machine screws with nuts and flat and lock washers.
PART 3 - EXECUTION
3.1 INSTALLATION
A. Verify identity of each item before installing identification products.
B. Location: Install identification materials and devices at locations for most
convenient viewing without interference with operation and maintenance of
equipment.
C. Cable Ties: For attaching tags. Use general-purpose type, except as listed
below:
1. Outdoors: UV-stabilized nylon.
3.2 IDENTIFICATION SCHEDULE
A. Power-Circuit Conductor Identification, 600 V or Less:
1. Color-Coding for Phase and Voltage Level Identification, 600 V or Less:
Use colors listed below for ungrounded feeder and branch-circuit
conductors.
a. Color shall be factory applied
b. Colors for 208/120-V Circuits:
1) Phase A: Black.
2) Phase B: Red.
3) Phase C: Blue.
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B. Equipment Identification Labels: On each unit of equipment, install unique
designation label that is consistent with wiring diagrams, schedules, and the
Operation and Maintenance Manual. Apply labels to disconnect switches,
control panels, control stations. Systems include power, lighting, control
systems unless equipment is provided with its own identification.
1. Labeling Instructions:
a. Indoor Equipment: Engraved, laminated acrylic or melamine label.
Unless otherwise indicated, provide a single line of text with 1/2-inch-
(13-mm-) high letters on 1-1/2-inch- (38-mm-) high label; where two
lines of text are required, use labels 2 inches (50 mm) high.
b. Outdoor Equipment: Engraved, laminated acrylic or melamine label]
[Stenciled legend 4 inches (100 mm) high
2. Equipment to Be Labeled:
a. Panelboards: Typewritten directory of circuits in the location provided
by panelboard manufacturer. Panelboard identification shall be
engraved, laminated acrylic or melamine label.
b. Enclosures and electrical cabinets.
END OF SECTION 26 05 53
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PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and Division 01 Specification Sections, apply to this
Section.
1.2 SUMMARY
A. Section Includes:
1. Receptacles, receptacles with integral GFCI, and associated device
plates.
1.3 DEFINITIONS
A. EMI: Electromagnetic interference.
B. GFCI: Ground-fault circuit interrupter.
1.4 ACTION SUBMITTALS
A. Product Data: For each type of product.
B. Shop Drawings: List of legends and description of materials and process used
for premarking wall plates.
PART 2 - PRODUCTS
2.1 MANUFACTURERS
A. Available manufacturers: Subject to compliance with requirements,
manufacturers offering products that may be incorporated into the Work include,
but are not limited to, the following:
1. Cooper Wiring Systems
2. Hubbel Incorporated
3. Leviton
4. Pass & Seymour
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B. Source Limitations: Obtain each type of wiring device and associated wall plate
from single source from single manufacturer.
2.2 GENERAL WIRING-DEVICE REQUIREMENTS
A. Wiring Devices, Components, and Accessories: Listed and labeled as defined
in NFPA 70, by a qualified testing agency, and marked for intended location and
application.
B. Comply with NFPA 70.
C. Devices that are manufactured for use with modular plug-in connectors may be
substituted under the following conditions:
1. Connectors shall comply with UL 2459 and shall be made with stranding
building wire.
2. Devices shall comply with the requirements in this Section.
2.3 STRAIGHT-BLADE RECEPTACLES
A. Convenience Receptacles, 125 V, 20 A: Comply with NEMA WD 1,
NEMA WD 6 Configuration 5-20R, UL 498, and FS W-C-596.
2.4 GFCI RECEPTACLES
A. General Description:
1. Straight blade, non-feed-through type.
2. Comply with NEMA WD 1, NEMA WD 6, UL 498, UL 943 Class A, and
FS W-C-596.
3. Include indicator light that shows when the GFCI has malfunctioned and
no longer provides proper GFCI protection.
2.5 WALL PLATES
A. Single and combination types shall match corresponding wiring devices.
B. Wet-Location, Weatherproof Cover Plates: NEMA 250, complying with Type 3R,
weather-resistant die-cast aluminum with lockable cover.
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PART 3 - EXECUTION
3.1 INSTALLATION
A. Comply with NECA 1, including mounting heights listed in that standard, unless
otherwise indicated.
B. Coordination with Other Trades:
1. Protect installed devices and their boxes. Do not place wall finish
materials over device boxes and do not cut holes for boxes with routers
that are guided by riding against outside of boxes.
C. Conductors:
1. Do not strip insulation from conductors until right before they are spliced or
terminated on devices.
2. Strip insulation evenly around the conductor using tools designed for the
purpose. Avoid scoring or nicking of solid wire or cutting strands from
stranded wire.
3. The length of free conductors at outlets for devices shall meet provisions
of NFPA 70, Article 300, without pigtails.
D. Device Installation:
1. Keep each wiring device in its package or otherwise protected until it is
time to connect conductors.
2. Do not remove surface protection, such as plastic film and smudge
covers, until the last possible moment.
3. Connect devices to branch circuits using pigtails that are not less than 6
inches (152 mm) in length.
4. When there is a choice, use side wiring with binding-head screw terminals.
Wrap solid conductor tightly clockwise, two-thirds to three-fourths of the
way around terminal screw.
5. Use a torque screwdriver when a torque is recommended or required by
manufacturer.
6. When conductors larger than No. 12 AWG are installed on 15- or 20-A
circuits, splice No. 12 AWG pigtails for device connections.
7. Tighten unused terminal screws on the device.
8. When mounting into metal boxes, remove the fiber or plastic washers
used to hold device-mounting screws in yokes, allowing metal-to-metal
contact.
E. Receptacle Orientation:
1. Install ground pin of vertically mounted receptacles up.
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F. Coordinate installation of receptacles at sports lighting poles with sports lighting
manufacturer.
3.2 GFCI RECEPTACLES
A. Install non-feed-through-type GFCI receptacles.
3.3 IDENTIFICATION
A. Comply with Section 260553 "Identification for Electrical Systems."
B. Identify each receptacle with panelboard identification and circuit number. Use
hot, stamped, or engraved machine printing with black filled lettering on face of
plate, and durable wire markers or tags inside outlet boxes.
3.4 FIELD QUALITY CONTROL
A. Tests for Convenience Receptacles:
1. Line Voltage: Acceptable range is 105 to 132 V.
2. Percent Voltage Drop under 15-A Load: A value of 6 percent or higher is
unacceptable.
3. Ground Impedance: Values of up to 2 ohms are acceptable.
4. GFCI Trip: Test for tripping values specified in UL 1436 and UL 943.
5. Using the test plug, verify that the device and its outlet box are securely
mounted.
6. Tests shall be diagnostic, indicating damaged conductors, high resistance
at the circuit breaker, poor connections, inadequate fault current path,
defective devices, or similar problems. Correct circuit conditions, remove
malfunctioning units and replace with new ones, and retest as specified
above.
B. Prepare test and inspection reports.
END OF SECTION 26 27 26
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PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and Division 1, 3, 27, 28 Specification
Sections, apply to this Section.
B. Related Sections include the following:
1. Section 260500, “Common Work Results for Electrical”.
2. Section 260519, “Low Voltage Electrical Power Conductors and
Cables”.
3. Section 260526, “Grounding and Bonding for Electrical Systems”.
4. Section 260553, “Identification for Electrical Systems”.
5. Section 265668, “Exterior Athletic Lighting”.
1.2 SUMMARY
A. This Section includes the following:
1. Exterior luminaires with lamps and ballasts.
1.3 CODES, STANDARDS, AND REFERENCES
A. American National Standards Institute (ANSI) – ANSI C78.42: American
National Standard for Electric Lamps - Guidelines for High-Pressure
Sodium Lamps.
B. American National Standards Institute (ANSI) – ANSI C82.1: American
National Standard for Lamp Ballast - Line Frequency Fluorescent Lamp
Ballast.
C. American National Standards Institute (ANSI) – ANSI C82.4: American
National Standard for Lamp Ballasts - Ballasts for High-Intensity
Discharge and Low-Pressure Sodium Lamps (Multiple-Supply Type).
D. American National Standards Institute (ANSI) – ANSI C136.10: American
National Standard for Roadway and Area Lighting Equipment - Locking-
type Photo-control Devices and Mating Receptacles - Physical and
Electrical Interchangeability and Testing.
E. American National Standards Institute (ANSI) – ANSI/IESNA RP-8:
American National Standard Practice for Roadway Lighting.
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F. ANSI/IEEE C2: National Electrical Safety Code (NESC).
G. ANSI/IEEE C62.41: Guide for Surge Voltages in Low-Voltage AC Power
Circuits.
H. ANSI/NFPA 70 – National Electrical Code, with California amendments
(CEC).
I. California Code of Regulations (CCR) Title 24, Part 6 California Energy
Code.
1.4 DEFINITIONS
A. CRI: Color-rendering index.
B. Luminaire: Complete lighting fixture, including ballast housing, if provided.
1.5 SUBMITTALS
A. Product Data: For each luminaire and support component, arranged in
order of lighting unit designation. Include data on features, accessories,
finishes, and the following:
1. Physical description of luminaire, including materials, dimensions
and verification of indicated parameters.
2. Details of attaching luminaires and accessories.
3. Details of installation and construction.
4. Luminaire materials.
5. Photometric data based on laboratory tests of each luminaire type,
complete with indicated lamps, ballasts, and accessories.
a. For indicated luminaires, photometric data shall be certified
by a qualified independent testing agency. Photometric data
for remaining luminaires shall be certified by manufacturer.
b. Photometric data shall be certified by manufacturer's
laboratory with a current accreditation under the National
Voluntary Laboratory Accreditation Program for Energy
Efficient Lighting Products.
6. Ballasts, including energy-efficiency data.
7. Lamps, including life, output, and energy-efficiency data.
8. Materials, dimensions, and finishes of poles.
9. Means of attaching luminaires to supports, and indication that
attachment is suitable for components involved.
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1.6 QUALITY ASSURANCE
A. Luminaire Photometric Data Testing Laboratory Qualifications: Provided
by manufacturers' laboratories that are accredited under the National
Volunteer Laboratory Accreditation Program for Energy Efficient Lighting
Products, and
PART 1 - PRODUCTS
1.1 MANUFACTURERS
A. In other Part 2 articles, where titles below introduce lists, the following
requirements apply to product selection:
B. In Lighting Fixture Schedule, where titles below are column or row
headings that introduce lists, the following requirements apply to product
selection:
1. Available Manufacturers: Subject to compliance with requirements,
manufacturers offering products that may be incorporated into the
Work include, but are not limited to, manufacturers specified.
1.2 LUMINAIRES, GENERAL REQUIREMENTS
A. Luminaires shall comply with UL 1598 and be listed and labeled for
installation in wet locations by an NRTL acceptable to authorities having
jurisdiction.
B. Comply with IESNA RP-8 for parameters of lateral light distribution
patterns indicated for luminaires.
C. Metal Parts: Free of burrs and sharp corners and edges.
D. Sheet Metal Components: Corrosion-resistant aluminum, unless otherwise
indicated. Form and support to prevent warping and sagging.
E. Housings: Rigidly formed, weather- and light-tight enclosures that will not
warp, sag, or deform in use. Provide filter/breather for enclosed
luminaires.
F. Doors, Frames, and Other Internal Access: Smooth operating, free of light
leakage under operating conditions, and designed to permit re-lamping
without use of tools. Designed to prevent doors, frames, lenses, diffusers,
and other components from falling accidentally during re-lamping and
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when secured in operating position. Doors shall be removable for cleaning
or replacing lenses. Designed to disconnect ballast when door opens.
G. Exposed Hardware Material: Stainless steel.
PART 2 - EXECUTION
2.1 LUMINAIRE INSTALLATION
A. Install lamps in each luminaire.
B. Fasten luminaire to indicated structural supports.
1. Use fastening methods and materials selected to resist seismic
forces defined for the application and approved by manufacturer.
C. Adjust luminaires that require field adjustment or aiming. Include
adjustment of photoelectric device to prevent false operation of relay by
artificial light sources.
2.2 CORROSION PREVENTION
A. Aluminum: Do not use in contact with earth or concrete. When in direct
contact with a dissimilar metal, protect aluminum by insulating fittings or
treatment.
2.3 FIELD QUALITY CONTROL
A. Inspect each installed fixture for damage. Replace damaged fixtures and
components.
B. Illumination Observations: Verify normal operation of lighting units after
installing luminaires and energizing circuits with normal power source.
END OF SECTION 26 56 00
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SECTION 26 56 68 – EXTERIOR ATHLETIC LIGHTING
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. LED Lighting System
B. Work covered by this section of the specifications shall conform to the contract
documents, engineering plans as well as state and local codes.
C. The purpose of these specifications is to define the performance and design standards
for the City of Carlsbad at Poinsettia Park. Manufacturer/contractor shall supply LED
lighting equipment to meet or exceed the standards set forth in these specifications.
D. The sports lighting will be for the following fields:
1. Soccer Field
E. The primary goals of this sports lighting project are:
1. Guaranteed Light Levels: Selection of appropriate light levels impact the safety of
the players and the enjoyment of spectators. Therefore light levels are
guaranteed to not drop below specified target values for a period of 10 years.
2. Environmental Light Control: It is the primary goal of this project to minimize spill
light and glare.
1.2 LIGHTING PERFORMANCE
A. Illumination Levels and Design Factors: The illumination levels specified shall be
based on light levels for 10 years. Light levels shall not drop below specified targeted
lighting levels during the specified warranty period. Appropriate light loss factors shall
be applied and submitted for the basis of design.
Area of
Lighting
Average
Light Levels
Max to Min
Uniformity Ratio
Grid
Points
Grid
Spacing
Soccer Field 30 footcandles 2:1 144 10’ x 10’
B. Horizontal illumination levels shall be based at any point on a parallel plane 36 inches
above the playing surface, unless otherwise indicated. Lighting calculations shall be
placed on a grid as shown in the specification.
C. Mounting Heights: To ensure proper aiming angles for reduced glare and to provide
better playability, minimum mounting heights shall be as described below. Higher
mounting heights may be required based on photometric report and ability to ensure
the top of the field angle is a minimum of 10 degrees below horizontal.
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# of Poles Pole Designation Pole Height
4 S1 – S4 50’
1.3 ENVIRONMENTAL LIGHT CONTROL
A. Spill Light Control: All luminaires shall utilize spill light and glare control devices
including, but not limited to, internal shields, louvers and external shields. No
symmetrical beam patterns are accepted.
1.4 WARRANTY AND GUARANTEE
A. 10-Year Warranty: Each manufacturer shall supply a signed warranty covering the
entire system for 10 years from the date of shipment. Warranty shall specify light
levels; system energy consumption; monitoring, maintenance and control services, spill
light control, and structural integrity. Manufacturer shall maintain specifically-funded
financial reserves to assure fulfillment of the warranty for the full term. Warranty does
not cover weather conditions events such as lightning or hail damage, improper
installation, vandalism or abuse, unauthorized repairs or alterations, or product made
by other manufacturers.
PART 2 - PRODUCT
2.1 SPORTS LIGHTING SYSTEM CONSTRUCTION
A. Manufacturing Requirements: All components shall be designed and manufactured as
a system. All luminaires, wire harnesses, remote drivers, and other enclosures shall be
factory assembled, aimed, wired and tested.
B. Durability: All exposed components shall be constructed of corrosion resistant material
and/or coated to help prevent corrosion. All exposed carbon steel shall be hot dip
galvanized per ASTM A123. All exposed aluminum shall be powder coated with high
performance polyester or anodized. All exterior reflective inserts shall be anodized,
coated, and protected from direct environmental exposure to prevent reflective
degradation or corrosion. All exposed hardware and fasteners shall be stainless steel
of 18-8 grade or better, passivated and coated with aluminum-based thermosetting
epoxy resin for protection against corrosion and stress corrosion cracking. Structural
fasteners may be carbon steel and galvanized meeting ASTM A153 and ISO/EN 1461
(for hot dipped galvanizing), or ASTM B695 (for mechanical galvanizing). All wiring
shall be enclosed within the cross-arms, pole, or electrical components enclosure.
C. System Description: Lighting system shall consist of the following:
1. Galvanized steel poles and cross-arm assemblies.
2. Non-approved pole technology:
a. Any direct bury steel poles or variations of direct buried steel will not be
accepted due to potential for internal and external corrosive reaction to the
soils and long term performance concerns.
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3. Pre-stressed concrete base embedded in concrete backfill allowed to cure for 12-
24 hours before pole stress is applied. Alternate may be an anchor bolt
foundation designed such that the steel pole and any exposed steel portion of the
foundation is located a minimum of 18 inches above final grade. The concrete for
anchor bolt foundations shall be allowed to cure for a minimum of 28 days before
the pole stress is applied unless shorter cure time approved by structural
engineer of record.
4. Fixtures shall have adjustable external visors to control spill light and reduce
glare.
5. LED Lamp Technology Sports Lighting Fixtures. Instant on/off capabilities.
6. Fixtures must include thermal management and come with a 10 year full
coverage warranty including parts and labor.
7. Minimum of 5,700 Color Temp and 65+ CRI.
8. Fixture Operating Temperature Range of -30 Degrees C to 55 Degrees C.
Maximum Junction Temperature for the diodes of 80 degrees C.
9. Electronic Driver with an efficiency of 95% or greater. Maximum starting inrush
of 7 amps at 25 degrees C.
10. All drivers shall be remote mounted approximately 12-feet above grade-level.
Integral drivers will not be accepted.
11. Secondary Wiring: Manufacturer shall supply all necessary wiring to connect the
fixture to the driver enclosure. Wiring shall be protected with either a jacketed
cord or conduit and shall be internal to the pole.
12. Control Cabinet to provide on-off control of the lighting system constructed of
NEMA Type 4 aluminum.. Cabinet shall contain custom configured contactor
modules for 30, 60, and 100 amps, labeled to match field diagrams and electrical
design. Manual Off-On-Auto selector switches shall be provided.
13. Manufacturing Requirements: All components shall be designed and
manufactured as a system. All luminaires, wire harnesses, drivers and other
enclosures shall be factory assembled aimed, wired and tested.
D. Safety: All system components shall be UL Listed for the appropriate application.
E. Lightning Protection: Manufacturer shall provide integrated lightning grounding via
concrete encased electrode grounding system as defined by NFPA 780 and be UL
Listed per UL 96 and UL 96A. If grounding is not integrated into the structure, the
manufacturer shall supply grounding electrodes, copper down conductors, and
exothermic weld kits. Electrodes and conductors shall be sized as required by NFPA
780. The grounding electrode shall be minimum size of 5/8 inch diameter and 8 feet
long, with a minimum of 10 feet embedment. Grounding electrode shall be connected
to the structure by a grounding electrode conductor with a minimum size of 2 AWG for
poles with 75 feet mounting height or less, and 2/0 AWG for poles with more than 75
feet mounting height.
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2.2 ELECTRICAL
A. Electric Power Requirements for the Sports Lighting Equipment.
1. Electric Power: 480V / 3 Phase (refer to electrical plans)
2. Maximum total voltage drop: Voltage drop to the remote enclosure shall not
exceed three (3) percent of the rated voltage.
3. Lighting Contactor Cabinet with dedicated contactors for each circuit shall be
provided. Cabinet shall be pre-wired, factory assembled, and UL listed. Cabinet
shall contain custom configured contactor modules for 30, 60, and 100 amps,
labeled to match field diagrams and electrical design. Manual Off-On-Auto
selector switches shall be provided. Warranty shall be 10 years and provided by
the Lighting System Manufacturer.
2.3 STRUCTURAL PARAMETERS
A. All luminaires, visors, and cross-arm assemblies shall withstand 150 mph winds and
maintain luminaire aiming alignment
B. Wind Loads: Wind loads shall be based on the 2013 California Building Code. Wind
loads to be calculated using ASCE 7-05, a design wind speed of 110 mph, Exposure
Category C, and wind importance factor of 1.0.
C. Pole Structural Design: The stress analysis and safety factor of the poles shall
conform to 2009 AASHTO Standard Specification for Structural Supports for Highway
Signs, Luminaires, and Traffic Signals (LTS-5).
D. Foundation Design: The foundation design shall be based on soil parameters as
outlined in the Geotech Report completed by K2 Engineering, Inc. dated September
18, 2015; K2 Engineering Job No. G2015011-1.
E. Foundation Drawings: Project specific foundation drawings stamped by a registered
engineer in the state where the project is located are required. The foundation
drawings must list the moment, shear (horizontal) force, and axial (vertical) force at
ground level for each pole.
PART 3 - EXECUTION
3.1 SOIL QUALITY CONTROL
A. It shall be the Contractor’s responsibility to notify the Owner if soil conditions exist other
than those on which the foundation design is based, or if the soil cannot be readily
excavated. Contractor may issue a change order request / estimate for the Owner’s
approval / payment for additional costs associated with:
1. Providing engineered foundation embedment design by a registered engineer in
the State of California for soils other than specified soil conditions;
2. Additional materials required to achieve alternate foundation;
3. Excavation and removal of materials other than normal soils, such as rock,
caliche, etc.
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3.2 DELIVERY TIMING
A. Equipment On-Site: The equipment must be on-site 6 to 8 weeks from receipt of
approved submittals and receipt of complete order information.
3.3 FIELD QUALITY CONTROL
A. Illumination Measurements: Upon substantial completion of the project and in the
presence of the Contractor, Project Engineer, Owner's Representative, and
Manufacturer's Representative, illumination measurements shall be taken and verified.
The illumination measurements shall be conducted in accordance with IESNA LM-5-
04.
B. Correcting Non-Conformance: If, in the opinion of the Owner or his appointed
Representative, the actual performance levels including footcandles and uniformity
ratios are not in conformance with the requirements of the performance specifications
and submitted information, the Manufacturer shall be required to make adjustments to
meet specifications and satisfy Owner.
PART 4 - DESIGN APPROVAL
4.1 SUBMITTAL REQUIREMENTS
A. Approved Product: Musco’s Lighting® LED sports lighting system is the approved
product. Any requests for substitutions must be accompanied by a complete submittal
package for approval as outlined in Submittal Information at the end of this section, per
General Provisions Section 4-1.6 – Trade Names or Equals. Special manufacturing to
meet the standards of this specification may be required.
B. Design Approval: The owner / engineer will review shop drawings from the
manufacturers to ensure compliance to the specification. If the design meets the
design requirements of the specifications, a response will be issued indicating approval
for the specific design submitted.
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REQUIRED SUBMITTAL INFORMATION (Non-Musco)
Design Submittal Data Checklist and Certification for Alternate System Bids
All items listed below are mandatory, shall comply with the specification and be submitted
Per General Provisions Section 4-1.6 Trade Names or Equals
Tab Item Description
A Letter/
Checklist
Listing of all information being submitted must be included on the table of contents.
List the name of the manufacturer’s local representative and his/her phone number.
Signed submittal checklist to be included.
B Equipment
Layout Drawing(s) showing field layouts with pole locations.
C
On Field
Lighting
Design
Lighting design drawing(s) showing:
a. Field Name, date, file number, prepared by, and other pertinent data.
b. Outline of field(s) being lighted, as well as pole locations referenced to the center
of the field (x & y), Illuminance levels at grid spacing specified.
c. Pole height, # of luminaires per pole, as well as luminaire information including
wattage, lumens and optics.
d. Height of light test meter above field surface.
e. Summary table showing the number and spacing of grid points; average,
minimum and maximum illuminance levels in footcandles (fc); uniformity
including maximum to minimum ratio, coefficient of variance and uniformity
gradient; number of luminaries, total kilowatts, average tilt factor; light loss factor.
D Photometric
Report
Provide photometric report for a typical luminaire used showing candela tabulations
as defined by IESNA Publication LM-35-02. Photometric data shall be certified by
laboratory with current National Voluntary Laboratory Accreditation Program or an
independent testing facility with over 5 years experience.
E Aiming
Summary
Document showing each luminaire’s aiming angle and the poles on which the
luminaries are mounted. Each aiming point shall identify the type of luminaire.
F Aiming
Report Provide test report showing aiming alignment can be maintained to 150 mph winds.
G Structural
Calculations
Pole structural calculations and foundation design showing foundation shape, depth
backfill requirements, rebar and anchor bolts (if required). Pole base reaction forces
shall be shown on the foundation drawing along with soil bearing pressures. Design
must be stamped by a structural engineer in the state of California.
H Lighting
Controls
Manufacturer shall provide written definition and schematics for lighting contactor
cabinet(s).
I
Electrical
Distribution
Plans
If bidding an alternate system, manufacturer must include a revised electrical
distribution plan including changes to service entrance, panels and wire sizing,
signed by a licensed Electrical Engineer in the state of California.
J Warranty Provide written warranty information including all terms and conditions.
K Project
References
Manufacturer to provide a list of projects where the technology proposed for this
project has been. Reference list will include project name, project city, and if
requested, contact name and contact phone number.
L Product
Information
Complete set of product brochures for all components, including a complete parts list
and UL Listings.
M Delivery Manufacturer shall supply an expected delivery timeframe from receipt of approved
submittals and complete order information.
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Tab Item Description
N Non-
Compliance
Manufacturer shall list all items that do not comply with the specifications. If in full
compliance, tab may be omitted.
The information supplied herein shall be used for the purpose of complying with the specifications
for City of Carlsbad at Poinsetta Park. By signing below I agree that all requirements of the
specifications have been met and that the manufacturer will be responsible for any future costs
incurred to bring their equipment into compliance for all items not meeting specifications and not
listed in the Non-Compliance section.
Manufacturer: __________________________ Signature: _______________________
Contact Name: __________________________ Date: ______/______/_______
Contractor: __________________________________Signature: ___________________________
END OF SECTION 26 56 68
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SECTION 28 23 29 – SECURITY CAMERAS
PART 1 GENERAL
1.1 SUMMARY
A. Section includes a 5 megapixel IP video camera.
B. Product - A 5 MPIP video camera, with multi-streaming (H.265, H.264 and
MJPEG) capability in a vandal resistant IP67/IK10 rated dome housing with
integral IR illuminator.
1.2 REFERENCES
A. Abbreviations
1. AGC - Automatic Gain Control
2. ARP – Address Resolution Protocol
3. AWB - Automatic White Balance
4. BLC – Back light compression
5. CBR – Constant Bit Rate
6. CVBS – Color, Video, Blanking, Sync
7. DHCP - Dynamic Host Configuration Protocol
8. DNR – Digital Noise Reduction
9. DNS - Domain Name Server
10. DDNS – Dynamic Domain Name Server
11. DSCP – Differentiated Services Code Point
12. fps - frames per second
13. FTP - File Transfer Protocol
14. GOV – Group of Video
15. GUI – Graphical User Interface
16. HD – High Definition
17. HTTP - HyperText Transfer Protocol
18. ICMP – Internet Control Message Protocol
19. IGMP - Internet Group Management Protocol
20. IP - Internet Protocol
21. JPEG - Joint Photographic Experts Group
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22. MJPEG - Motion JPEG
23. MP - MegaPixel
24. MPEG - Moving Pictures Experts Group
25. NAS – Network Attached Storage
26. NTP - Network Time Protocol
27. PIM-SM - Protocol Independent Multicast-Sparse Mode
28. PoE - Power over Ethernet
29. PPPoE – Point to Point Protocol over Ethernet
30. RTP - Real-time Transport Protocol
31. RTCP – Real-Time Control Protocol
32. RTSP - Real-Time Streaming Protocol
33. SDK – Software Development Kit
34. SMTP - Simple Mail Transfer Protocol
35. SNMP – Simple Network Management Protocol
36. SSL – Secure Sockets Layer
37. TCP - Transmission Control Protocol
38. UDP - User Datagram Protocol
39. UPnP – Universal Plug and Play
40. VBR – Variable Bit Rate
41. VMS - Video Management System
42. WDR – Wide Dynamic Range
43. LDC – Lens Distortion Correction
B. Reference Standards
1. Network - IEEE
a. 802.3 Ethernet Standards
b. 802.1x Port-based Network Access Control
2. Video
a. ISO/IEC 23008-2:2013,MPEG-H Part2 (ITU H.265, HEVC)
b. ISO / IEC 14496–10, MPEG-4 Part 10 ( ITU H.264)
c. ISO / IEC 10918 – JPEG
d. ONVIF – Profiles S and G
3. Emissions
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a. FCC-47 CFR Part 15 Subpart B Class B
b. CE EN 55022:2010
4. Immunity - CE
a. EN 50130-4:2011
b. EN 61000-3-3:2014
c. EN 61000-4-2:2009
d. EN 61000-4-3:2006+A2:2010
e. EN 61000-4-4:2012
f. EN 61000-4-5:2014
g. EN 61000-4-6:2009
5. Safety
a. UL listed
b. CE EN 50581:2012 (hazardous substances)
6. Ingress Protection and Vandal Resistance
a. ANSI / IEC60529 – Degrees of Protection Provided by Enclosures:
IP67
b. IEC EN 62262 - Degrees of protection provided by enclosures for
electrical equipment against external mechanical impacts: IK10
c. IEC 60068-2-75:IK10
C. Definitions
1. GOV(Group of Video object planes) - A set of video frames for H.264 and
H.265 compression, indicating a collection of frames from the initial I-
Frame (key frame) to the next I-Frame. GOV consists of 2 kinds of frames:
I-Frame and P-Frame.
2. Dynamic GOV – Dynamic assignment of GOV length based on the
complexity of the scene to efficiently manage bitrate of the video stream
and reduce the storage required.
3. Multi-exposure wide dynamic range - Operation which automatically
adjusts shutter speed to provide a wide range between dark and light
areas visible at the same time, preventing backlighting issues. Long
exposure is used for dark areas and a short exposure is used in light
areas.
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4. Dynamic fps – Dynamic assignment of fps (frames per seconds) based on
the movement of object(s) in the scene to efficiently manage bitrate of the
video stream and reduce the storage required.
5. Smart Codec– Smart Codec that controls quantization parameter and
dynamic fps in H.265 and H.264 to efficiently manage bitrate of the video
stream and reduce the storage required.
1.3 SUBMITTALS
A. Product Data
1. Manufacturer’s printed or electronic data sheets
2. Manufacturer’s installation and operation manuals
3. Warranty documentation
1.4 QUALIFICATIONS
A. Manufacturer shall have a minimum of five years’ experience in producing IP
video equipment.
B. Installers shall be trained and authorized by the Manufacturer to install,
integrate, test, and commission the system.
1.5 DELIVERY, STORAGE AND HANDLING
A. Deliver the camera in the manufacturer’s original, unopened, undamaged
container with identification labels intact.
B. Store the camera in a temperature environment specified in section 2.04
Detailed Specification, protected from mechanical and environmental
conditions as designated by the manufacturer.
1.6 WARRANTY, LICENSING AND SUPPORT
A. Manufacturer shall provide at least a limited 3 year warranty for the product to
be free of defects in material and workmanship.
B. The warranty shall be extended to five (5) years for Hanwha Techwin Gold
STEP dealers, and four (4) years for Hanwha Techwin Silver STEP dealers.
C. Manufacturer shall provide embedded camera video analytics free of license
charges.
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PART 2 PRODUCTS
2.1 EQUIPMENT
A. Manufacturer: Hanwha Techwin
http://hanwha-security.com/
B. Model: XNV-8080R
C. Alternates: None
2.2 GENERAL DESCRIPTION
A. Video Compression and Transmission – The camera shall have the following
properties relating to the video signals it produces.
1. H.265, H.264 and MJPEG compression, each derived from a dedicated
encoder and capable of being streamed independently and simultaneously
a. H.265 and H.264 – frame rates to maximum 30 fps at all resolution
b. MJPEG – frame rates to maximum 30 fps
2. The camera shall be able to configure up to 10 independent video stream
profiles with differing encoding, quality, frame rate, resolution, and bit rate
settings.
3. The camera shall be able to configure various resolution selections
a. 16:9 aspect ratio : 2560 x 1440, 1920 x 1080, 1280 x 720, 800 x 448,
640 x 360
b. 4:3 aspect ratio : 2560 x 1920, 1600 x 1200, 1280 x 960, 1024 x 768,
800 x 600, 640 x 480, 320 x 240,
c. 5:4 aspect ratio : 1280 x 1024, 720 x 576,
d. 3:2 aspect ratio : 720 x 480,
4. The camera shall be able to stream at least 10 independent video stream
type using unicast protocol
5. The camera shall support multicast and unicast video streaming
6. The camera shall be able to configure Dynamic DNS (DDNS).
7. Smart Codec, Dynamic GOV, and Dynamic fps to efficiently manage
bitrate of the video stream.
B. Camera – The camera device shall have the following physical and
performance properties:
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1. Dustproof, waterproof, and IP67 rated.
2. IK10 rated for protection against impacts.
3. True day/night operation with removable IR cut filter
a. Low light level operation to 0.07 lux at F1.3 in color mode and 0 lux in
black and white mode with IR LED on.
4. The camera shall support digital noise reduction using both 2D and 3D
noise reduction technology
5. Integral IR illumination, providing effective visibility of 50m(164.04ft) at 0
Lux when activated in Black & White mode.
6. Configurable a privacy masking regions utilizing a 4 point polygon
7. The camera shall provide video display on smart phone (iPhone, Android)
to adjust viewing angle, rotation and focus using a direct USB connection
and/or Wi-Fi dongle.
C. Intelligence and Analytics – The camera shall have a suite of integral
intelligent operations and analytic functions to include:
1. Motion detection with eight definable detection areas with 8 point
polygonal zones, minimum / maximum object size.
2. Detection of logical events of specified conditions from the camera’s video
input
a. camera tamper (scene change)
b. defocus detection
c. fog detection
d. motion detection with metadata
e. face detection
f. virtual area based event (intrusion, enter/exit, appear/disappear,
loitering)
g. virtual line based event (directional detection, crossing)
3. Detection of logical events of specified conditions from the camera’s audio
input
a. sound classification (scream, gunshot, explosion, crashing glass)
D. Interoperability – The camera shall be ONVIF ProfileS and G compliant.
E. The camera shall possess the following further characteristics:
1. Built-in web server, accessed via standard browsers including Internet
Explorer, Firefox, Chrome & Safari
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2. Dual edge recording slot like Micro SD/SDHC/SDXC memory card with
configurable pre-alarm and post-alarm recording intervals
3. NAS recording option with configurable pre-alarm and post-alarm
recording intervals
4. bi-directional audio
5. Alarms and notifications
a. alarm notification triggers:
1.) motion detection
2.) tampering detection
3.) alarm input
4.) defocus detection
5.) fog detection
6.) face detection
7.) audio detection
8.) video & audio analytics
9.) network disconnection
b. available notification means upon trigger:
1.) file upload via FTP and e-mail
2.) notification via e-mail
3.) record to local storage (SD card) or NAS storage
4.) external output
5.) move to DPTZ preset
6. Pixel Counter available in the web viewer.
7. PoE capable including heater by PoE
2.3 CAMERA SOFTWARE
A. The camera shall have a built in web server which supports browser-based
configuration using Internet Explorer, Google Chrome, Mozilla Firefox, and
Apple Safarifrom a PC or Mac.
B. The web viewer shall provide a monitoring screen which displays live camera
video and simultaneously provides same-screen access to the following
functions:
1. Live view window size
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2. Resolution setting
3. Image (snapshot) capture
4. Manual recording to SD or NAS
5. Audio/microphone control
6. Access recorded data playback and camera configuration menus
7. Digital PTZ
C. The web viewer shall provide a playback screen which provides access to the
following functions:
1. Recorded data search using date and time range
2. Recorded data search using event type
3. Play a recorded video by event triggering
4. Set resolution
5. Play audio if present
6. Generate a backup copy of saved video data
D. The web viewer shall provide a setup screen which provides access to the
following configuration settings and functions in the camera:
1. Digital video profile to include compression type, maximum or target bit
rate, frame rate, multicast parameters, crop encoding area
2. User profile to include password, access level, authentication
3. Date and time
4. Network settings and IP version
a. DDNS
b. SSL, including certificate management
c. 802.1x authentication
d. Quality of Service settings
e. SNMP to include version selection and settings
f. Auto configuration
5. Video setup to include flip and mirror mode, hallway view mode, video
type, privacy zone
6. Audio setup to include source, audio codec type, gain, and bit rate
7. Camera settings to include image preset, sensor frame capture, dynamic
range, white balance, back light, exposure, day/night operation, on-screen
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display, IR illumination, sharpness, contrast, color level, lens distortion
correction.
8. Event detection setup to include notification parameters, recording rules,
time schedule, tamper protection, motion detection, event triggers
9. System function to include reboot, upgrade, check system and event logs,
application (SDK) management
10. View profile information
E. Minimum client requirements
1. Acceptable Operating Systems: Windows7 / 8.1 / 10, MAC OS X 10.10,
10.11, 10.12
2. Acceptable browsers: Microsoft Internet Explorer and Edge, Mozilla
Firefox, Google Chrome, Apple Safari
2.4 DETAILED SPECIFICATIONS
A. Video
1. Imager
a. Sensor: 1/1.8" 6.44MP CMOS
1.) pixels per sensor: 3096 (H) x 2094(V) total; 2616 (H) x 1976 (V)
effective
2.) scanning: progressive
b. Minimum illumination
1.) Color mode: 0.07Lux (F1.3, 30IRE)
2.) Black & white mode: 0Lux (IR LED on)
c. The following features with control settings shall be available:
1.) Camera Title Off / On (Displayed up to85 characters per line)
a.) W/W: English / Numeric / Special characters
b.) China: English / Numeric / Special / Chinese characters
c.) Common: Multi-line (Max. 5), Color
(Grey/Green/Red/Blue/Black/White),Transparency, Auto scale
by resolution
2.) Day/night setting: True Day & Night
3.) Backlight compensation (BLC): Off / BLC / HLC / WDR
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4.) WDR: 120dB
5.) Digital Noise Reduction (DNR): Off/On (Samsung Super Noise
Reduction V)
6.) Motion Detection: Off / On (8ea, 8point polygonal zones)
7.) Privacy Masking: Off / On (32ea, 4point polygonal zones)
8.) Gain Control: Off / Low / Middle / High
9.) White Balance: ATW / AWC / Manual / Indoor / Outdoor
10.) LDC: Off / On (5 levels with min / max)
11.) Electronic shutter speed:
a.) settings: min, max, anti-flicker (2 ~ 1/12,000sec)
12.) Image flip: Off / On
13.) Image mirror: Off / On
14.) Hallway view: 0°/90°/270°
15.) Alarm I/O: Input 1 / Output 1
16.) Alarm Triggers: Motion detection, Tampering detection, Alarm
input, Fog detection, Defocus Detection, Face detection, Audio
detection, Sound classification, Network disconnection,
Intelligent video analytics.
17.) Alarm Events : File upload via FTP and E-mail, Local storage
recording at event, Notification via E-mail, External output,
18.) DPTZ preset, Pixel Counter Available in the web viewer.
d. Lens: 3.9~ 9.4mm (2.4x) motorized varifocal
1.) Max. Aperture Ratio F1.3
2.) Angle of view: H: 92.1° ~ 38.7° / V: 67.2° ~ 29.0° / D: 119.9° ~
48.6°
3.) Focus Control: Simple focus (Motorized Varifocal), Remote control
via network.
4.) Lens Type: DC auto iris, P-Iris
5.) Mount Type: Board-in Type
e. Manual positional settings:
a.) pan: 0°~354°
b.) tilt: 0°~ 67°
c.) rotation 0° ~ 355°
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2. IR Viewable Length: 50m (164.04ft)
3. Video Streams
a. The camera shall be able to produce 10 video profiles, each of which
may have the following properties:
1.) Encoding type:
a.) H.265
b.) H.264
c.) MJPEG
2.) Resolution: 2560 x 1920, 2560 x 1440, 1920 x 1080, 1600 x 1200,
1280 x 1024, 1280 x 960, 1280 x 720, 1024 x 768, 800 x 600, 800 x
448, 720 x 576, 720 x 480, 640 x 480, 640 x 360, 320 x 240
3.) Maximum frame rate:
a.) H.265 and H.264: Maximum 30 fps at all resolutions
4.) MJPEG: Maximum 30 fps
5.) Smart Codec WiseStreamⅡ, Dynamic GOV, Dynamic fps
6.) Bit rate control method:
a.) H.265 and H.264
i. target bitrate level control
ii. constant bit rate (CBR) or variable bit rate (VBR)
b.) MJPEG
i. target bitrate level control
ii. variable bit rate (VBR)
4. Number of multi-streaming profiles: 10 maximum
5. Simultaneous users (total): 20 maximum (unicast)
6. Storage and Recording
a. The camera shall have onboard SD card storage (2 slots)
1.) Card type: Micro SD/SDHC/SDXC
2.) Capacity: Up to 512 GB
3.) Image content on the card shall have the ability to be downloaded
to a selected destination.
b. NAS
7. Interoperability - Video streams shall be capable of supporting ONVIF
protocol, profiles S and G.
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8. Single Images - The camera shall support .png file image screenshot and
export.
B. Network
1. Connectivity: 10/100 Base-T Ethernet via RJ-45 connector
2. Protocols supported:
a. Transmission Control Protocol (TCP), Internet Protocol (IP) v4 and v6,
User Datagram Protocol (UDP)
b. Configuration: Dynamic Host Configuration Protocol (DHCP)
c. Web services: Hypertext Transfer Protocol (HTTP), Secure HTTP
(HTTPS)
d. Network services: Address Resolution Protocol (ARP), Bonjour,
Domain Name System (DNS), Internet Control Message Protocol
(ICMP), Network Time Protocol (NTP), Protocol Independent Multicast-
Sparse Mode (PIM-SM), Simple Network Management Protocol
(SNMP v1/2c/3 – MIB-2), Universal Plug and Play (UPnP)
e. Media: Real-Time Transport Protocol (RTP), Real-Time Control
Protocol, Real-Time Streaming Protocol (RTSP)
f. Multicast: Internet Group Management Protocol (IGMP)
g. Notifications: File Transfer Protocol (FTP), Simple MailTransfer
Protocol (SMTP)
h. Remote Access: Point-to-Point Protocol over Ethernet)(PPPoE)
3. DDNS – The camera shall support DDNS services offered by the
Manufacturer and other publicly available service offerings.
4. Quality of Service (QoS) – Layer 3 DSCP
5. Security features:
a. user password protection
b. IP address filtering - list of allowed or blocked IP addresses
c. HTTPS(SSL) login authentication
d. HTTPS(SSL) secured communications
e. Digest login authentication
f. User access log
g. 802.1x authentication
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6. Discovery - Manufacturer shall offer a discovery program to identify all
devices of his manufacture on the network.
C. Audio
1. Direction: bi-directional
2. I/O: Mic-in / Line-in selectable, Line-out
3. Compression:
a. G.711 u-law/G.726/AAC-LC selectable
1.) G.726 (ADPCM) 8KHz, G.711 8KHz
2.) G.726: 16Kbps, 24Kbps, 32Kbps, 40Kbps
3.) AAC-LC: 48Kbps at 8/16/32/48HKz
D. Electrical
1. Power
a. Input Voltage / Current PoE (IEEE802.3af, Class3), 12V DC, 24V AC
b. Power Consumption: <12.95 W (PoE), <11.5 W (12V DC), <14W (24V
AC)
E. Mechanical And Environmental
1. Material:
a. Housing: Metal(aluminum), vandal resistant
2. Dimensions (W x H): 160.0 x 118.5 mm (6.30 x 4.67 in.).
3. Weight: 1.01Kg (2.23lb.)
4. Temperature:
a. Operating: -40° C to 55° C (-40° F to 131° F)
b. Storage: -50° C to 60° C (-58° F to 140° F)
5. Humidity: 0 ~90%, non-condensing
6. Environmental Rating:
a. Ingress Protection: IP67, NEMA 4x
b. Mechanical (Vandal) Protection: IK10
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PART 3 EXECUTION
3.1 INSTALLERS
A. Contractor personnel shall comply with all applicable state and local licensing
requirements.
3.2 PREPARATION
A. The network design and configuration shall be verified for compatibility and
performance with the camera(s).
B. Network configuration shall be tested and qualified by the Contractor prior to
camera installation.
C. All firmware found in products shall be the latest and most up-to-date
provided by the manufacturer, or of a version as specified by the provider of
the Video Management Application (VMA) or Network Video Recorder (NVR).
D. All equipment requiring users to log on using a password shall be configured
with user/site-specific password/passwords. No system/product default
passwords shall be allowed.
3.3 INSTALLATION
A. The Contractor shall carefully follow instructions in documentation provided
by the manufacturer to insure all steps have been taken to provide a reliable,
easy-to-operate system.
B. All equipment shall be tested and configured in accordance with instructions
provided by the manufacturer prior to installation.
C. Before permanent installation of the system, the Contractor shall test the
system in conditions simulating the final installed environment.
3.4 STORAGE
A. The hardware shall be stored in an environment where temperature and
humidity are in the range specified by the Manufacturer.
END OF SECTION 28 23 29
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SITE CLEARING
31 10 00
Page 1 of 4
SECTION 31 10 00 – SITE CLEARING
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary
Conditions and Division 01 Specification Sections, apply to this Section.
1.2 SUMMARY
A. Section Includes:
1. Protecting existing vegetation to remain.
2. Removing existing vegetation.
3. Clearing and grubbing.
4. Stripping and stockpiling topsoil.
5. Removing above- and below-grade site improvements.
6. Disconnecting, capping or sealing, and removing site utilities or abandoning site
utilities in place.
7. Temporary erosion- and sedimentation-control measures.
1.3 DEFINITIONS
A. Subsoil: All soil beneath the topsoil layer of the soil profile, and typified by the lack of
organic matter and soil organisms.
B. Surface Soil: Soil that is present at the top layer of the existing soil profile at the Project
site. In undisturbed areas, the surface soil is typically topsoil; but in disturbed areas such
as urban environments, the surface soil can be subsoil.
C. Topsoil: Top layer of the soil profile consisting of existing native surface topsoil or
existing in-place surface soil and is the zone where plant roots grow.
D. Plant-Protection Zone: Area surrounding individual trees, groups of trees, shrubs, or
other vegetation to be protected during construction, and indicated on Drawings.
E. Vegetation: Trees, shrubs, groundcovers, grass, and other plants.
1.4 MATERIAL OWNERSHIP
A. Except for stripped topsoil and other materials indicated to be stockpiled or otherwise
remain City’s property, cleared materials shall become Contractor's property and shall
be removed from Project site.
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1.5 SUBMITTALS
A. Record Drawings: Identifying and accurately showing locations of capped utilities and
other subsurface structural, electrical, and mechanical conditions.
1.6 PROJECT CONDITIONS
A. Traffic: Minimize interference with adjoining roads, streets, walks, and other adjacent
occupied or used facilities during site-clearing operations.
1. Do not close or obstruct streets, walks, or other adjacent occupied or used facilities
without permission from City and authorities having jurisdiction.
2. Provide alternate routes around closed or obstructed traffic ways if required by City
or authorities having jurisdiction.
B. Salvable Improvements: Carefully remove items indicated to be salvaged and store at
a location agreed upon with the City.
C. Utility Locator Service: Notify utility locator service for area where Project is located
before site clearing.
D. Do not commence site clearing operations until temporary erosion and sedimentation
control and plant protection measures are in place.
E. The following practices are prohibited within plant protection zones:
1. Storage of construction materials, debris, or excavated material.
2. Parking vehicles or equipment.
3. Foot traffic.
4. Erection of sheds or structures.
5. Impoundment of water.
6. Excavation or other digging unless otherwise indicated.
7. Attachment of signs to or wrapping materials around trees or plants unless
otherwise indicated.
F. Do not direct vehicle or equipment exhaust towards protection zones.
G. Prohibit heat sources, flames, ignition sources, and smoking within or near protection
zones.
H. Soil Stripping, Handling, and Stockpiling: Perform only when the topsoil is dry or slightly
moist.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Satisfactory Soil Material: Requirements for satisfactory soil material are specified in
Section 312000 - Earth Moving.
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PART 3 - EXECUTION
3.1 PREPARATION
A. Protect and maintain benchmarks and survey control points from disturbance during
construction.
B. Locate and clearly identify trees, shrubs, and other vegetation to remain. Wrap a 1-inch
blue vinyl tie tape flag around each tree trunk at 54 inches above the ground.
C. Protect existing site improvements to remain from damage during construction.
1. Restore damaged improvements to their original condition, as acceptable to City.
3.2 TREE AND PLANT PROTECTION
A. Protect trees remaining on-site according to requirements in Section 329400 - Tree
Protection and Trimming.
1. Protect shrubs and other vegetation indicated to remain or be relocated.
2. Repair or replace trees, shrubs, and other vegetation indicated to remain or be
relocated that are damaged by construction operations, in a manner approved by
Landscape Architect.
3.3 EXISTING UTILITIES
A. Locate, identify, and disconnect utilities indicated to be abandoned in place.
3.4 CLEARING AND GRUBBING
A. Remove obstructions, trees, shrubs, and other vegetation to permit installation of new
construction.
1. Do not remove trees, shrubs, and other vegetation indicated to remain or to be
relocated.
2. Grind down stumps and remove roots, obstructions, and debris to a depth of 18
inches below exposed subgrade.
3. Use only hand methods for grubbing within protection zones.
4. Chip removed tree branches and dispose of off-site.
B. Fill depressions caused by clearing and grubbing operations with satisfactory soil
material unless further excavation or earthwork is indicated.
1. Place fill material in horizontal layers not exceeding a loose depth of 8 inches, and
compact each layer to a density equal to adjacent original ground.
3.5 TOPSOIL STRIPPING
A. Remove sod and grass before stripping topsoil.
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B. Strip topsoil to a minimum compacted depth of 2 inches on 2:1 slopes and 4 inches on
flatter slopes to prevent intermingling with underlying subsoil or other waste materials.
1. Remove subsoil and nonsoil materials from topsoil, including clay lumps, gravel,
and other objects more than 2 inches in diameter; trash, debris, weeds, roots, and
other waste materials.
C. Stockpile topsoil away from edge of excavations without intermixing with subsoil. Grade
and shape stockpiles to drain surface water. Cover to prevent windblown dust and
erosion by water.
1. Limit height of topsoil stockpiles to 72 inches.
2. Do not stockpile topsoil within protection zones.
3. Dispose of surplus topsoil. Surplus topsoil is that which exceeds quantity indicated
to be stockpiled or reused.
4. Stockpile surplus topsoil to allow for respreading deeper topsoil.
3.6 SITE IMPROVEMENTS
A. Remove existing above and below grade improvements as indicated and necessary to
facilitate new construction.
B. Remove slabs, paving, curbs, gutters, and aggregate base as indicated.
1. Unless existing full-depth joints coincide with line of demolition, neatly saw-cut
along line of existing pavement to remain before removing adjacent existing
pavement. Saw-cut faces vertically.
2. Paint cut ends of steel reinforcement in concrete to remain with two coats of
antirust coating, following coating manufacturer's written instructions. Keep paint
off surfaces that will remain exposed.
3.7 DISPOSAL OF SURPLUS AND WASTE MATERIALS
A. Remove surplus soil material, unsuitable topsoil, obstructions, demolished materials,
and waste materials including trash and debris, and legally dispose of them off City
property.
B. Separate recyclable materials produced during site clearing from other nonrecyclable
materials. Store or stockpile without intermixing with other materials and transport them
to recycling facilities. Do not interfere with other Project work.
END OF SECTION 31 10 00
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EARTH MOVING
31 20 00 Page 1 of 13
SECTION 31 20 00 - EARTH MOVING
GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and Division 01 Specification Sections, apply to this
Section.
B. Standard Specifications for Public Works Construction (“Greenbook”) latest
Edition.
C. California Department of Transportation (Caltrans), Standard Specifications
latest Edition.
1.2 SUMMARY
A. Section Includes:
1. Preparing subgrades for the following:
a. Slabs-on-grade
b. Walks
c. Pavements
d. Turf, grasses, plants and landscape
e. Synthetic turf surfacing
2. Excavating and backfilling for buildings and structures.
3. Drainage course for concrete slabs-on-grade.
4. Subsurface drainage backfill for walls and trenches.
5. Excavating and backfilling trenches for utilities and pits for buried utility
structures.
B. Geotechnical Report: City has commissioned a geotechnical report in
accordance with the requirements of the California Building Code (CBC). This
report is not a part of the Contract Documents. The report is available for
Contractor’s examination.
1. Geotechnical Report-Publication Information:
a. Title: Soils Investigation, Proposed Poinsettia Community Park
Expansion
b. Date: November 20, 2015
c. Author: K2 Engineering, Inc.
d. Document/Project Number:G2015011-1
C. Related Sections:
1. Section 31 10 00 – Site Clearing.
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EARTH MOVING
31 20 00 Page 2 of 13
2. Section 31 25 00 – Storm Water Pollution Prevention.
3. Section 32 18 13 – Synthetic Turf Surfacing
4. Section 32 92 00 – Turf and Grasses
5. Section 32 93 00 – Plants
6. Section 32 94 00 – Tree Protection and Trimming
1.3 UNIT PRICES
A. Work of this Section is affected by unit prices for earth moving specified in
Section 01 22 00 – Unit Prices.
B. Quantity allowances for earth moving are included in Section 01 21 00 –
Allowances.
1.4 DEFINITIONS
A. Backfill: Soil material used to fill an excavation.
1. Initial Backfill: Backfill placed beside and over pipe in a trench, including
haunches to support sides of pipe.
2. Final Backfill: Backfill placed over initial backfill to fill a trench.
B. Base Course: Layer placed between the subgrade and hot-mix asphalt paving
or concrete paving.
C. Bedding Course: Layer placed over the excavated subgrade in a trench before
laying pipe.
D. Borrow Soil: Satisfactory soil imported from off-site for use as fill or backfill.
E. Excavation: Removal of material encountered above subgrade elevations and
to lines and dimensions indicated.
1. Authorized Additional Excavation: Excavation below subgrade elevations
or beyond indicated lines and dimensions as directed by City. Authorized
additional excavation and replacement material will be paid for according
to Contract provisions for changes in the Work.
2. Unauthorized Excavation: Excavation below subgrade elevations or
beyond indicated lines and dimensions without direction by City.
Unauthorized excavation, as well as remedial work directed by City, shall
be without additional compensation.
F. Fill: Soil materials used to raise existing grades.
G. Rock: Rock material in beds, ledges, unstratified masses, conglomerate
deposits, and boulders of rock material that exceed 1 cu. yd. for bulk
excavation or 3/4 cu. yd. for footing, trench, and pit excavation that cannot be
removed by rock excavating equipment equivalent to the following in size and
performance ratings, without systematic drilling, ram hammering, ripping, or
blasting, when permitted:
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1. Excavation of Footings, Trenches, and Pits: Late-model, track-mounted
hydraulic excavator; equipped with a 42-inch- wide, maximum, short-tip-
radius rock bucket; rated at not less than 138-hp flywheel power with
bucket-curling force of not less than 28,700 lbf and stick-crowd force of
not less than 18,400 lbf with extra-long reach boom; measured according
to SAE J-1179.
2. Bulk Excavation: Late-model, track-mounted loader; rated at not less
than 230-hp flywheel power and developing a minimum of 47,992-lbf
breakout force with a general-purpose bare bucket; measured according
to SAE J-732.
H. Structures: Buildings, footings, foundations, retaining walls, slabs, tanks, curbs,
mechanical and electrical appurtenances, or other man-made stationary
features constructed above or below the ground surface.
I. Subgrade: Uppermost surface of an excavation or the top surface of a fill or
backfill immediately below base course, drainage fill, drainage course, or
topsoil materials.
J. Utilities: On-site underground pipes, conduits, ducts, and cables, as well as
underground services within buildings.
1.5 SUBMITTALS
A. Material Test Reports: For each on-site, import and borrow soil material
proposed for fill and backfill as follows:
1. Classification according to ASTM D 2487.
2. Laboratory compaction curve according to ASTM D 1557.
3. Expansion Index Test according to ASTM 4829
4. R-value Test, California Test 301
1.6 QUALITY ASSURANCE
A. Geotechnical Testing Agency: The City will retain a qualified testing agency
according to ASTM E 329 and ASTM D 3740 for testing indicated.
1.7 PROJECT CONDITIONS
A. Traffic: Minimize interference with adjoining roads, streets, walks, and other
adjacent occupied or used facilities during earth moving operations.
1. Do not close or obstruct streets, walks, or other adjacent occupied or
used facilities without permission from City and authorities having
jurisdiction.
2. Provide alternate routes around closed or obstructed traffic ways if
required by City or authorities having jurisdiction.
B. Utility Locator Service: Notify utility locator service for area where Project is
located before beginning earth moving operations.
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C. Do not commence earth moving operations until temporary erosion and
sedimentation control measures are in place.
D. The following practices are prohibited within protection zones:
1. Storage of construction materials, debris, or excavated material.
2. Parking vehicles or equipment.
3. Foot traffic.
4. Erection of sheds or structures.
5. Impoundment of water.
6. Excavation or other digging unless otherwise indicated.
7. Attachment of signs to or wrapping materials around trees or plants
unless otherwise indicated.
E. Do not direct vehicle or equipment exhaust towards protection zones.
F. Prohibit heat sources, flames, ignition sources, and smoking within or near
protection zones.
G. Existing Utilities: Do not interrupt utilities serving facilities occupied by City or
others unless permitted in writing by City and then only after arranging to
provide temporary utility services according to requirements indicated.
1. Notify City not less than three days in advance of proposed utility
interruptions.
2. Do not proceed with utility interruptions without City's written permission.
3. Contact utility locator service for area where Project is located before
excavating.
H. Demolish and completely remove from site existing underground utilities
indicated to be removed. Coordinate with utility companies to shut off services
if lines are active.
PART 2 - PRODUCTS
2.1 SOIL MATERIALS
A. Borrow Soil: Provide borrow soil materials when sufficient satisfactory soil
materials are not available from excavations.
B. Satisfactory Soils: Soil Classification Groups GW, GP, GM, SW, SP, and SM
according to ASTM D 2487, or a combination of these groups; free of rock or
gravel larger than 4 inches in any dimension, debris, waste, , vegetation, and
other deleterious matter.
1. Expansion Index: Not more than 50 as measured by UBC Std. 29-2 and
ASTM D 4829. Not more than 21 below improvements (see geotechnical
report).
2. Upper 18 inches of subgrade fill under landscaped areas: Soil containing
not more than 10% stones or lumps larger than 1-1/2 inches.
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C. Unsatisfactory Soils: Soil Classification Groups GC, SC, CL, ML, OL, CH, MH,
OH, and PT according to ASTM D 2487, or a combination of these groups, or
soil classified as expansive by UBC Std. 29-2 and ASTM D 4829.
1. Unsatisfactory soils also include satisfactory soils not maintained within 2
percent of optimum moisture content at time of compaction.
D. Backfill and Fill: Satisfactory soil materials.
E. Base Course: Naturally or artificially graded mixture of natural or crushed
gravel, crushed stone, and natural or crushed sand meeting the requirements
of Caltrans Class 2 Aggregate Base;
F. Engineered Fill: Satisfactory on-site materials or imported naturally or artificially
graded mixture of natural or crushed gravel, crushed stone, and natural or
crushed sand with an expansion index less than 21, a minimum angle of
internal friction of 33 degrees and a minimum R-value of 40..
G. Bedding Course: Naturally or artificially graded mixture of natural or crushed
gravel, crushed stone, and natural or crushed sand meeting the requirements
of Caltrans Sand Bedding. Pea gravel bedding shall be 3/8 inch.
H. Drainage Course (Capillary Break): Narrowly graded mixture of washed
crushed stone, or crushed or uncrushed gravel; meeting the requirements of
Caltrans Class 2 Permeable Base;.
I. Sand: ASTM C 33; fine aggregate.
J. Impervious Fill: Clayey gravel and sand mixture capable of compacting to a
dense state.
2.2 ACCESSORIES
A. Warning Tape: Acid- and alkali-resistant, polyethylene film warning tape
manufactured for marking and identifying underground utilities, 6 inches wide
and 4 mils thick, continuously inscribed with a description of the utility; colored
as follows:
1. Red: Electric.
2. Yellow: Gas, oil, steam, and dangerous materials.
3. Orange: Telephone and other communications.
4. Blue: Water systems.
5. Green: Sewer systems.
B. Detectable Warning Tape: Acid- and alkali-resistant, polyethylene film warning
tape manufactured for marking and identifying underground utilities, a minimum
of 6 inches wide and 4 mils thick, continuously inscribed with a description of
the utility, with metallic core encased in a protective jacket for corrosion
protection, detectable by metal detector when tape is buried up to 30 inches
deep; colored as follows:
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1. Red: Electric.
2. Yellow: Gas, oil, steam, and dangerous materials.
3. Orange: Telephone and other communications.
4. Blue: Water systems.
5. Green: Sewer systems.
PART 3 - EXECUTION
3.1 PREPARATION
A. Protect structures, utilities, sidewalks, pavements, and other facilities from
damage caused by settlement, lateral movement, undermining, washout, and
other hazards created by earth moving operations.
B. Protect and maintain erosion and sedimentation controls during earth moving
operations.
3.2 EXPLOSIVES
A. Do not use explosives.
3.3 EXCAVATION, GENERAL
A. Unclassified Excavation: Excavate to subgrade elevations regardless of the
character of surface and subsurface conditions encountered. Unclassified
excavated materials may include rock, soil materials, and obstructions. No
changes in the Contract Sum or the Contract Time will be authorized for rock
excavation or removal of obstructions.
1. If excavated materials intended for fill and backfill include unsatisfactory
soil materials and rock, replace with satisfactory soil materials.
B. Classified Excavation: Excavate to subgrade elevations. Material to be
excavated will be classified as earth and rock. Do not excavate rock until it has
been classified and cross sectioned by Geotechnical Engineer. The Contract
Sum will be adjusted for rock excavation according to unit prices included in the
Contract Documents. Changes in the Contract Time may be authorized for
rock excavation.
1. Earth excavation includes excavating pavements and obstructions visible
on surface; underground structures, utilities, and other items indicated to
be removed; together with soil, boulders, and other materials not
classified as rock or unauthorized excavation.
2. Rock excavation includes removal and disposal of rock. Remove rock to
lines and subgrade elevations indicated to permit installation of
permanent construction without exceeding the dimensions shown in
Section 1.3.C, Unit Prices.
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3.4 EXCAVATION FOR STRUCTURES
A. Excavate to indicated elevations and dimensions within a tolerance of plus or
minus 1 inch. If applicable, extend excavations a sufficient distance from
structures for placing and removing concrete formwork, for installing services
and other construction, and for inspections.
1. Excavations for Footings and Foundations: Do not disturb bottom of
excavation. Excavate by hand to final grade just before placing concrete
reinforcement. Trim bottoms to required lines and grades to leave solid
base to receive other work.
2. Pile Foundations: Per plans.
3. Excavation for Underground Basins, and Mechanical or Electrical Utility
Structures: Excavate to elevations and dimensions indicated within a
tolerance of plus or minus 1 inch. Do not disturb bottom of excavations
intended as bearing surfaces.
B. Excavations at Edges of Tree- and Plant-Protection Zones:
1. Cut and protect roots according to requirements in Section 329400 – Tree
Protection and Trimming.
3.5 EXCAVATION FOR WALKS AND PAVEMENTS
A. Excavate surfaces under walks and pavements to indicated lines, cross
sections, elevations, and subgrades.
3.6 EXCAVATION FOR UTILITY TRENCHES
A. Excavate trenches to indicated gradients, lines, depths, and elevations.
B. Excavate trenches to uniform widths to provide the following clearance on each
side of pipe or conduit. Excavate trench walls vertically from trench bottom to
12 inches higher than top of pipe or conduit unless otherwise indicated.
1. Clearance: 12 inches each side of pipe or conduit, unless otherwise
indicated.
C. Trench Bottoms:
1. Excavate and shape trench bottoms to provide uniform bearing and
support of pipes and conduit. Shape subgrade to provide continuous
support for bells, joints, and barrels of pipes and for joints, fittings, and
bodies of conduits. Remove projecting stones and sharp objects along
trench subgrade.
2. Excavate trenches 4 inches deeper than bottom of pipe and conduit
elevations to allow for bedding course unless otherwise indicated. Hand-
excavate deeper for bells of pipe.
3. Excavate trenches 6 inches deeper than elevation required in rock or
other unyielding bearing material to allow for bedding course unless
indicated otherwise.
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D. Trenches in Tree- and Plant-Protection Zones:
1. Cut and protect roots according to requirements in Section 329400 - Tree
Protection and Trimming.
3.7 SUBGRADE INSPECTION
A. Notify Testing Agency when excavations have reached required subgrade.
B. If Testing Agency determines that unsatisfactory soil is present, continue
excavation and replace with compacted backfill or fill material as directed.
C. Proof-roll subgrade with heavy pneumatic-tired equipment to identify soft
pockets and areas of excess yielding. Do not proof-roll wet or saturated
subgrades.
D. Authorized additional excavation and replacement material will be paid for
according to Contract provisions for changes in the Work.
1. Authorized additional excavation in rock and replacement material will be
paid for according to Contract provisions for unit prices.
E. Reconstruct subgrades damaged by freezing temperatures, frost, rain,
accumulated water, or construction activities, as directed by Testing Agency,
without additional compensation.
3.8 UNAUTHORIZED EXCAVATION
A. Fill unauthorized excavation under foundations or wall footings by extending
bottom elevation of concrete foundation or footing to excavation bottom,
without altering top elevation. Lean concrete fill, with 28-day compressive
strength of 2500 psi, may be used when approved by Geotechnical Engineer.
1. Fill unauthorized excavations under other construction, pipe, or conduit as
directed by Geotechnical Engineer.
3.9 STORAGE OF SOIL MATERIALS
A. Stockpile borrow soil materials and excavated satisfactory soil materials without
intermixing. Place, grade, and shape stockpiles to drain surface water. Cover
to prevent windblown dust.
1. Stockpile soil materials away from edge of excavations. Do not store
within drip line of remaining trees.
2. Obtain City's acceptance of stockpile locations prior to creation. If
stockpile must be moved, obtain City’s acceptance.
3.10 BACKFILL
A. Place and compact backfill in excavations promptly, but not before completing
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the following:
1. Construction below finish grade including, where applicable, subdrainage,
dampproofing, waterproofing, and perimeter insulation.
2. Surveying locations of underground utilities for Record Documents.
3. Testing and inspecting underground utilities.
4. Removing concrete formwork.
5. Removing trash and debris.
6. Removing temporary shoring and bracing, and sheeting.
7. Installing permanent or temporary horizontal bracing on horizontally
supported walls.
8. When using rock backfill, separate rock from soil with a complete
envelope of geotextile fabric.
B. Place backfill on subgrades free of mud.
3.11 UTILITY TRENCH BACKFILL
A. Place backfill on subgrades free of mud.
B. Place and compact bedding course on trench bottoms and where indicated.
Shape bedding course to provide continuous support for bells, joints, and
barrels of pipes and for joints, fittings, and bodies of conduits.
1. Provide pea gravel bedding for sanitary and storm sewer piping.
2. Clean sand bedding may be used for other than sewer piping.
C. Trenches under Footings: Unless otherwise indicated, backfill trenches
excavated under footings and within the zone-of-influence of bottom of footings
with concrete to elevation of bottom of footings. Concrete is specified in
Section 03 30 00 – Cast-in-Place Concrete.
D. Trenches under Roadways, driveways, etc: Unless otherwise indicated,
provide minimum 4-inch- thick, concrete-base slab support for piping or conduit
less than 30 inches below surface of roadways, driveways, etc. After installing
and testing, completely encase piping or conduit in a minimum of 4 inches of
concrete before backfilling or placing roadway subbase course. Concrete is
specified in Section 03 30 00 – Cast-in-Place Concrete.
E. Backfill voids with satisfactory soil while removing shoring and bracing.
F. Place and compact initial backfill of pea gravel, or satisfactory soil, to a height
of 12 inches over the pipe or conduit.
1. Carefully compact initial backfill under pipe haunches and compact evenly
up on both sides and along the full length of piping or conduit to avoid
damage or displacement of piping or conduit. Coordinate backfilling with
utilities testing.
G. Place and compact final backfill of satisfactory soil to final subgrade elevation.
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H. Controlled Low-Strength Material: Place final backfill of controlled low-strength
material to final subgrade elevation.
I. Install warning tape directly above utilities, 12 inches below finished grade,
except 6 inches below subgrade under pavements and slabs.
J. Coordinate backfilling with utilities testing.
3.12 SOIL FILL
A. Preparation: Remove vegetation, topsoil, debris, unsatisfactory soil materials,
obstructions, and deleterious materials from ground surface before placing fills.
B. Plow, scarify, bench, or break up sloped surfaces steeper than 1 vertical to 4
horizontal so fill material will bond with existing material.
C. Place and compact fill material in layers to required elevations.
D. Place soil fill on subgrades free of mud.
E. All imported soil material shall be approved by Geotechnical Engineer prior to
hauling on site.
3.13 SOIL MOISTURE CONTROL
A. Uniformly moisten or aerate subgrade and each subsequent fill or backfill soil
layer before compaction to within 2 percent of optimum moisture content.
1. Do not place backfill or fill soil material on surfaces that are muddy,.
2. Remove and replace, or scarify and air dry, otherwise satisfactory soil
material that exceeds optimum moisture content by 2 percent and is too
wet to compact to specified dry unit weight.
3.14 COMPACTION OF SOIL BACKFILLS AND FILLS
A. Place backfill and fill soil materials in layers not more than 8 inches in loose
depth for material compacted by heavy compaction equipment, and not more
than 4 inches in loose depth for material compacted by hand-operated
tampers.
B. Place backfill and fill soil materials evenly on all sides of structures to required
elevations, and uniformly along the full length of each structure.
C. Compact soil materials to not less than the following percentages of maximum
dry unit weight according to ASTM D 1557:
1. Under structures, building slabs, steps, and pavements, scarify and
recompact top 12 inches of existing subgrade and each layer of backfill or
fill soil material at 90 percent.
2. Under walkways, scarify and recompact top 6 inches below subgrade and
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compact each layer of backfill or fill soil material at [90] percent.
3. Under turf or unpaved areas, scarify and recompact top 6 inches below
subgrade and compact each layer of backfill or fill soil material at90
percent.
4. For utility trenches, compact each layer of initial and final backfill soil
material at 90 percent minimum except for areas under structures,
building slabs, steps, pavements and walkways.
3.15 GRADING
A. General: Uniformly grade areas to a smooth surface, free of irregular surface
changes. Comply with compaction requirements and grade to cross sections,
lines, and elevations indicated.
1. Provide a smooth transition between adjacent existing grades and new
grades.
2. Cut out soft spots, fill low spots, and trim high spots to comply with
required surface tolerances.
B. Site Rough Grading: Slope grades to direct water away from buildings and to
prevent ponding. Finish subgrades to required elevations within the following
tolerances:
1. Turf or Unpaved Areas: Plus or minus 1 inch.
2. Walks: Plus or minus 1 inch.
3. Pavements: Plus or minus 1/2 inch.
C. Grading inside Building Lines: Finish subgrade to a tolerance of 1/2 inch when
tested with a 10-foot straightedge.
3.16 BASE COURSES UNDER PAVEMENTS AND WALKS
A. Place base on subgrades free of mud.
B. On prepared subgrade, place base course under pavements and walks as
follows:
1. Place base course 6 inches or less in compacted thickness in a single
layer.
2. Place base course that exceeds 6 inches in compacted thickness in
layers of equal thickness, with no compacted layer more than 6 inches
thick or less than 3 inches thick.
3. Compact base course at optimum moisture content to required grades,
lines, cross sections, and thickness to not less than 95 percent of
maximum dry unit weight according to ASTM D 1557.
4. Pavement Shoulders: Place shoulders along edges of base course to
prevent lateral movement. Construct shoulders, at least 12 inches wide,
of satisfactory soil materials and compact simultaneously with each base
courselayer to not less than 95 percent of maximum dry unit weight
according to ASTM D 1557.
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3.17 DRAINAGE COURSE UNDER PLAY AREA
A. Place drainage course on subgrades free of mud.
B. On prepared subgrade, place and compact drainage course under play areas
per plans.
3.18 FIELD QUALITY CONTROL
A. Testing Agency: City will engage a qualified independent geotechnical
engineering testing agency to perform field quality-control tests and
inspections.
B. Allow testing agency to inspect and test subgrades and each fill or backfill layer.
Proceed with subsequent earth moving only after test results for previously
completed work comply with requirements.
C. Footing Subgrade: At footing subgrades, at least one test of each soil stratum
will be performed to verify design bearing capacities. Subsequent verification
and approval of other footing subgrades may be based on a visual comparison
of subgrade with tested subgrade when approved by Geotechnical Engineer.
D. Testing agency will test compaction of soils in place according to ASTM D
1556, ASTM D 2167, ASTM D 2922, and ASTM D 2937, as applicable. Tests
will be performed at the following locations and minimum frequencies:
1. Paved: At subgrade and at each compacted fill and backfill layer, at least
one test for every 2000 sq. ft. or less of paved area or building slab, but in
no case fewer than three tests.
2. Trench Backfill: At each compacted initial and final backfill layer, at least
one test for every 100 feet or less of trench length, but no fewer than two
tests.
E. When testing agency reports that subgrades, fills, or backfills have not achieved
degree of compaction specified, scarify and moisten or aerate, or remove and
replace soil materials to depth required; recompact and retest until specified
compaction is obtained.
3.19 PROTECTION
A. Protecting Graded Areas: Protect newly graded areas from traffic, freezing,
and erosion. Keep free of trash and debris.
B. Repair and reestablish grades to specified tolerances where completed or
partially completed surfaces become eroded, rutted, settled, or where they lose
compaction due to subsequent construction operations or weather conditions.
1. Scarify or remove and replace soil material to depth as directed by
Architect; reshape and recompact.
C. Where settling occurs before Project correction period elapses, remove finished
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surfacing, backfill with additional soil material, compact, and reconstruct
surfacing.
1. Restore appearance, quality, and condition of finished surfacing to match
adjacent work, and eliminate evidence of restoration to greatest extent
possible.
3.20 DISPOSAL OF SURPLUS AND WASTE MATERIALS
A. Remove surplus satisfactory soil and waste materials, including unsatisfactory
soil, trash, and debris, and legally dispose of them off City's property.
END OF SECTION 31 20 00
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SECTION 31 25 00 – STORM-WATER POLLUTION CONTROL
PART 1 -- GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary
Conditions and Division 01 Specification sections, apply to this section.
B. CASQA Construction Handbook / Website Portal – Available as a subscription service
at: https://www.casqa.org/store/products/tabid/154/p-167-construction-han dbookportal -
initial-subscription.aspx.
1.2 SUMMARY
A. This section includes all methods and materials to comply with the Project’s Storm Water
Pollution Prevention Plan (SWPPP), which is required for construction sites with a
disturbed area of one or more acres, including construction sites of less than one (1)
acre when they are part of a larger common development plan that is equal to or greater
than one (1) acre:
1. The City is responsible for obtaining coverage under the National Pollutant
Discharge Elimination System (NPDES) General Permit for Storm Water
Discharges associated with Construction and Land Disturbance Activities Order
No. 2009-0009-DWQ, NPDES No. CAS000002 (Construction General Permit).
The City will submit the following Project Registration Documents (PRDs) to the
State Water Board electronically, using the State Water Board Storm Water
Multiple Application and Report Tracking System (SMARTS) as described in
Attachment B of the Construction General Permit, hereafter regarded as the
CGP. This includes payment of the fee statement generated by SMARTS after
PRD submittal.
2. The City will supply the following documents:
a. SWPPP, prepared by a Qualified SWPPP Developer (QSD) to minimize the
discharge of pollutants in stormwater due to construction activities.
b. Notice of Intent (NOI).
c. Risk Assessment.
d. Conceptual Site Map.
e. WDID
1.3 SUBMITTALS
A. Refer to entire section for all the submittal requirements.
B. Qualification Data: Submit qualifications of CONTRACTOR’s QSP.
C. Hazardous waste documentation.
D. Notice of Termination (NOT).
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E. Construction Site Monitoring Program (CSMP).
F. Rain Event Action Plan (REAP).
G. Storm water Annual Report.
H. ATS:
1. ATS Plan.
2. Notice of Discharge Report.
1.4 ABBREVIATIONS
A. ATS: Advanced Treatment System.
B. BMP: Best Management Practice.
C. CASQA: California Storm water Quality Association.
D. CCR: California Code of Regulations.
E. CGP: Construction General Permit.
F. CSMP: Construction Site Monitoring Program.
G. DTSC: Department of Toxic Substance Control.
H. EPA: Environmental Protection Agency.
I. ESA: Environmentally Sensitive Area.
J. LRP: Legally Responsible Person.
K. NAL: Numeric Action Level.
L. NEL: Numeric Effluent Limitation.
M. NOI: Notice of Intent.
N. NOT: Notice of Termination.
O. NPDES: National Pollutant Discharge Elimination System.
P. PRD: Project Registration Document.
Q. QSD: Qualified SWPPP Developer.
R. QSP: Qualified SWPPP Practitioner.
S. REAP: Rain Event Action Plan.
T. RWQCB: Regional Water Quality Control Board.
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U. SAP: Sampling and Analysis Plan.
V. SMARTS: Storm water Multiple Application and Report Tracking System.
W. SWPPP: Storm Water Pollution Prevention Plan.
X. SWRCB: State Water Resources Control Board.
Y. WDID: Waste Discharge Identification Number.
1.5 QUALITY ASSURANCE
A. Throughout the duration of construction, the Contractor shall have a QSP with the
following training qualifications assigned to the Project in accordance with Section VII of
the CGP:
1. Attended and passed a State Water Board-sponsored or approved QSP training
course (mandatory after September 1, 2011)
2. Certified as at least one of the following:
a. Certified Erosion, Sediment and Storm Water Inspector (CESSWI)TM
registered through Enviro Cert International, Inc.
b. Certified Inspector of Sediment and Erosion Control (CISEC)TM registered
through CISEC, Inc.
c. QSD.]
1.6 LAWS, REGULATIONS, AND POLICIES
A. The following laws, permits, regulations and Board policies apply to the erosion and
sediment transport control requirements described in this Section:
1. Construction General Permit (CGP): National Pollutant Discharge Elimination
System (NPDES) General Permit for Storm Water Discharges Associated with
Construction and Land Disturbance Activity. State Water Resources Control
Board (SWRCB) Order No. 2009-0009-DWQ, NPDES No. CAS000002, adopted
September 2, 2009 and associated amendments.
2. California Code of Regulations (CCR), Title 23 (Divisions 2 and 4) and Title 24
(Parts 5 and 11).
3. California Regional Water Quality Control Board (RWQCB) Water Quality Control
Plan for the San Diego Basin (9).
4. California Statewide General Permit for Waste Discharge Requirements for
Discharges from Utility Vaults and Underground Structures to Surface Waters,
Order No. 2006-008-DWQ, NPDES No. CAG990002.
5. California RWQCB San Diego Region, General Waste Discharge Requirements
for Discharges of Hydrostatic Test Water and Potable Water to Surface Waters
and Storm Drains or Other Conveyance Systems, Order No. R9-2002-0020,
NPDES No. CAG679001.
6. California RWQCB San Diego Region, General Waste Discharge Requirements
for Discharges from Groundwater Extraction Waste to Surface Waters within the
San Diego Region except for San Diego Bay, Order No. R9-2008-0002, NPDES
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No. CAG919002 (Waste Discharge Application/NPDES Permit, Form 200,
replacing Order No. R9-2001-96).
7. California RWQCB San Diego Region, General Waste Discharge Requirements
for Discharges from Temporary Groundwater Extraction and Similar Waste
Discharges to San Diego Bay, Tributaries Thereto under Tidal Influence, and
Storm Drains or Other Conveyance Systems Tributary Thereto, Order No. R9-
2007-0034, NPDES No. CAG919001.
8. Collaborative for High Performance Schools (CHPS).
PART 2 -- PRODUCTS
2.1 MATERIALS
A. Best Management Practices (BMPs) shall be installed and maintained for water pollution
control following the guidance of the appropriate BMP Fact Sheet from the CASQA
Construction Handbook / Website Portal, referenced in Section 1.1 of this document.
B. Materials needed for the proper installation and operation of BMPs shall comply with the
requirements identified on the appropriate CASQA BMP Fact Sheets.
PART 3 -- EXECUTION
3.1 STORMWATER POLLUTION CONTROL
A. Assign a Qualified SWPPP Practitioner (QSP) for the project, to be in charge of
implementation of all provisions of the SWPPP, including non-stormwater and
stormwater visual observations, sampling and analysis, and erosion and sediment
control best management practice (BMP) implementation. In particular, the QSP shall
perform the responsibilities indicated in Section G of Attachments C, D, and E of the
CGP and shall meet the training requirements specified in Section VII.B.3 of the CGP.
B. Designate at least two Data Submitters for the Project, in case one becomes unavailable
(one should be the QSP). They shall each:
1. Complete a User Account Registration through SMARTS
2. Provide their User IDs to the LRP or approved signatory (AS), so as to be linked
to the account.
C. Upload the following documentation during the course of the Project as required by the
CGP and the SWPPP until the approval of the Project’s Notice of Termination (not
meant to be an all-inclusive list):
1. Sampling and analysis data.
2. Storm water annual reports.
3. NOT
D. Construction activities shall not cause a discharge that alters the physical, thermal,
chemical, biological or radioactive properties of any waters of the State; or discharge a
contaminant that is likely to cause a nuisance or be harmful to public health, wildlife, or
other legitimate uses.
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E. To the extent practicable, all construction sites shall provide onsite methods to prevent
sediment from entering the existing stormwater systems. Discharge of cloudy or
sediment-laden water from any construction site to surface waters or any part of the
sewer system is prohibited.
F. All construction sites shall have stabilized construction site ingress and egress to limit
tracking of sediment offsite.
G. When sediment escapes the construction site, offsite accumulations of sediment shall be
removed by the end of the day. Precautions shall be taken to ensure that sediment does
not enter receiving waters.
H. Existing vegetation shall be preserved where possible to minimize erosion.
I. Follow instructions in Sections 3.12, 3.13 and 3.14 of this document (Temporary BMP
Installation, Operation and Maintenance, Post-Construction BMPs, and Maintenance
Prior to Final Acceptance).
3.2 STORMWATER POLLUTION PREVENTION PLAN (SWPPP)
A. Do not start work until:
1. An approved copy of the SWPPP is onsite.
2. A Waste discharge identification (WDID) number is issued.
B. Discharges of runoff from a project shall comply with the CGP.
1. Construction site management activities include bid items of work for:
a. Implementation and maintenance of construction best management practices
(BMPs).
b. Construction site monitoring, sampling and analysis.
c. Preparation of storm water annual report.
2. Stormwater pollution control work shall comply with the SWPPP.
C. Contractor is responsible for protecting stormwater systems and receiving waters from
the discharge of potential pollutants from the project site due to construction activities by
using stormwater pollution control practices, including but not limited to the following
construction support facilities:
1. Staging areas.
2. Storage yards for equipment and materials.
3. Mobile operations.
4. Batch plants for Portland Cement Concrete and Hot Mix Asphalt.
5. Crushing plants for rock and aggregate.
6. Other facilities installed for construction-related reasons such as haul roads
7. Borrow and disposal sites:
a. Stormwater pollution due to erosion shall be prevented at an operated borrow
or disposal site, during and after completion of construction activities.
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b. Upon completion of work, the site shall be left in a condition where
stormwater will not collect or stand therein.
D. Contractor is responsible for designating one or more QSPs to be responsible for the
following duties:
1. Maintaining an up-to-date copy of the SWPPP onsite at all times, from
commencement of construction to final site stabilization and approval of the
Notice of Termination (NOT).
2. Making a copy of the up-to-date SWPPP available for inspection by outside
authorized regulatory authorities upon request.
3. Maintaining records detailing the dates on which major construction activities
began and were completed.
4. Keeping track of any data or attachments uploaded onto SMARTS.
5. Keeping track of any Data Submitters who are linked to or removed from this
Project through SMARTS.
6. Documenting any new contractor/subcontractor who will implement a measure of
the SWPPP.
7. Ensuring that new contractors and subcontractors are made aware of their
responsibilities in the SWPPP.
8. Keeping track of required training/certifications for key personnel.
9. Ensuring training is conducted for site personnel such as:
a. Project managers.
b. Supervisory personnel.
c. Employees involved in stormwater pollution control work, including
subcontractor personnel.
10. Ensuring that employees receive their initial stormwater pollution control training
before working at the job site.
11. Ensuring that employees involved in stormwater pollution control work, including
subcontractor personnel, are trained in the following subjects:
a. Stormwater pollution control rules and regulations
b. Implementation and maintenance for:
1) Temporary Soil Stabilization.
2) Temporary Sediment Control.
3) Tracking Control.
4) Wind Erosion Control.
5) Material pollution prevention and control.
6) Waste management.
7) Non–storm water management.
12. Ensuring that weekly training meetings covering:
a. Deficiencies and corrective actions for stormwater pollution control practices.
b. Stormwater pollution control practices required for work activities during the
week.
c. Spill prevention and control.
d. Material delivery, storage, usage, and disposal.
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e. Waste management.
f. Non–storm water management procedures.
13. Ensuring that personnel who collect water quality samples are trained in the
following subjects:
a. Sampling and analysis plan (SAP) review.
b. Health and safety review.
c. Sampling simulations.
14. Documenting all training sessions conducted. This involves increasing
awareness of the need to comply with the SWPPP, which includes, but is not
limited to: minimizing sediment in stormwater discharges offsite; keeping a clean
site; and minimizing the potential for construction materials and wastes from
entering stormwater discharges.
15. Conducting an assessment of materials and equipment onsite with the potential
to contaminate stormwater runoff.
16. Updating the inventory of potential pollutants as new potential contaminants
arrive onsite.
17. Documenting all monitoring/sampling and analysis.
18. Acting as the site spill coordinator to document spills, direct clean-up activities,
minimize impact to stormwater, and ensure that the proper reporting, if
necessary, is completed.
19. Documenting all incidences of non-compliance with the CGP. Incidences of non-
compliance shall trigger a review of the SWPPP to determine when another
amendment is necessary.
20. Overseeing and enforcing hazardous waste management practices as directed in
the SWPPP, including spill prevention and control measures, and in accordance
with applicable local, state, and federal regulations such as proper hazardous
waste handling and emergency procedures under 40 CFR § 262.34(d)(5)(iii) and
under 22 CA Code of Regulations Division 4.5:
a. Preparation and submittal of appropriate documentation for transportation
and disposal.
b. Following appropriate procedures when unanticipated hazardous substances
as defined in Health & Safety Code § 25316 and § 25317 are discovered
onsite.
c. Marking labels when needed with the following information in compliance with
22 CCR § 66262.31 and § 66262.32:
1) Date the hazardous waste is generated.
2) The words "Hazardous Waste."
3) Composition and physical state of the hazardous waste (for example,
asphalt grindings with thermoplastic or paint).
4) The word "Toxic."
5) Name, address, and telephone number of the City representative.
6) Contract number.
7) Contractor or subcontractor name.
8) Disposal of hazardous waste within California at a disposal site
operating under a permit issued by Department of Toxic Substance
Control (DTSC).
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21. Ensuring that field engineering activities are planned and conducted in
accordance with the SWPPP.
22. Preparation and implementation of REAPs
23. Ensuring that inspection requirements identified in the SWPPP are performed:
a. Inspections and reports for visual monitoring:
1) before a likely precipitation event;
2) after precipitation that produces site runoff;
3) at 24-hour intervals during extended precipitation; and
4) on a pre-determined schedule of at least once a week.
b. Daily inspections and oversight of:
1) Storage areas for hazardous materials and waste, including all
temporary containment facilities and satellite collection locations;
2) Hazardous waste disposal and transporting activities; and
3) Hazardous material delivery and storage activities.
c. Overseeing inspections with regard to the following specific construction
activities:
1) Vehicle and equipment cleaning facilities:
a) Daily when vehicle and equipment cleaning occurs daily
b) Weekly when vehicle and equipment cleaning does not occur
daily
2) Vehicle and equipment maintenance and fueling areas:
a) Daily when vehicle and equipment maintenance and fueling
occurs daily.
b) Weekly when vehicle and equipment maintenance and fueling
does not occur daily
3) Vehicles and equipment storage areas:
a) At the job site, check for leaks on a daily basis.
b) Operators shall inspect vehicles and equipment each day of
use.
4) Demolition sites within 50 feet of storm drain systems and receiving
waters daily.
5) Pile driving areas for leaks and spills:
a) Daily when pile driving occurs daily.
b) Weekly when pile driving does not occur daily.
6) Temporary concrete washouts:
a) Daily when concrete work occurs daily.
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b) Weekly when concrete work does not occur daily.
7) Paved roads at construction access points for street sweeping:
a) Daily when earthwork and other sediment or debris generating
activities occur daily.
b) Weekly when earthwork and other sediment or debris
generating activities do not occur daily.
c) Whenever the National Weather Service is predicting
precipitation.
8) Temporary active treatment system:
a) Daily when dewatering work occurs daily.
b) Weekly when dewatering work does not occur daily.
d. Quarterly non-stormwater inspections: noting the conditions of those areas
onsite that have the potential to result in pollution of stormwater.
24. Implementing and overseeing necessary corrective actions to the
erosion/sediment control devices and other BMPs under the oversight of the City
and/or QSD.
25. Documenting all inspections and any corrective actions.
26. Directing ongoing regular BMP maintenance activities (e.g. silt fence repair, hay
bale replacement, sediment removal in retention basin, timely waste disposal,
etc). Routine maintenance or the implementation of additional BMPs as
recommended in the SWPPP does not constitute a corrective action.
27. Ensuring that materials and manpower are made available for the successful
maintenance of all erosion and sediment control and other BMPs specified in the
SWPPP.
28. Mobilizing crews to:
a. Repair, replace, and/or implement additional BMPs due to deficiencies,
failures or other shortcomings identified during inspections, to be completed
within 72 hours of identification
b. Repair existing BMPs and/or implement additional BMPs immediately in the
event of an NAL exceedance
c. Repair or replace stormwater pollution control practices at Contractor’s
expense when they are disturbed or displaced by Contractor or Subcontractor
vehicles, equipment, or activities.
d. Remove and dispose of stormwater pollution control practices when the City
determines they are no longer required.
e. Restore areas disturbed by the installation and removal of stormwater
pollution control practices. Backfill holes and depressions when removing
stormwater pollution control practices.
29. Documenting all maintenance.
30. Marking up the SWPPP Site Map with actual site conditions, including any
sampling locations, and posting them in the construction trailer.
31. Maintaining records detailing the dates on which post-construction BMPs were
completed.
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E. Whenever there is the potential of a pollutant discharge, the QSP may order laboratory
analysis of stormwater or non-stormwater samples. Laboratory analysis of the samples
shall be paid at a unit price as stipulated in the Base Bid.
F. The City will not pay for the preparation, collection, laboratory analysis, and reporting of
stormwater samples for non-visible pollutants when: water pollution control practices are
not implemented before precipitation, or a failure of a water pollution control practice is
not corrected before precipitation.
G. Contractor is responsible for implementing appropriate construction site management
and erosion and sediment control BMPs as described in this section. The “Construction
Site Management” portion of this section describes the minimum BMP requirements
from the CGP.
H. The City will not pay for implementation of stormwater pollution control practices in areas
outside the project limits such as borrow sites and construction support facilities.
I. Contractor is responsible for implementation of appropriate post-construction BMPs as
required to minimize and/or mitigate for post-construction stormwater runoff impacts in
accordance with approved civil design plans.
J. Each failure to comply with the project SWPPP and each failure to implement
stormwater pollution control practices are considered separate performance failures.
3.3 TEMPORARY BMP INSTALLATION, OPERATION, AND MAINTENANCE
A. All temporary water pollution control BMPs shall be indicated at a unit price in the
Contract Plans and Specifications.
B. The SWPPP shall describe and include the specific use of each type of water pollution
control BMP as required for adherence to water quality objectives.
C. When a temporary construction entrance or roadway is being used, do not allow soil,
sediment, or other debris that is tracked onto the pavement to enter storm drains, open
drainage facilities, and watercourses.
D. When material is tracked onto the pavement, remove it within 24 hours unless the City
authorizes a longer period.
E. Retain records of street sweeping activities including sweeping times, sweeping
locations, and the quantity of disposed sweeping waste as part of the SWPPP.
F. Before installing erosion control measures remove and dispose of trash, debris and
weeds in areas to receive erosion control materials.
G. Protect any hardscape, lined drainage channels, and existing vegetation from
hydraulically applied material overspray.
H. Proper selection of materials is critical for specific slopes and slope distances. No one
product is applicable for all situations. Erosion control products should be selected on a
case by case basis.
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I. Do not drive vehicles upon erosion control products following placement.
J. Install temporary fencing for the protection of ESAs and the preservation of existing
vegetation.
3.4 POST-CONSTRUCTION BMPs
A. The Contractor shall install post-construction BMPs as required by the Contract Plans
and Specifications and described in the SWPPP to minimize or mitigate for post-
construction activities that may be potential sources of stormwater pollution.
B. The Contractor shall provide maintenance for any post-construction BMPs that have
been adversely affected by construction activities:
1. Maintenance activities will vary depending upon the BMPs in place and the
construction activities.
2. The City will not pay for maintenance of post-construction BMPs unless
arrangements are made prior to project initiation.
C. The Contractor is responsible for ensuring that all post-construction BMPs are in proper
working order with no maintenance required prior to the next rain event.
3.5 MAINTENANCE PRIOR TO FINAL ACCEPTANCE
A. The Contractor shall maintain the planted areas in a satisfactory condition until final
acceptance of the project. Such maintenance shall include the filling, leveling, and
repairing of any washed or eroded areas, as may be necessary and sufficient watering
to maintain the plant materials in a healthy condition.
B. The City may require replanting of any areas in which the establishment of the
vegetative ground cover does not appear to be developing satisfactorily.
END OF SECTION 31 25 00
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SECTION 32 13 13 - CONCRETE PAVING
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and Division 01 Specification Sections, apply to this
Section.
1.2 SUMMARY
A. Section Includes Concrete Paving
1. Walks.
B. Related Requirements:
1. Section 03 30 00 "Cast-in-Place Concrete" for general building applications of
concrete.
2. Section 32 13 73 "Concrete Paving Joint Sealants" for joint sealants in expansion
and contraction joints within concrete paving and in joints between concrete
paving and asphalt paving or adjacent construction.
1.3 DEFINITIONS
A. Cementitious Materials: Portland cement alone or in combination with one or more of
blended hydraulic cement, fly ash, slag cement, and other pozzolans.
B. W/C Ratio: The ratio by weight of water to cementitious materials.
1.4 PREINSTALLATION MEETINGS
A. Preinstallation Conference: Conduct conference at Project site.
1. Review methods and procedures related to concrete paving, including but not
limited to, the following:
a. Concrete mixture design.
b. Quality control of concrete materials and concrete paving construction
practices.
2. Require representatives of each entity directly concerned with concrete paving to
attend, including the following:
a. Contractor's superintendent.
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b. Independent testing agency responsible for concrete design mixtures.
c. Ready-mix concrete manufacturer.
d. Concrete paving Subcontractor.
e. Manufacturer's representative of stamped concrete paving system used for
stamped detectable warnings.
1.5 ACTION SUBMITTALS
A. Product Data: For each type of product.
B. Samples for Initial Selection: For each type of product, ingredient, or admixture
requiring color selection.
C. Design Mixtures: For each concrete paving mixture. Include alternate design mixtures
when characteristics of materials, Project conditions, weather, test results, or other
circumstances warrant adjustments.
1.6 INFORMATIONAL SUBMITTALS
A. Material Certificates: For the following, from manufacturer:
1. Cementitious materials.
2. Steel reinforcement and reinforcement accessories.
3. Fiber reinforcement.
4. Admixtures.
5. Curing compounds.
6. Applied finish materials.
7. Bonding agent or epoxy adhesive.
8. Joint fillers.
B. Material Test Reports: For each of the following:
1. Aggregates: Include service-record data indicating absence of deleterious
expansion of concrete due to alkali-aggregate reactivity.
C. Field quality-control reports.
1.7 QUALITY ASSURANCE
A. Ready-Mix-Concrete Manufacturer Qualifications: A firm experienced in manufacturing
ready-mixed concrete products and that complies with ASTM C 94/C 94M
requirements for production facilities and equipment.
1. Manufacturer certified according to NRMCA's "Certification of Ready Mixed
Concrete Production Facilities" (Quality Control Manual - Section 3, "Plant
Certification Checklist").
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B. Testing Agency Qualifications: Qualified according to ASTM C 1077 and ASTM E 329
for testing indicated.
1. Personnel conducting field tests shall be qualified as ACI Concrete Field Testing
Technician, Grade 1, according to ACI CP-1 or an equivalent certification
program.
C. Mockups: Build mockups to verify selections made under Sample submittals and to
demonstrate aesthetic effects and set quality standards for materials and execution.
1. Build mockups of full-thickness sections of concrete paving to demonstrate
typical joints; surface finish, texture, and color; curing; and standard of
workmanship.
2. Build mockups of concrete paving in the location and of the size indicated or, if
not indicated, build mockups where directed by Architect and not less than 96
inches by 96 inches.
3. Approval of mockups does not constitute approval of deviations from the
Contract Documents contained in mockups unless Architect specifically approves
such deviations in writing.
4. Subject to compliance with requirements, approved mockups may become part
of the completed Work if undisturbed at time of Substantial Completion.
1.8 PRECONSTRUCTION TESTING
A. Preconstruction Testing Service: City will contract a qualified independent testing
agency to perform preconstruction testing on concrete paving mixtures.
1.9 FIELD CONDITIONS
A. Traffic Control: Maintain access for vehicular and pedestrian traffic as required for
other construction activities.
B. Hot-Weather Concrete Placement: Comply with ACI 301 and as follows when hot-
weather conditions exist:
1. Cool ingredients before mixing to maintain concrete temperature below 90 deg F
at time of placement. Chilled mixing water or chopped ice may be used to control
temperature, provided water equivalent of ice is calculated in total amount of
mixing water. Using liquid nitrogen to cool concrete is Contractor's option.
2. Cover steel reinforcement with water-soaked burlap, so steel temperature will not
exceed ambient air temperature immediately before embedding in concrete.
3. Fog-spray forms, steel reinforcement, and subgrade just before placing concrete.
Keep subgrade moisture uniform without standing water, soft spots, or dry areas.
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PART 2 - PRODUCTS
2.1 CONCRETE, GENERAL
A. ACI Publications: Comply with ACI 301 unless otherwise indicated.
2.2 FORMS
A. Form Materials: Plywood, metal, metal-framed plywood, or other approved panel-type
materials to provide full-depth, continuous, straight, and smooth exposed surfaces.
1. Use flexible or uniformly curved forms for curves with a radius of 100 feet or
less. Do not use notched and bent forms.
B. Form-Release Agent: Commercially formulated form-release agent that will not bond
with, stain, or adversely affect concrete surfaces and that will not impair subsequent
treatments of concrete surfaces.
2.3 STEEL REINFORCEMENT
A. Plain-Steel Welded-Wire Reinforcement: ASTM A 1064/A 1064M, fabricated fromsteel
wire into flat sheets.
B. Deformed-Steel Welded-Wire Reinforcement: ASTM A 1064/A 1064M, flat sheet.
C. Epoxy-Coated Welded-Wire Reinforcement: ASTM A 884/A 884M, Class A, plain steel.
D. Reinforcing Bars: ASTM A 615/A 615M, Grade 60; deformed.
E. Galvanized Reinforcing Bars: ASTM A 767/A 767M, Class II zinc coated, hot-dip
galvanized after fabrication and bending; with ASTM A 615/A 615M, Grade 60
deformed bars.
F. Epoxy-Coated Reinforcing Bars: ASTM A 775/A 775M or ASTM A 934/A 934M; with
ASTM A 615/A 615M, Grade 60 deformed bars.
G. Steel Bar Mats: ASTM A 184/A 184M; with ASTM A 615/A 615M, Grade 60 deformed
bars; assembled with clips.
H. Plain-Steel Wire: ASTM A 1064/A 1064M, as drawn.
I. Deformed-Steel Wire: ASTM A 1064/A 1064M.
J. Epoxy-Coated-Steel Wire: ASTM A 884/A 884M, Class A; coated, plain.
K. Joint Dowel Bars: ASTM A 615/A 615M, Grade 60 plain-steel bars; zinc coated
(galvanized) after fabrication according to ASTM A 767/A 767M, Class I coating. Cut
bars true to length with ends square and free of burrs.
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L. Epoxy-Coated, Joint Dowel Bars: ASTM A 775/A 775M; with ASTM A 615/A 615M,
Grade 60 plain-steel bars.
M. Tie Bars: ASTM A 615/A 615M, Grade 60; deformed.
N. Hook Bolts: ASTM A 307, Grade A, internally and externally threaded. Design hook-
bolt joint assembly to hold coupling against paving form and in position during
concreting operations, and to permit removal without damage to concrete or hook bolt.
O. Bar Supports: Bolsters, chairs, spacers, and other devices for spacing, supporting, and
fastening reinforcing bars, welded-wire reinforcement, and dowels in place.
Manufacture bar supports according to CRSI's "Manual of Standard Practice" from
steel wire, plastic, or precast concrete of greater compressive strength than concrete
specified, and as follows:
1. Equip wire bar supports with sand plates or horizontal runners where base
material will not support chair legs.
2. For epoxy-coated reinforcement, use epoxy-coated or other dielectric-polymer-
coated wire bar supports.
P. Epoxy Repair Coating: Liquid, two-part, epoxy repair coating, compatible with epoxy
coating on reinforcement.
Q. Zinc Repair Material: ASTM A 780/A 780M.
2.4 CONCRETE MATERIALS
A. Cementitious Materials: Use the following cementitious materials, of same type, brand,
and source throughout Project:
1. Portland Cement: ASTM C 150/C 150M, gray portland cement Type II.
2. Fly Ash: ASTM C 618, Class C or Class F.
3. Slag Cement: ASTM C 989/C 989M, Grade 100 or 120.
4. Blended Hydraulic Cement: ASTM C 595/C 595M, Type IS, portland blast-
furnace slag cement.
B. Normal-Weight Aggregates: ASTM C 33/C 33M, Class 4S, uniformly graded. Provide
aggregates from a single source.
1. Maximum Coarse-Aggregate Size: 1 inch nominal.
2. Fine Aggregate: Free of materials with deleterious reactivity to alkali in cement.
C. Air-Entraining Admixture: ASTM C 260/C 260M.
D. Chemical Admixtures: Admixtures certified by manufacturer to be compatible with other
admixtures and to contain not more than 0.1 percent water-soluble chloride ions by
mass of cementitious material.
1. Water-Reducing Admixture: ASTM C 494/C 494M, Type A.
2. Retarding Admixture: ASTM C 494/C 494M, Type B.
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3. Water-Reducing and Retarding Admixture: ASTM C 494/C 494M, Type D.
4. High-Range, Water-Reducing Admixture: ASTM C 494/C 494M, Type F.
5. High-Range, Water-Reducing and Retarding Admixture: ASTM C 494/C 494M,
Type G.
6. Plasticizing and Retarding Admixture: ASTM C 1017/C 1017M, Type II.
E. Color Pigment: ASTM C 979/C 979M, synthetic mineral-oxide pigments or colored
water-reducing admixtures; color stable, free of carbon black, nonfading, and resistant
to lime and other alkalis.
1. Color: As selected by Architect from manufacturer's full range.
F. Water: Potable and complying with ASTM C 94/C 94M.
2.5 CURING MATERIALS
A. Absorptive Cover: AASHTO M 182, Class 3, burlap cloth made from jute or kenaf,
weighing approximately 9 oz./sq. yd. dry.
B. Moisture-Retaining Cover: ASTM C 171, polyethylene film or white burlap-polyethylene
sheet.
C. Water: Potable.
D. Evaporation Retarder: Waterborne, monomolecular, film forming, manufactured for
application to fresh concrete.
E. Clear, Waterborne, Membrane-Forming Curing Compound: ASTM C 309, Type 1,
Class B, dissipating.
F. White, Waterborne, Membrane-Forming Curing Compound: ASTM C 309, Type 2,
Class B, dissipating.
2.6 RELATED MATERIALS
A. Joint Fillers: ASTM D 1751, asphalt-saturated cellulosic fiber or ASTM D 1752, cork or
self-expanding cork in preformed strips.
B. Slip-Resistive Aggregate Finish: Factory-graded, packaged, rustproof, nonglazing,
abrasive aggregate of fused aluminum-oxide granules or crushed emery aggregate
containing not less than 50 percent aluminum oxide and not less than 20 percent ferric
oxide; unaffected by freezing, moisture, and cleaning materials.
C. Bonding Agent: ASTM C 1059/C 1059M, Type II, non-redispersible, acrylic emulsion or
styrene butadiene.
D. Epoxy-Bonding Adhesive: ASTM C 881/C 881M, two-component epoxy resin capable
of humid curing and bonding to damp surfaces; of class suitable for application
temperature, of grade complying with requirements, and of the following types:
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1. Types I and II, nonload bearing, for bonding hardened or freshly mixed concrete
to hardened concrete.
E. Chemical Surface Retarder: Water-soluble, liquid, set retarder with color dye, for
horizontal concrete surface application, capable of temporarily delaying final hardening
of concrete to a depth of 1/8 to 1/4 inch.
2.7 CONCRETE MIXTURES
A. Prepare design mixtures, proportioned according to ACI 301, for each type and
strength of normal-weight concrete, and as determined by either laboratory trial
mixtures or field experience.
1. Use a qualified independent testing agency for preparing and reporting proposed
concrete design mixtures for the trial batch method.
2. When automatic machine placement is used, determine design mixtures and
obtain laboratory test results that comply with or exceed requirements.
B. Cementitious Materials: Limit percentage, by weight, of cementitious materials other
than portland cement in concrete as follows:
1. Fly Ash or Pozzolan: 25 percent.
2. Slag Cement: 50 percent.
3. Combined Fly Ash or Pozzolan, and Slag Cement: 50 percent, with fly ash or
pozzolan not exceeding 25 percent.
C. Add air-entraining admixture at manufacturer's prescribed rate to result in normal-
weight concrete at point of placement having an air content as follows:
1. Air Content: 5-1/2 percent plus or minus 1-1/2 percent for 1-1/2-inch nominal
maximum aggregate size.
2. Air Content: 6 percent plus or minus 1-1/2 percent for 1-inch nominal maximum
aggregate size.
3. Air Content: 6 percent plus or minus 1-1/2 percent for 3/4-inch nominal
maximum aggregate size.
D. Limit water-soluble, chloride-ion content in hardened concrete to 0.15 percent by
weight of cement.
E. Chemical Admixtures: Use admixtures according to manufacturer's written instructions.
F. Color Pigment: Add color pigment to concrete mixture according to manufacturer's
written instructions and to result in hardened concrete color consistent with approved
mockup.
G. Concrete Mixtures: Normal-weight concrete.
1. Compressive Strength (28 Days): As indicated.
2. Slump Limit: 4 inches, plus or minus 1 inch.
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2.8 CONCRETE MIXING
A. Ready-Mixed Concrete: Measure, batch, and mix concrete materials and concrete
according to ASTM C 94/C 94M and ASTM C 1116/C 1116M. Furnish batch
certificates for each batch discharged and used in the Work.
1. When air temperature is between 85 and 90 deg F, reduce mixing and delivery
time from 1-1/2 hours to 75 minutes; when air temperature is above 90 deg F,
reduce mixing and delivery time to 60 minutes.
B. Project-Site Mixing: Measure, batch, and mix concrete materials and concrete
according to ASTM C 94/C 94M. Mix concrete materials in appropriate drum-type batch
machine mixer.
1. For concrete batches of 1 cu. yd. or smaller, continue mixing at least 1-1/2
minutes, but not more than 5 minutes after ingredients are in mixer, before any
part of batch is released.
2. For concrete batches larger than 1 cu. yd., increase mixing time by 15 seconds
for each additional 1 cu. yd..
3. Provide batch ticket for each batch discharged and used in the Work, indicating
Project identification name and number, date, mixture type, mixing time, quantity,
and amount of water added.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Examine exposed subgrades and subbase surfaces for compliance with requirements
for dimensional, grading, and elevation tolerances.
B. Proof-roll prepared subbase surface below concrete paving to identify soft pockets and
areas of excess yielding.
1. Completely proof-roll subbase in one direction and repeat in perpendicular
direction. Limit vehicle speed to 3 mph.
2. Proof-roll with a pneumatic-tired and loaded, 10-wheel, tandem-axle dump truck
weighing not less than 15 tons.
3. Correct subbase with soft spots and areas of pumping or rutting exceeding depth
of 1/2 inch according to requirements in Section 31 20 00 "Earth Moving."
C. Proceed with installation only after unsatisfactory conditions have been corrected.
3.2 PREPARATION
A. Remove loose material from compacted subbase surface immediately before placing
concrete.
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3.3 EDGE FORMS AND SCREED CONSTRUCTION
A. Set, brace, and secure edge forms, bulkheads, and intermediate screed guides to
required lines, grades, and elevations. Install forms to allow continuous progress of
work and so forms can remain in place at least 24 hours after concrete placement.
B. Clean forms after each use and coat with form-release agent to ensure separation from
concrete without damage.
3.4 STEEL REINFORCEMENT INSTALLATION
A. General: Comply with CRSI's "Manual of Standard Practice" for fabricating, placing,
and supporting reinforcement.
B. Clean reinforcement of loose rust and mill scale, earth, ice, or other bond-reducing
materials.
C. Arrange, space, and securely tie bars and bar supports to hold reinforcement in
position during concrete placement. Maintain minimum cover to reinforcement.
D. Install welded-wire reinforcement in lengths as long as practicable. Lap adjoining
pieces at least one full mesh, and lace splices with wire. Offset laps of adjoining widths
to prevent continuous laps in either direction.
E. Zinc-Coated Reinforcement: Use galvanized-steel wire ties to fasten zinc-coated
reinforcement. Repair cut and damaged zinc coatings with zinc repair material.
F. Epoxy-Coated Reinforcement: Use epoxy-coated steel wire ties to fasten epoxy-coated
reinforcement. Repair cut and damaged epoxy coatings with epoxy repair coating
according to ASTM D 3963/D 3963M.
G. Install fabricated bar mats in lengths as long as practicable. Handle units to keep them
flat and free of distortions. Straighten bends, kinks, and other irregularities, or replace
units as required before placement. Set mats for a minimum 2-inch overlap of adjacent
mats.
3.5 JOINTS
A. General: Form construction, isolation, and contraction joints and tool edges true to line,
with faces perpendicular to surface plane of concrete. Construct transverse joints at
right angles to centerline unless otherwise indicated.
1. When joining existing paving, place transverse joints to align with previously
placed joints unless otherwise indicated.
B. Construction Joints: Set construction joints at side and end terminations of paving and
at locations where paving operations are stopped for more than one-half hour unless
paving terminates at isolation joints.
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1. Continue steel reinforcement across construction joints unless otherwise
indicated. Do not continue reinforcement through sides of paving strips unless
otherwise indicated.
2. Provide tie bars at sides of paving strips where indicated.
3. Doweled Joints: Install dowel bars and support assemblies at joints where
indicated. Lubricate or coat with asphalt one-half of dowel length to prevent
concrete bonding to one side of joint.
C. Isolation Joints: Form isolation joints of preformed joint-filler strips abutting concrete
curbs, catch basins, manholes, inlets, structures, other fixed objects, and where
indicated.
1. Locate expansion joints at intervals of 30’ on center spacing unless otherwise
indicated.
2. Extend joint fillers full width and depth of joint.
3. Terminate joint filler not less than 1/2 inch or more than 1 inch below finished
surface if joint sealant is indicated.
4. Place top of joint filler flush with finished concrete surface if joint sealant is not
indicated.
5. Furnish joint fillers in one-piece lengths. Where more than one length is required,
lace or clip joint-filler sections together.
6. During concrete placement, protect top edge of joint filler with metal, plastic, or
other temporary preformed cap. Remove protective cap after concrete has been
placed on both sides of joint.
D. Contraction Joints: Form weakened-plane contraction joints, sectioning concrete into
areas as indicated. Construct contraction joints for a depth equal to at least one-fourth
of the concrete thickness, as follows, to match jointing of existing adjacent concrete
paving:
1. Sawed Joints: Form contraction joints with power saws equipped with
shatterproof abrasive or diamond-rimmed blades. Cut 1/8-inch-wide joints into
concrete when cutting action will not tear, abrade, or otherwise damage surface
and before developing random contraction cracks.
a. Tolerance: Ensure that sawed joints are within 3 inches either way from
centers of dowels.
2. Doweled Contraction Joints: Install dowel bars and support assemblies at joints
where indicated. Lubricate or coat with asphalt one-half of dowel length to
prevent concrete bonding to one side of joint.
E. Edging: After initial floating, tool edges of paving, gutters, curbs, and joints in concrete
with an edging tool to a 1/4-inch radius. Repeat tooling of edges after applying surface
finishes. Eliminate edging-tool marks on concrete surfaces.
3.6 CONCRETE PLACEMENT
A. Before placing concrete, inspect and complete formwork installation, steel
reinforcement, and items to be embedded or cast-in.
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B. Moisten subbase to provide a uniform dampened condition at time concrete is placed.
Do not place concrete around manholes or other structures until they are at required
finish elevation and alignment.
C. Comply with ACI 301 requirements for measuring, mixing, transporting, and placing
concrete.
D. Do not add water to concrete during delivery or at Project site. Do not add water to
fresh concrete after testing.
E. Deposit and spread concrete in a continuous operation between transverse joints. Do
not push or drag concrete into place or use vibrators to move concrete into place.
F. Consolidate concrete according to ACI 301 by mechanical vibrating equipment
supplemented by hand spading, rodding, or tamping.
1. Consolidate concrete along face of forms and adjacent to transverse joints with
an internal vibrator. Keep vibrator away from joint assemblies, reinforcement, or
side forms. Use only square-faced shovels for hand spreading and consolidation.
Consolidate with care to prevent dislocating reinforcement dowels and joint
devices.
G. Screed paving surface with a straightedge and strike off.
H. Commence initial floating using bull floats or darbies to impart an open-textured and
uniform surface plane before excess moisture or bleedwater appears on the surface.
Do not further disturb concrete surfaces before beginning finishing operations or
spreading surface treatments.
I. Curbs and Gutters: Use design mixture for automatic machine placement. Produce
curbs and gutters to required cross section, lines, grades, finish, and jointing.
J. Slip-Form Paving: Use design mixture for automatic machine placement. Produce
paving to required thickness, lines, grades, finish, and jointing.
1. Compact subbase and prepare subgrade of sufficient width to prevent
displacement of slip-form paving machine during operations.
3.7 FLOAT FINISHING
A. General: Do not add water to concrete surfaces during finishing operations.
B. Float Finish: Begin the second floating operation when bleedwater sheen has
disappeared and concrete surface has stiffened sufficiently to permit operations. Float
surface with power-driven floats or by hand floating if area is small or inaccessible to
power units. Finish surfaces to true planes. Cut down high spots and fill low spots.
Refloat surface immediately to uniform granular texture.
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1. Medium-to-Fine-Textured Broom Finish: Draw a soft-bristle broom across float-
finished concrete surface, perpendicular to line of traffic, to provide a uniform,
fine-line texture.
3.8 CONCRETE PROTECTION AND CURING
A. General: Protect freshly placed concrete from premature drying and excessive cold or
hot temperatures.
B. Comply with ACI 306.1 for cold-weather protection.
C. Evaporation Retarder: Apply evaporation retarder to concrete surfaces if hot, dry, or
windy conditions cause moisture loss approaching 0.2 lb/sq. ft. x h before and during
finishing operations. Apply according to manufacturer's written instructions after
placing, screeding, and bull floating or darbying concrete but before float finishing.
D. Begin curing after finishing concrete but not before free water has disappeared from
concrete surface.
E. Curing Methods: Cure concrete by a combination of these as follows:
1. Moisture Curing: Keep surfaces continuously moist for not less than seven days
with the following materials:
a. Water.
b. Continuous water-fog spray.
c. Absorptive cover, water saturated and kept continuously wet. Cover
concrete surfaces and edges with 12-inch lap over adjacent absorptive
covers.
2. Moisture-Retaining-Cover Curing: Cover concrete surfaces with moisture-
retaining cover, placed in widest practicable width, with sides and ends lapped at
least 12 inches, and sealed by waterproof tape or adhesive. Immediately repair
any holes or tears occurring during installation or curing period, using cover
material and waterproof tape.
3. Curing Compound: Apply uniformly in continuous operation by power spray or
roller according to manufacturer's written instructions. Recoat areas subjected to
heavy rainfall within three hours after initial application. Maintain continuity of
coating, and repair damage during curing period.
3.9 PAVING TOLERANCES
A. Comply with tolerances in ACI 117 and as follows:
1. Elevation: 3/4 inch.
2. Thickness: Plus 3/8 inch, minus 1/4 inch.
3. Surface: Gap below 10-feet-long; unleveled straightedge not to exceed 1/2 inch.
4. Alignment of Tie-Bar End Relative to Line Perpendicular to Paving Edge: 1/2 inch
per 12 inches of tie bar.
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5. Lateral Alignment and Spacing of Dowels: 1 inch.
6. Vertical Alignment of Dowels: 1/4 inch.
7. Alignment of Dowel-Bar End Relative to Line Perpendicular to Paving Edge: 1/4
inch per 12 inches of dowel.
8. Joint Spacing: 3 inches.
9. Contraction Joint Depth: Plus 1/4 inch, no minus.
10. Joint Width: Plus 1/8 inch, no minus.
3.10 FIELD QUALITY CONTROL
A. Testing Agency: Engage a qualified testing agency to perform tests and inspections.
B. Testing Services: Testing and inspecting of composite samples of fresh concrete
obtained according to ASTM C 172/C 172M shall be performed according to the
following requirements:
1. Testing Frequency: Obtain at least one composite sample for each 100 cu. yd. or
fraction thereof of each concrete mixture placed each day.
a. When frequency of testing will provide fewer than five compressive-
strength tests for each concrete mixture, testing shall be conducted from at
least five randomly selected batches or from each batch if fewer than five
are used.
2. Slump: ASTM C 143/C 143M; one test at point of placement for each composite
sample, but not less than one test for each day's pour of each concrete mixture.
Perform additional tests when concrete consistency appears to change.
3. Air Content: ASTM C 231/C 231M, pressure method; one test for each composite
sample, but not less than one test for each day's pour of each concrete mixture.
4. Concrete Temperature: ASTM C 1064/C 1064M; one test hourly when air
temperature is 40 deg F and below and when it is 80 deg F and above, and one
test for each composite sample.
5. Compression Test Specimens: ASTM C 31/C 31M; cast and laboratory cure one
set of three standard cylinder specimens for each composite sample.
6. Compressive-Strength Tests: ASTM C 39/C 39M; test one specimen at seven
days and two specimens at 28 days.
a. A compressive-strength test shall be the average compressive strength
from two specimens obtained from same composite sample and tested at
28 days.
C. Strength of each concrete mixture will be satisfactory if average of any three
consecutive compressive-strength tests equals or exceeds specified compressive
strength and no compressive-strength test value falls below specified compressive
strength by more than 500 psi.
D. Test results shall be reported in writing to Architect, concrete manufacturer, and
Contractor within 48 hours of testing. Reports of compressive-strength tests shall
contain Project identification name and number, date of concrete placement, name of
concrete testing and inspecting agency, location of concrete batch in Work, design
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compressive strength at 28 days, concrete mixture proportions and materials,
compressive breaking strength, and type of break for both 7- and 28-day tests.
E. Nondestructive Testing: Impact hammer, sonoscope, or other nondestructive device
may be permitted by Architect but will not be used as sole basis for approval or
rejection of concrete.
F. Additional Tests: Testing and inspecting agency shall make additional tests of concrete
when test results indicate that slump, air entrainment, compressive strengths, or other
requirements have not been met, as directed by Architect.
G. Concrete paving will be considered defective if it does not pass tests and inspections.
H. Additional testing and inspecting, at Contractor's expense, will be performed to
determine compliance of replaced or additional work with specified requirements.
I. Prepare test and inspection reports.
3.11 REPAIR AND PROTECTION
A. Remove and replace concrete paving that is broken, damaged, or defective or that
does not comply with requirements in this Section. Remove work in complete sections
from joint to joint unless otherwise approved by Architect.
B. Drill test cores, where directed by Architect, when necessary to determine magnitude
of cracks or defective areas. Fill drilled core holes in satisfactory paving areas with
portland cement concrete bonded to paving with epoxy adhesive.
C. Protect concrete paving from damage. Exclude traffic from paving for at least 14 days
after placement. When construction traffic is permitted, maintain paving as clean as
possible by removing surface stains and spillage of materials as they occur.
D. Maintain concrete paving free of stains, discoloration, dirt, and other foreign material.
Sweep paving not more than two days before date scheduled for Substantial
Completion inspections.
END OF SECTION 32 13 13
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SECTION 32 13 43 – PERVIOUS CONCRETE PAVEMENT
PART 1 – GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and Division 01 Specification Sections, apply to this
Section.
1.2 SUMMARY
A. Section Includes:
1. Pervious Concrete Pavement, including base course.
1.3 REFERENCES
A. American Society for Testing and Materials International (ASTM):
1. ASTM C29 – Standard Test Method for Bulk Density (Unit Weight)
and Voids in Aggregate.
2. ASTM C31 – Standard Practice for Making and Curing Concrete Test
Specimens in the Field.
3. ASTM C33 – Standard Specification for Concrete Aggregates.
4. ASTM C42 – Standard Test Method for Obtaining and Testing Drilled
Cores and Sawed Beams of Concrete.
5. ASTM C78 – Standard Test Method for Flexural Strength of
Concrete (Using Simple Beam with Third-Point Loading)
6. ASTM C94 – Standard Specification for Ready-Mixed Concrete.
7. ASTM C138 - Standard Test Method for Density (Unit Weight), Yield
and Air Content (Gravimetric) of Concrete.
8. ASTM C140 – Standard Test Method for Sampling and Testing
Concrete Masonry Units and Related Units.
9. ASTM C150 – Standard Specification for Portland Cement.
10. ASTM C171 – Standard Specification for Sheet Materials for Curing
Concrete.
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11. ASTM C172 – Standard Practice for Sampling Freshly Mixed
Concrete.
12. ASTM C174 – Standard Test Method for Measuring Thickness of
Concrete Elements Using Drilled Concrete Cores.
13. ASTM C260 – Standard Specification for Air Entraining Admixtures
for Concrete.
14. ASTM C289 – Standard Test method for Potential Alkali-Silica
Reactivity of Aggregates (Chemical Method).
15. ASTM C494 – Standard Specification for Chemical Admixtures for
Concrete.
16. ASTM C1567 – Standard Test Method for Determining the Potential
Alkali-Silica Reactivity of Combinations of Cementitious Materials
and Aggregate (Accelerated Mortar-Bar Method).
17. ASTM C1602 – Standard Specification for Mixing Water Used in the
Production of Hydraulic Cement Concrete.
18. ASTM C1688 – Standard Test method for Density and Void Content
of Freshly Mixed Pervious Concrete.
19. ASTM D994 – Standard Specification for Preformed Expansion Joint
Filler Material for Concrete (Bituminous Type).
20. ASTM D1557 – Standard Test Methods for Laboratory Compaction
Characteristics of Soil Using Modified Effort (56,000 ft lbf/ft3 (2,700
kN m/m3)).
21. ASTM D1751 - Standard Specification for Preformed Expansion Joint
Filler for Concrete Paving and Structural Construction (Nonextruding
and Resilient Bituminous Types).
22. ASTM D1752 – Standard Specification for Preformed Sponge
Rubber Cork and Recycled PVC Expansion Joint Fillers for Concrete
Paving and Structural Construction.
23. ASTM D3385 – Standard Test Method for Infiltration Rate of Soils in
Field Using Double-Ring Infiltrometer.
24. ASTM D3786 – Standard Test Method for Bursting Strength of
Textile Fabrics – Diaphragm Bursting Strength Tester Method.
25. ASTM D4355 – Standard Test Method for Deterioration of
Geotextiles by Exposure to Light, Moisture, and Heat in a Xenon Arc
Type Apparatus.
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26. ASTM D4491 – Standard Test Methods for Water Permeability of
Geotextiles by Permittivity.
27. ASTM D4632 – Standard Test Method for Grab Breaking Load and
Elongation of Geotextiles.
28. ASTM D4595 Standard Test Method for Tensile Strenght of
geotextiles
B. American Concrete Institute (ACI):
1. ACI 305R – Specification for Hot Weather Concreting.
2. ACI 306.1 – Standard Specification for Cold Weather Concreting.
3. ACI 522.1 – Specification for Pervious Concrete Pavement.
C. American Association of State Highway and Transportation Officials:
1. AASHTO M 288 – Standard Specification for Geotextile Specification
for Highway Applications.
D. State of California Department of Transportation (Caltrans):
1. Pervious Pavement Design Guidance, August 2014
2. Non Standard Special Provisions (nSSP) for Pervious Pavement
3. Caltrans Standard Specifications (latest Edition)
4. California Test 211, Method of Test for Abrasion of Coarse
Aggregate by use of the Los Angeles Rattler Machine.
5. Californa Test Method 227, Metrhod of Test for Evaluating
Cleanness of Coarse Aggregate.
6. Californai Test 229, Method of Test for Durability Index.
1.4 SUBMITTALS
A. Shop Drawings: Indicate extent of pavement and location of contraction,
construction, and isolation joints. When jointing requirements are not
indicated on drawings, submit shop drawings indicating proposed joint
locations. Provide edge details.
B. Mix Design Data: Submit concrete mix designs.
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1. Concrete Production Facility: Submit name, address, and contact
information.
2. Mix Design: Submit concrete mix design, including proportions,
density, water/cement ratio, source, size, void content and amount of
coarse aggregate and admixtures. Mix shall be signed and sealed by
a Civil or Structural Engineer currently registered in the State of
California.
3. Test Reports: Submit copies of test reports demonstrating the
proposed mixes produce concrete strengths and properties specified
and is suitable for the job conditions. Include tests for cement,
aggregates and admixtures. Provide gradation analysis.
C. Certificates: Submit certification of conformance to the following standards:
1. Portland cement: ASTM C150.
2. Aggregates: ASTM C33.
3. Aggregates: Submit evidence that the aggregate is not reactive in
the presence of cement alkalis. In the absence of evidence,
aggregate shall be tested per ASTM C289. If results of test are
other than innocuous, aggregates shall be tested per ASTM C1567.
D. Product Data: Submit product data, manufacturer’s specifications and
installation/application instructions for:
1. Admixtures.
3. Joint materials.
4. Curing materials.
4. Geotextile fabric.
E. Installer Qualifications:
1. Submit evidence of successful installations of five completed projects
with similar size and complexity. Provide project name, address, and
contact information of Owner, Architect, and General Contractor.
2. Submit National Ready-Mix Concrete Association certifications for
craftsmen, installers and technicians that will be working on this
installation.
F. Base Course Materials: Crushed aggregate base (CAB) shall consist of
native rock without naturally occurring asbestos. Contractor shall submit
written documentation, which identifies the source, volume, and proposed
transport date of the material for review and approval prior to importing the
material. A statement on company letterhead from the source, stamped by
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either a California Professional Geologist or Engineer, which states that the
subject materials shall be included in the submittal.
1. Product Data: Submit material source, technical information and test
data for base materials. Gradation and quality certifications shall be
dated within 30 days of the submittal.
1.5 QUALITY ASSURANCE
A. Installer Qualifications:
1. Demonstrate successful installation of not less than five completed
projects of pervious concrete pavement within previous three year
period.
2. Comply with one of the following requirements:
a. Installer shall have at least one National Ready Mixed
Concrete Association (NRMCA) certified pervious concrete
craftsman on site, overseeing each placement crew during
concrete placement.
b. Installer shall have no less than three NRMCA certified
pervious concrete installers, who shall be on site working as
members of each placement crew during concrete placement.
B. Quality Assurance
1. Inspection shall be performed by a representative of a testing
laboratory selected by the Owner. Owner will pay for inspection costs.
Notify the laboratory 24 hours in advance of time concrete is to be
mixed. Notify the laboratory of postponement or cancellation of mixing
within at least 24 hours of scheduling time.
2. Contractor shall assist the testing laboratory in obtaining and handling
samples at the project site and at the source of materials.
3. Mockups: Build mockups to verify selections made under Sample
submittals and to demonstrate aesthetic effects and set quality
standards for materials and execution.
a. Build mockups of full-thickness sections of pervious concrete
paving to demonstrate typical joints; surface finish, texture,
and color; curing; and standard of workmanship.
b. Build mockups of pervious concrete paving in the location
and of the size indicated or, if not indicated, build mockups
where directed by Architect and not less than 96 inches by
96 inches.
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c. Approval of mockups does not constitute approval of
deviations from the Contract Documents contained in
mockups unless Architect specifically approves such
deviations in writing.
d. Subject to compliance with requirements, approved mockups
may become part of the completed Work if undisturbed at
time of Substantial Completion.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Cement: Portland Cement Type I or II conforming to ASTM C150.
B. Aggregates:
1. Coarse Aggregate: 3/8” maximum (3/8 through No. 8), washed,
conforming to ASTM C33.
2. Fine Aggregate: If used, shall conform to ASTM C33.
C. Admixtures:
1. Type A, Water Reducing Admixtures per ASTM C494.
2. Type B, Retarding Admixtures per ASTM C494.
3. Type D, Water Reducing/Retarding Admixtures per ASTM C494.
4. Hydration stabilizer shall meet the requirements of ASTM C494,
Type B or D.
5. Air entraining agents shall comply with ASTM C260.
6. Calcium chloride admixtures shall not be used.
D. Water: Water for concrete mixes, curing and cleaning shall be potable, free
from deleterious matter and in conformance to ASTM C1602.
E. Curing Materials: 6 mil thick polyethylene membrane per ASTM C171.
F. Edge Restraint: Concrete curb per spec Section 32 1313: Site Concrete
Work.
G. Geotextile Fabric: Tencate Mirafi HP270 or approved equal
H. Premolded Joint Filler for Isolation Joints: Preformed strips, in conformance
to ASTM D994, D1751 or D1752.
I. Base Course:
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1. Base Course: Caltrans Class 2 Permeable Base with maximum
aggregate size from 3/4-inch to 2-inches, uniformly graded, and with
minimum 30% voids content, as measured by ASTM C29.
Aggregate must comply with the quality requirements:
a. Durability Index of no less than 40 per California test 229.
b. Cleaness value of no less than 75 per California Test 227.
c. Loss in LA rattler after 500 revolutions: Maximum 45 per California
Test 211
2.2 MIX DESIGN
A. Furnish mix design including data for unit weights determined in accordance
with ASTM C29 paragraph 11, jigging procedure.
1. Cement Content: Not less than 600 lbs/CY.
2. Water/Cement Ratio: Between 0.26 to 0.35.
3. Aggregate Content: Volume of aggregate per cubic yard shall be
equal to 27 cubic feet when calculated as a function of the unit
weight determined in accordance to ASTM C29 jigging procedure.
Fine aggregate if used, should not exceed 3 cubic feet and shall be
included in the total aggregate volume.
4. Air voids: 18 to 22 percent.
B. Mix shall be signed and sealed by a Civil or Structural Engineer currently
registered in the State of California.
C. Ready-Mixed Concrete: Mix and deliver in accordance with requirements of
ASTM C94.
E. Flexural Strength: 375 psi, per ASTM C78, samples shall be per ASTM C31.
PART 3 - EXECUTION
3.1 SUBGRADE PREPARATION
A. City will retain a geotechnical engineer, as a City Consultant for testing,
sampling and observing the work of this section.
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B. Compact subgrade per Section 31 2316 - Excavation and Fill for Paving to
no less than 89 percent of maximum dry density per ASTM D1557. Do not
exceed 93 percent. Compacted subgrade will be tested to percolation per
ASTM D3385; percolation rate should be not less than 0.5 inch/hour.
C. Do not proceed with installation of bedding until subgrade conditions are
corrected.
3.2 BASE COURSE INSTALLATION
A. Install geotextile fabric immediately after compacted subgrade acceptance.
Lay smooth and free of tension, stress, folds, and wrinkles. Overlap ends of
rolls or panels a minimum of 16 inches. Extend at least 4 feet beyond
pavement ends to prevent any runoff or sediment from entering base
course. Cut excess geotextile to gravel edge when area is fully stabilized.
Repair or replace damaged geotextile by placing a new piece of material
with at least 3 feet of overlap from the edges of the damaged area.
B. Base thickness shall be six inches and shall be placed in one layer, unless a
thicker base is indicated on the drawings. When a compacted course in
excess of 6 inches is indicated, place material in layers of equal thickness
not less than 3 inches or more than 6. The permeable base is to be
compacted as follows:
1. Compact with a 10-ton vibratory roller
2. Make 2 complete passes in vibratory mode and at least 2 complete
passes in static mode.
3. In areas not accessible to the vibratory roller, use a 13,500 lbf plate
compactor with a compaction indicator.
D. Keep traffic off of base course during construction to the maximum extent
practical. Regrade and recompact disturbed subgrade. Ensure required
pavement thickness is obtained throughout.
E. Determine subgrade permeability in accordance with ASTM D3385 before
concrete placement. Confirm that subgrade permeability meets
requirements of Contract Documents.
3.3 FORMWORK
A. Forms may be of wood or steel, and capable of being removed without
damaging the concrete. Set, align, and brace forms so that hardened
pavement meets the tolerance specified in Article 3.05.
B. Apply form release agent to the form face which will be in contact with
concrete, immediately before placing the concrete. Vertical face of concrete
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curbs or previously placed concrete may be used as form; form release
agents are not needed for these surfaces.
C. Concrete placement width shall not exceed 20 feet unless otherwise
specified.
D. Check and correct grade elevations and alignment of the forms immediately
before placing the concrete.
3.4 BATCHING, MIXING AND DELIVERY
A. Batch and mix in accordance with ASTM C94, except that discharge shall be
completed within 60 minutes of the introduction of mixture water to the
cement. Time may be increased to 90 minutes when using an extended set
control admixture.
B. Concrete mixed in transit mixer shall be mixed at the mixing speed
designated by the manufacturer for minimum of 70-revolutions to a
maximum of 100.
C. Truckloads shall be visually inspected for moisture consistency. Water
addition shall be permitted at the point of discharge to obtain the required
mixture consistency, as needed to maintain a wet metallic sheen but without
causing paste drain or exceeding the specified water-cement ratio.
D. A minimum of 30 revolutions at the manufacturer’s designated mixing speed
shall be required following the addition of any water to the mixture prior to
any discharge. If water is added more than three times to a load, the dosage
rate of hydration stabilizing admixture should be increased in subsequent
loads.
E. Discharge shall be a continuous operation and shall be completed as quickly
as possible. Concrete shall be deposited as close to its final position as
practical and such that discharged concrete is incorporated into previously
placed plastic concrete. If consolidation occurs during concrete discharge,
placement shall be halted, the mixture shall be addressed, and the
consolidated portion removed and replaced immediately.
3.5 PLACING AND FINISHING
A. Deposit concrete directly from transporting equipment or by conveyor onto
the prewetted base. Deposit concrete between the forms to an
approximately uniform height.
B. Strike off concrete between forms using a form-riding paving machine or
vibrating screed. Compact and finish the pavement to the elevations and
thickness specified in the drawings and to the tolerance indicated below.
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Surface vibration shall be controlled; hand tampers shall be used along slab
edges. Edge top surface to a radius of 1/4 inch.
C. Sweep hardened pavement before testing for compliance with tolerances.
Construct pavement to meet the following tolerances:
1. Elevation: plus 3/8 inch, -minus 3/8 inch under a 10 foot
straightedge.
2. Thickness: plus 1 ½ inches, minus 1/4 inch.
3. Contraction joint depth: plus 1/4 inch, minus 0 inch.
D. Care must be taken to prevent closing the void structure of pervious
concrete.
E. Cross rolling should be performed using the minimum number of passes
required to achieve an acceptable surface. Over working the concrete
surface will close voids and limit porosity.
F. Care shall be taken during compaction that sufficient compaction force is
achieved without excessively working the concrete surface that might result
in sealing surface porosity.
3.6 JOINTING
A. Construct joints at the locations indicated on the drawings. Spacing
between contraction joints shall not exceed 20 feet or two times the width,
whichever is less. Align joints of adjacent pavement panels.
B. Contraction joint depth shall be 1/4 to 1/3 of the pavement thickness.
Contraction joints shall be tooled.
1. Tool contraction joints to the specified depth and width in fresh
concrete immediately after the concrete is compacted.
C. Use isolation joints only where pavement abuts fixed objects such as
foundations and manholes.
D. Transverse construction joints shall be installed whenever placement is
suspended for 30 minutes or whenever concrete is no longer workable
3.7 CURING
A. Begin curing within 20 minutes of concrete discharge in accordance with ACI
522.1.
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B. Completely cover the pavement surface with a minimum 6 mil thick
polyethylene sheet overlapping a 12 inches minimum. Cover all exposed
edges of pavement with polyethylene sheet, and extend 24 inches minimum
beyond pavement edges. Secure curing cover material edges with weights,
use of dirt or debris is not acceptable.
C. Cure pavement for a minimum of 7 uninterrupted days.
3.8 HOT AND COLD WEATHER CONSTRUCTION
A. When hot weather is anticipated, submit detailed procedures for the
production, transportation, placement, protection, curing and temperature
monitoring of concrete in accordance to ACI 305R.
B. In cold weather comply with ACI 306.1, recording concrete temperature no
less than twice per 24-hour period.
3.9 TESTING
A. Inspector or testing lab personnel will collect samples of fresh concrete in
accordance with ASTM C172 during each working day.
B. Lab personnel will perform concrete density tests in accordance with ASTM
C1688. Tests will be performed at the beginning of concrete placement
operation and for each 5,000 square feet to ensure that specification
requirements are met. Average hardened density shall be within 5 pounds per
cubic feet plus or minus of the accepted fresh density from the approved mix
design.
C. After a minimum of seven days core three hardened concrete samples in
accordance with ASTM C42, for testing:
1. Density in accordance with ASTM C140, paragraph 9.3:
a. Average hardened density shall be within 5 pounds per cubic
feet plus or minus of the accepted fresh density from the
approved mix design.
2. Thickness in accordance to ASTM C174. Thickness tolerance:
a. Average compacted thickness shall not exceed ¼ inch less
than specified thickness.
b. No single core shall exceed ½ inch less than the specified
thickness.
c. Average compacted thickness shall not exceed 1-1/2 inches
more than the specified thickness.
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3. Void Structure in accordance to ASTM C138: 15% minimum, 25%
maximum, or within 4% of the specified void content indicated in the
mix design.
4. Visual observation shall find no clogging, paste drain down or poorly
hydrated paste.
D. Fill core holes with regular concrete meeting the pervious mix design.
3.10 OPENING TO TRAFFIC
A. Do not open the pavement to vehicular traffic until the concrete has cured
for at least 14 days.
3.11 CLEANING
A. Prevent the migration of dirt, mulch or other materials and the flow of
sediment-laden water onto the pavement during construction.
B. At completion of Work, sweep clean pavement surfaces.
C. Remove rubbish, debris and waste materials and legally dispose of off the
Project site.
3.12 PROTECTION
A. Protect the Work of this section until Substantial Completion.
END OF SECTION 32 13 43
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SECTION 32 13 73 - CONCRETE PAVING JOINT SEALANTS
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and Division 01 Specification Sections, apply to this
Section.
1.2 SUMMARY
A. Section Includes:
1. Cold-applied joint sealants.
2. Hot-applied joint sealants.
3. Cold-applied, fuel-resistant joint sealants.
4. Hot-applied, fuel-resistant joint sealants.
5. Joint-sealant backer materials.
6. Primers.
B. Related Requirements:
1. Section 07 92 00 "Joint Sealants" for sealing nontraffic and traffic joints in
locations not specified in this Section.
1.3 ACTION SUBMITTALS
A. Product Data: For each type of product.
B. Samples for Verification: For each kind and color of joint sealant required, provide
Samples with joint sealants in 1/2-inch-wide joints formed between two 6-inch-long
strips of material matching the appearance of exposed surfaces adjacent to joint
sealants.
C. Paving-Joint-Sealant Schedule: Include the following information:
1. Joint-sealant application, joint location, and designation.
2. Joint-sealant manufacturer and product name.
3. Joint-sealant formulation.
4. Joint-sealant color.
1.4 INFORMATIONAL SUBMITTALS
A. Qualification Data: For Installer.
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B. Product Certificates: For each type of joint sealant and accessory.
1.5 QUALITY ASSURANCE
A. Installer Qualifications: An entity that employs installers and supervisors who are
trained and approved by manufacturer.
B. Product Testing: Test joint sealants using a qualified testing agency.
1.6 FIELD CONDITIONS
A. Do not proceed with installation of joint sealants under the following conditions:
1. When ambient and substrate temperature conditions are outside limits permitted
by joint-sealant manufacturer.
2. When joint substrates are wet.
3. Where joint widths are less than those allowed by joint-sealant manufacturer for
applications indicated.
4. Where contaminants capable of interfering with adhesion have not yet been
removed from joint substrates.
PART 2 - PRODUCTS
2.1 MATERIALS, GENERAL
A. Compatibility: Provide joint sealants, backing materials, and other related materials that
are compatible with one another and with joint substrates under conditions of service
and application, as demonstrated by joint-sealant manufacturer, based on testing and
field experience.
2.2 COLD-APPLIED JOINT SEALANTS
A. Multicomponent, Nonsag, Urethane, Elastomeric Joint Sealant: ASTM C 920, Type M,
Grade NS, Class 25, for Use T.
1. As indicated on plans.
2.3 JOINT-SEALANT BACKER MATERIALS
A. Joint-Sealant Backer Materials: Nonstaining; compatible with joint substrates, sealants,
primers, and other joint fillers; and approved for applications indicated by joint-sealant
manufacturer, based on field experience and laboratory testing.
B. Round Backer Rods for Cold-Applied Joint Sealants: ASTM D 5249, Type 3, of
diameter and density required to control joint-sealant depth and prevent bottom-side
adhesion of sealant.
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2.4 PRIMERS
A. Primers: Product recommended by joint-sealant manufacturer where required for
adhesion of sealant to joint substrates indicated.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Examine joints to receive joint sealants, with Installer present, for compliance with
requirements for joint configuration, installation tolerances, and other conditions
affecting joint-sealant performance.
B. Proceed with installation only after unsatisfactory conditions have been corrected.
3.2 PREPARATION
A. Surface Cleaning of Joints: Before installing joint sealants, clean out joints immediately
to comply with joint-sealant manufacturer's written instructions.
1. Remove all foreign material from joint substrates that could interfere with
adhesion of joint sealant, including dust, old joint sealants, oil, grease,
waterproofing, water repellents, water, surface dirt, and frost.
B. Joint Priming: Prime joint substrates where indicated or where recommended in writing
by joint-sealant manufacturer, based on preconstruction joint-sealant-substrate tests or
prior experience. Apply primer to comply with joint-sealant manufacturer's written
instructions. Confine primers to areas of joint-sealant bond; do not allow spillage or
migration onto adjoining surfaces.
3.3 INSTALLATION OF JOINT SEALANTS
A. Comply with joint-sealant manufacturer's written installation instructions for products
and applications indicated unless more stringent requirements apply.
B. Joint-Sealant Installation Standard: Comply with recommendations in ASTM C 1193 for
use of joint sealants as applicable to materials, applications, and conditions.
C. Install joint-sealant backings to support joint sealants during application and at position
required to produce cross-sectional shapes and depths of installed sealants relative to
joint widths that allow optimum sealant movement capability.
1. Do not leave gaps between ends of joint-sealant backings.
2. Do not stretch, twist, puncture, or tear joint-sealant backings.
3. Remove absorbent joint-sealant backings that have become wet before sealant
application and replace them with dry materials.
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D. Install joint sealants immediately following backing installation, using proven
techniques that comply with the following:
1. Place joint sealants so they fully contact joint substrates.
2. Completely fill recesses in each joint configuration.
3. Produce uniform, cross-sectional shapes and depths relative to joint widths that
allow optimum sealant movement capability.
E. Tooling of Nonsag Joint Sealants: Immediately after joint-sealant application and
before skinning or curing begins, tool sealants according to the following requirements
to form smooth, uniform beads of configuration indicated; to eliminate air pockets; and
to ensure contact and adhesion of sealant with sides of joint:
1. Remove excess joint sealant from surfaces adjacent to joints.
2. Use tooling agents that are approved in writing by joint-sealant manufacturer and
that do not discolor sealants or adjacent surfaces.
F. Provide joint configuration to comply with joint-sealant manufacturer's written
instructions unless otherwise indicated.
3.4 CLEANING AND PROTECTION
A. Clean off excess joint sealant as the Work progresses, by methods and with cleaning
materials approved in writing by joint-sealant manufacturers.
B. Protect joint sealants, during and after curing period, from contact with contaminating
substances and from damage resulting from construction operations or other causes
so sealants are without deterioration or damage at time of Substantial Completion. If,
despite such protection, damage or deterioration occurs, cut out and remove damaged
or deteriorated joint sealants immediately and replace with joint sealant so installations
in repaired areas are indistinguishable from the original work.
3.5 PAVING-JOINT-SEALANT SCHEDULE
A. Joint-Sealant Application: Joints within concrete paving.
1. Joint Location:
a. Expansion and isolation joints in concrete paving.
b. Contraction joints in concrete paving.
c. Other joints as indicated.
2. Joint Sealant: Multicomponent, nonsag, urethane, elastomeric joint sealant.
3. Joint-Sealant Color: Shall match adjacent concrete.
END OF SECTION 32 13 73
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SECTION 32 17 23.13 – INFILLED SYNTHETIC TURF SYSTEM
PART I – GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and Division 1 Specification Sections apply to this Section.
1.2 SUMMARY
A. The work under this section shall consist of furnishing all labor, materials, and
equipment necessary to install, in place, all synthetic turf and other materials as
indicated on the plans and as specified herein. The installation of all new materials
shall be performed in strict accordance with these specifications, the turf
manufacturer’s instructions and in accordance with all details and shop drawings.
1.3 SUBMITTALS
A. Product Data: For each type of product indicated:
1. Submit manufacturer’s catalog cuts, material safety data sheets (MSDS),
brochures, specifications, preparation and installation instructions and
recommendations.
2. All supplied and installed materials and products shall meet or exceed the
minimum specifications designated in this section. Sufficient data must be
submitted to indicate compliance with the Contract Documents.
3. Submit instructions for installation.
B. Test Results: The following test results, certified by a licensed independent testing
laboratory, shall be submitted as outlined below:
1. Mandatory and minimum specifications as shown in Part 2.
Materials and products not meeting the minimum specifications will be rejected.
2. Upon completion of the installation of the infill (including anti-static applications)
— Installer Supervisor must measure and record infill depth using a three-
prong depth tester for Turf and Tracks with analog or digital readout.
At ten separate field locations, three data points should be recorded by
measuring the infill depth in a triangular pattern approximately 12” – 18” apart.
At each of the ten testing locations, the three data points should be averaged.
Any location that does not measure 1.46” in depth or more must be corrected.
3. At completion of project – Dynamic Cushioning Test according to ASTM F-
355-95, Procedure A and Standard F-1936-98 only if the finished product is to
be used for American Football.
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4. Title 22, Cam 17 – EPA Method 6020. Test reports required for synthetic
turf fibers.
D. Shop Drawings: Show fabrication and installation details for synthetic turf including,
but not limited to:
1. Proposed locations of all seams in fabric surfacing. Show installation methods
and construction.
2. Field lining and marking. Submit a complete scale and dimensional drawing of
inlaid or tufted-in field lines and marking boundaries. Include graphics for end
zones and center logo artwork for approval as well.
E. The manufacturer/installer shall provide the following samples of the synthetic turf
specified for this project:
1. An 8.5” x 11” minimum sample of the exact synthetic turf and infill system that
is specified for this project.
2. Infill mix in accordance with product specifications
F. Turf Installer Certificates: Certified list of fifteen (15) existing installations of a
synthetic turf and infill system within the last three years, including Owner
Representative and telephone number, attesting compliance with quality assurance
information. All must be located within the continental United States.
G. Provide proof that the turf manufacturer/installer is a member, in good standing, of
the Synthetic Turf Council.
H. Warranty:
1. The Contractor shall provide a warranty to the Owner that covers defects in
materials and installation workmanship of the turf for a period of eight (8)
years from the date of substantial completion. The turf manufacturer must
verify that their representative has inspected the installation and that the work
conforms to the turf manufacturer’s requirements and any written directives.
The warranty shall include general wear and damage caused from UV
degradation. Other items that must be addressed include the following:
a. Acceptable uses for the field
b. Fading
c. Color match within specifications
d. Excessive fiber wear
e. Wrinkling and panel movement
f. Shock absorbency (Gmax)
g. Seam integrity
h. Drainage (through the turf only)
2. Exclusions shall include the following:
a. Vandalism
b. Acts of God
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3. The warranty shall be fully third party insured for the entire 8-Year term and
be non-prorated. Warranties that include language which pro-rates
benefits shall be rejected. Prior to final payment for the synthetic turf, the
Contractor shall submit to the Owner, this policy guaranteeing the warranty
to the Owner. Insurance must reflect the following values:
a. $5,000,000.00 per each insured warranty
b. $15Million dollar annual aggregate for all warranties issued during each 12
month period of the 8-Year warranty
c. Policies that are backed by a Letter of Credit are not acceptable
d. Policy must be issued by an A- rated or greater A.M. Best Rating
e. Policies that include self-insurance or self-retention clauses shall not be
considered. Policy can not include any form of deductible amount. Policy
must be in force at the time of the bid.
I. Special warranty for American Football: Turf must maintain an ASTM F 355 Gmax of
less than 175 for the life of the warranty. This is for the entire warranty period of eight
(8) years.
J. Turf manufacturer must attest that their submitted products infringe on no known
patents.
K. Maintenance and Operations Data: At the completion of the project submit 3
complete sets, in manual form, of all the turf manufacturer’s recommended
procedures and materials for, but not limited to general maintenance, line/marking
installation, small repair procedures, cleaning, etc.
L. Project Record Documents: Record actual locations of seams, drains, and other
pertinent information in accordance with the General Requirements
1.4 QUALITY ASSURANCE
A. Turf Manufacturer Qualifications
1. Shall be experienced in the installation of synthetic infill grass (including
RootZone® fiber) for a minimum of five (5) years.
2. Shall have a minimum of 500 full sized tall fiber infilled type field installations.
Field size to be a minimum of 65,000 square feet to qualify.
3. Shall provide third party certification confirming compliance with referenced
standards.
B. Installer Qualifications:
1. Installation team shall be an established, insured installation firm experienced
as a premium turf installer with suitable equipment and supervisory personnel -
with a minimum of five years’ experience with 15 foot wide tufted materials.
2. Installation team shall be trained and certified, in writing, by the turf
manufacturer, as competent in the installation of the specified material,
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including seaming and proper installation of the infill mixture.
3. Installation supervisor shall have at least 10 installations similar to this type.
C. All components and their installation method shall be designed and manufactured for
use on outdoor athletic fields. The materials as hereinafter specified, should be able
to withstand full climatic exposure, be resistant to insect infestation, rot, fungus and
mildew; to ultra-violet light and heat degradation, and shall have the basic
characteristic of flow through drainage allowing free movement of surface run-off
through the turf and directly into prepared granular base and into the field drainage
system.
D. Source Limitations: Obtain synthetic turf and components through one source from
a single manufacturer.
E. The turf fabric shall be installed by a manufacturer-authorized installer.
1.5 PROJECT CONDITIONS
A. Weather Limitations: Proceed with installation only when existing and forecasted
weather conditions permit synthetic turf work to be performed according to Contractor
or Turf Manufacturer’s written instructions and warranty requirements.
B. Field Measurements: Indicate measurements on Shop Drawings.
1.7 MAINTENANCE SERVICE
A. Turf Installation Contractor shall train maintenance staff and/or contracted
maintenance staff in the use of the recommended maintenance equipment and
provide maintenance guidelines to the facility maintenance staff.
PART TWO – PRODUCTS
2.1 ACCEPTABLE TURF MANUFACTURERS
A. Pre-Approved turf manufacturers:
1. AstroTurf®, LLC – AstroTurf® 3D3
2680 Abutment Road, SE Dalton, GA 30721
P: (760) 500-7071 E: Jennifer Young, jyoung@astroturf.com
2. Substitutions may be considered and must meet and/or be equivalent to all
listed requirements, qualifications and specifications.
2.2 TURF MATERIALS
A. Synthetic Turf System: A complete synthetic turf system consisting of a combination
of high micron thickness monofilament polyethylene fibers and 10,000 denier XP Plus
parallel slit film fibers along with an extruded monofilament RootZone™. Pile height
shall be nominal 1 5/8”. Fibers shall be tufted to a primary backing and a mechanically
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applied adhesive secondary backing.
1. The tufted fiber shall not weigh less than 52 ounces per square yard. The
tufted rows of fiber are to be spaced no more than 3/8” apart. ASTM tests
proving the fiber meets these qualifications must be provided. Turf systems
that do not meet this specification will be disqualified.
2. The carpet’s primary backing shall be comprised of three layers (18 pic
polypropylene, 13 pic polypropylene, reinforced by a non-woven PET cap fiber
layer). This backing is to have a minimum weight of 8 oz per square yard.
The carpet shall then be coated with a secondary backing of Biocel™
Polyurethane synthetic coating material with a minimum application rate of 20
ounces per square yard and then perforated for adequate drainage. Carpets
that are not perforated for adequate drainage shall not be acceptable.
3. The carpet shall be delivered in 15’ wide rolls. The rolls shall be of sufficient
length to go from sideline to sideline. Head seams, other than at sidelines, will
not be acceptable.
B. The pile surface shall provide good traction in all types of weather with the use of
conventional sneaker type shoes, composition mold sole athletic shoes, baseball
spikes and screw-on football spikes.
C. The pile surface shall be suitable for both temporary and permanent line markings
using acrylic paint, as per the turf manufacturers recommendations.
D. All adhesives used in bonding the seams shall be resistant to moisture, freeze/thaw,
bacteria and fungus attacks, and resistant to ultraviolet radiation. The adhesive shall
be made especially for the adhesion of synthetic turf seams.
E. The adhesive system shall have been utilized on at least 25 full installations. It shall
consist of a factory-made adhesive bed applied to a nonwoven fabric seaming tape.
The adhesive bed shall be a metered amount suitable for the application. It shall be
heat and pressure activated. A special heat application machine and pressure
application using weighted rollers is mandatory.
F. The entire turf system must include a factory-applied heat reduction technology.
G. The entire turf system shall be protected with a factory-applied anti-microbial
treatment.
H. Supply field groomer and sweeper or single maintenance apparatus that performs
basic maintenance functions.
I. Perimeter edge details required for the system shall be as detailed and recommended
by the turf manufacturer, and as approved by the turf manufacturer.
2.3 TURF FABRIC SURFACE
A. The pile surface shall resemble freshly mown natural grass in appearance, texture
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and color.
B. The pile surface shall be nominally uniform in length.
C. The pile fiber angle shall be 90 degrees ± 15 degrees, measured from the horizontal
after installation of the infill material.
D. The entire system shall be resistant to weather, insects, rot, mildew and fungus
growth and will be non-allergic and non-toxic.
E. The synthetic turf system shall have a nominal fiber length of 2.0”.
F. Each roll shall be minimum 15’ wide
G. The entire system shall be constructed for porous standards as specified. Synthetic
turf system shall be perforated at 4 – 6” on center. Systems that are not perforated
for maximum drainage shall not be acceptable.
H. All markings shall be tufted in-place, inlaid or glued. It is recommended that the
maximum amount of markings be factory-prefabricated into the turf system prior to
shipment to site. At a minimum all football markings (with the exception of hash
marks) shall be factory prefabricated.
2.4 PRODUCT SPECIFICATIONS – TURF and Pad Underlayment
A. Face yarns shall be a combination of:
1. A proven athletic quality, outdoor stabilized blend of non-texturized
monofilament yarn a minimum of 330 micron thickness used with parallel slit
film polyethylene fibers and;
2. A texturized monofilament RootZone designed specifically for outdoor use, to
best resist the effects of ultraviolet degradation, heat, foot traffic, water and
airborne pollutants.
B. The fabric shall possess the following minimum physical characteristics. ASTM
testing shall be provided and any products not meeting the minimum physical
characteristics will be rejected:
Average Pile Yarn Weight ASTM D 5848 52 oz/square yard Average
Total Weight ASTM D 5848 80 oz/square yard
Secondary Backing Weight ASTM D 5848 20 oz/square yard
Primary Backing ASTM D 5848 8 oz/square yard
Average Tuft Length ASTM D 5823 1 5/8”
Tufting Gauge ASTM D 5793 3/8” maximum
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Tuft Bind ASTM D 1335 > 8 lbs
Yarn Denier (monofilament fiber) ASTM D 1577 12,000 / 6
Yarn Denier (slit film fiber) ASTM D 1577 10,000/1
Yarn Denier (secondary fiber) ASTM D 1577 5,000/8
Fiber Thickness (primary/secondary) ASTM D 3218 330 / 100 microns
Surface Flammability ASTM D 2859 8 of 8
PASS Permeability ASTM F 1551 >30
Melt Point ASTM D 789 248 degrees Fahrenheit
Gmax System (American Football) ASTM F 355 <125 at installation
< 175 over life of Warranty
2.5 INFILL MATERIAL
A. Infill composition shall consist of a ballast layer of silica sand topped by ambient SBR
rubber performance infill in a 50/50 ratio.
B. Silica sand infill:
1. Must be clean, sub-angular silica sand
2. Must be a 20-40 sieve size.
C. SBR infill:
1. Must be ambient SBR Rubber
2. Must be a 10-20 sieve size.
D. Immediately after infill layers are installed, infill depth must be measured per testing
protocol detailed in Section 1.3 C. 2 above to ensure that infill layer is at least 1.25”
deep.
E. Pad Underlayment shall be manufactured by Brock USA.
1. Arena Pad shall be 20mm in thickness.
2. Warm-up Pad shall be 17mm in thickness.
3. All warranties for the pad shall be per the manufactures standard of 16 years.
4. No know equals to the product specified.
PART 3 - EXECUTION
3.1 EXAMINATION
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A. Examine substrates and conditions, with Installer present, for compliance with
requirements for visual installation tolerances. Proceed with installation only after
satisfactory conditions have been corrected.
B. Certification of prior work: The synthetic turf manufacturer and / or installer shall
perform a visual inspection of the field base onto which the synthetic turf system is to
be installed and to examine the finished surface for required compaction, and grade
tolerances (through string line testing). After any discrepancies between the required
materials, application and tolerance requirements noted have been corrected, the
synthetic turf installer shall submit a written certification of VISUAL acceptance of the
base for installation of the synthetic turf system. Any tests other than VISUAL tests
(string line, water hose, etc.) shall be the responsibility of the General Contractor.
C. Installation of all materials shall be performed in full compliance with approved project
shop drawings. Only factory trained technicians skilled in the installation of athletic
caliber synthetic turf systems, working under the direct supervision of the turf
manufacturer’s supervisors, shall undertake the placement of the turf system. The
designated Supervisory personnel on the project must be certified, in writing by the turf
manufacturer as competent in the installation of these materials, including proper
seaming and proper installation of the infill mixture. The turf manufacturer shall certify
the installation and warranty compliance.
3.2 PREPARATION
A. Inspect delivered field surface fabric and components immediately prior to installation.
Any damaged or defective items shall be rejected. Installed artificial system shall be
inspected for, but not limited to, the following:
1. Uniformity of product and color
2. Surface bubbles
3. Field markings
4. Field Edge installation
5. Pile height of each roll shall be measured. Any material(s) that does not meet
minimum height and thickness specifications shall be rejected. Pile height
shall be measured in its finished positions.
B. Environmental Conditions: Weather conditions are important for the successful
installation of the systems. No work under this section will proceed when:
1. Ambient temperatures are below 45 degrees F.
2. Material temperatures are below 45 degrees F.
3. Surfaces are wet or damp
4. Rain is imminent or falling.
5. Conditions exist or are imminent, which will be unsuitable to installation
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Page 9 of 10
requirements of the systems specified herein. Humidity levels will be inside
the limits recommended by the adhesive manufacturer to obtain optimal
bonding characteristics of the surfaces.
3.3 INSTALLATION OF THE SYNTHETIC TURF
A. The full width rolls shall be laid out across the field. When all of the rolls of the playing
surface have been installed, the sideline areas will be installed at right angles to the
playing field turf. All work shall be such that the seams shall remain as required for the
duration of the warranty period at a minimum. All seam widths are to be held to a
minimum and shall be traverse to the field direction. Seams shall be flat, tight and
permanent with no separation or fraying.
B. The perimeter of the field shall be firmly secured to the edge anchors for the life of the
warranty and in accordance to project details.
C. Resilient Infill
1. The sand ballast infill material shall be spot inspected and tested for
conformance to sieve specifications.
2. Sand ballast Infill must be placed in such a way as to minimize fiber
entrapment.
3. The rubber infill must be uniformly applied so as to ensure uniform, predictable
surface.
4. After infill layers are installed, infill depth must be measured to ensure that infill
depth is at least 1.46” deep.
3.4 FIELD LININGS AND MARKINGS
A. General: A complete field “Lining, Marking and Field Boundary” system will be
provided with the installation of the surfacing system specified herein. All markings
shall be installed in accordance with prior approved project Shop Drawings.
B. Inlays shall conform to the turf manufacturer’s specifications, directions and
recommendations for the best results.
C. Striping layouts shall be accurately surveyed by the Contractor before installation of
inlaid field markings
D. Install inlays only when the surface is completely dry. Adhere all inlays securely into
place. Never loose-lay and sew an inlay into place.
3.5 FIELD QUALITY CONTROL
A. Testing Agency: Owner may engage a qualified independent testing and
inspecting agency to perform field tests and inspections and prepare test reports.
B. Testing Services: Testing and inspecting of completed applications of synthetic turf
system shall take place in successive stages, in areas of extent and using methods
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32 17 23.13
Page 10 of 10
that are industry standard. Do not proceed with application of next stages until test
results for previously completed applications show compliance.
C. Remove and replace items where test results indicate that they do not comply with
specified requirements.
3.6 FINAL ACCEPTANCE
A. Prior to final acceptance, the Contractor shall submit to the Owner three (3) copies of
Maintenance Manuals, which will include all necessary instructions for the proper care
and preventative maintenance of the synthetic turf system, including painting and
striping.
B. The finished playing surface shall appear as mowed grass with no irregularities and
shall afford excellent traction for conventional athletic shoes of all types. The finished
surface shall resist abrasion and cutting from normal use.
3.7 CLEANING
A. Contractor shall provide the labor, supplies and equipment as necessary for final
cleaning of surfaces and installed items. All usable remnants of new material shall
become the property of the Owner. The Contractor shall keep the area clean
throughout the project and clear of debris. Surfaces, recesses, enclosures, etc.,
shall be cleaned, as necessary, to leave the work area in a clean, immaculate
condition ready for immediate occupancy and use by the Owner.
END OF SECTION 32 17 23.13
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LANDSCAPE SYNTHETIC TURF - Page 1 of 7
32 17 23.28
SECTION 32 17 23.28 – LANDSCAPE SYNTHETIC TURF SYSTEM
PART I – GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and Division 1 Specification Sections apply to this
Section.
1.2 SUMMARY
A. The work under this section shall consist of furnishing all labor, materials, and
equipment necessary to install, in place, all synthetic turf and other materials as
indicated on the plans and as specified herein. The installation of all new materials
shall be performed in strict accordance with these specifications, the manufacturer’s
instructions and in accordance with all details and shop drawings.
1.3 SUBMITTALS
A. Product Data: For each type of product indicated.
1. Submit manufacturer’s catalog cuts, material safety data sheets (MSDS),
brochures, specifications, preparation and installation instructions and
recommendations
2. All supplied and installed materials and products will meet or exceed the
minimum specifications designated in this section. Sufficient data must
be submitted to indicate compliance with the Contract Documents
3. Submit instructions for installation.
B. Test Results: The following test results, certified by a licensed independent testing
laboratory, shall be submitted as outlined below:
1. Mandatory and minimum specifications as shown in Part 2.
Products not meeting the minimum specifications will be rejected.
2. At completion of project – Dynamic Cushioning Test according to ASTM
F1292 HIC Testing
3. Title 22, Cam 17 – EPA Method 6020. Test reports required for synthetic
turf fibers.
C. Shop Drawings: Show fabrication and installation details for synthetic turf including,
but not limited to:
1. Proposed locations of all seams in fabric surfacing. Show installation
methods and construction.
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32 17 23.28
D. The manufacturer/installer shall provide the following samples of the synthetic turf
specified for this project:
1. An 8.5-inch x 11-inch minimum sample of the exact synthetic turf system that
is specified for this project.
E. Provide proof that the turf manufacturer/installer is a member, in good standing, of the
Synthetic Turf Council.
F. Warranty:
1. The Contractor shall provide a warranty to the Owner that covers defects in
materials and installation workmanship of the turf for a period of eight (8)
years from the date of substantial completion. The turf manufacturer must
verify that their representative has inspected the installation and that the work
conforms to the manufacturer’s requirements and any written directives. The
manufacturer’s warranty shall include general wear and damage caused from
UV degradation. Other items that must be addressed include the following:
a. Acceptable uses for the field
b. Fading
c. Color match within specifications
d. Excessive fiber wear
e. Wrinkling and panel movement
f. Shock absorbency (HIC TESTING)
g. Seam integrity
h. Drainage (through the turf only)
2. Exclusions shall include the following:
a. Vandalism
b. Acts of God beyond the control of the Owner or the Manufacturer
1.4 QUALITY ASSURANCE
A. Manufacturer Qualifications:
1. Shall be experienced in the manufacture of the specified type of synthetic grass
(including extrusion of texturized nylon monofilament fiber) for a minimum of
five (5) years.
2. Shall provide third party certification confirming compliance with referenced
standards.
B. Installer Qualifications:
1. Installation team shall be an established, insured installation firm experienced
as a premium turf installer with suitable equipment and supervisory
personnel - with a minimum of five years experience with 15 foot wide tufted
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32 17 23.28
materials.
2. Installation team shall be trained and certified, in writing, by the turf
manufacturer, as competent in the installation of the specified material,
including seaming.
3. Installation supervisor shall have at least 10 installations similar to this
type.
C. Source Limitations: Obtain synthetic turf through one source from a single
manufacturer.
D. The turf fabric shall be installed by a manufacturer-authorized installer.
1.5 PROJECT CONDITIONS
A. Weather Limitations: Proceed with installation only when existing and forecasted
weather conditions permit synthetic turf work to be performed according to
Contractor or Manufacturer’s written instructions and warranty requirements.
B. Field Measurements: Indicate measurements on shop drawings.
1.6 MAINTENANCE SERVICE
A. Turf Installation Contractor shall train maintenance staff and/or contracted maintenance
staff in the use of the recommended maintenance equipment and provide maintenance
guidelines to the facility maintenance staff.
PART TWO – PRODUCTS
2.1 ACCEPTABLE TURF
MANUFACTURERS
A. Pre-Approved manufacturer:
1. SynLawn San Diego – SYNLawn 356 (Product Code: SL 356)
9350 Trade Place, Suite
B San Diego, CA. 92126
c. (858)527-2695 p. (858)566-7422 f. (858)689-9542
Contact - Jamie Wittert
2. Substitutions may be considered and must meet and/or be equivalent to all
listed requirements, qualifications and specifications.
2.2 PRODUCT SPECIFICATIONS - TURF
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32 17 23.28
A. The fabric shall possess the following minimum physical characteristics. Any
products not meeting the ASTM testing requirements and minimum physical
characteristics will be rejected:
Product Specification:
Physical Property
Physical Characteristic Method of Determination
Yarn Type: Grass Zone™
Yarn Type: Thatch Zone™
Polyethylene
Texturized Polypropylene
n/a
n/a
Yarn Color: Grass Zone™
Yarn Color: Thatch Zone™
Field Green Olive
Turf Green
n/a
n/a
Pile Height: Grass Zone™
Pile Height: Thatch Zone™
1 ¾”
1 ½” +/- 15%
ASTM D 5823
ASTM D 5823
Pile Weight: Grass Zone™
Pile Weight: Thatch Zone™
Total Pile Weight:
54 oz./sy
24 oz./sy
78 oz./sy
ASTM D 5848
ASTM D 5848
ASTM D 5848
Yarn Denier: Grass Zone™
Yarn Denier: Thatch Zone™
10,800/6 D
5040/12
ASTM D 1557
ASTM D 1557
Primary Backing: Secondary
Backing: Secondary
Cushion Weight: Total
Fabric Weight:
Fabric Width:
8.0 oz. Woven
16.0 oz. EnviroLoc™
n/a
102 oz./sy
15 feet
ASTM D 5848
ASTM D 5848
ASTM D 5848
ASTM D 5848
n/a
Tuft Gauge:
Tuft Bind:
1/2”
> 8 lb.
ASTM D 5793
ASTM D 1335
Flammability: (Pill Test)
Flammability: (Critical
Radiant Flux)
Shock Absorbing Properties:
Water Permeability:
Pass
n/a
n/a
>30 inches per hour
Compliant
ASTM D 2859
ASTM E 648
ASTM F 355
ASTM F 1551
ASTM F 2765-09
2.3 PAD
A. System must be installed over a turf-manufacturer approved shock pad. Pad must
meet all environmental and fall height requirements of surrounding structures and fall
zones as indicated on the drawings for fall safety. Contractor to determine proper
pad from adjacent structures as indicated on the drawings.
PART 3 - EXECUTION
3.1 EXAMINATION
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32 17 23.28
A. Examine substrates and conditions, with Installer present, for compliance with
requirements for visual installation tolerances. Proceed with installation only after
satisfactory conditions have been corrected.
B. The contractor/installer is required to first install one mound, and one mound only, of
Owner’s selection for Owner’s visual and aesthetic review and acceptance, prior to
continuing to another mound. The review will determine if the contractor has
sufficiently installed the turf to the Owner’s acceptable aesthetic intentions of the
project. The Owner at any time can have the turf removed and re-installed at the
contractor’s cost for any reason they so determine. The installer must have
authorization in writing from Owner’s representative to continue with installation of
the next mounds prior to continuing their scope of work. Failure to do so will mean
full removal of the pad and turf that was installed prior to the review and written
acceptance.
C. Certification of prior work: The synthetic turf manufacturer and / or installer shall
perform a visual inspection of the base onto which the pad and synthetic turf system
is to be installed and to examine the finished surface for required compaction, and
grade tolerances (through string line testing). After any discrepancies between the
required materials, application and tolerance requirements noted have been
corrected, the synthetic turf installer shall submit a written certification of VISUAL
acceptance of the base for installation of the synthetic turf system. Any tests other
than VISUAL tests (string line, water hose, etc.) shall be the responsibility of the
General Contractor.
D. Installation of all materials shall be performed in full compliance with approved project
shop drawings. Only factory trained technicians skilled in the installation of synthetic
turf systems, working under the direct supervision of the manufacturer’s supervisors,
shall undertake the placement of the turf system. The designated Supervisory
personnel on the project must be certified, in writing by the turf manufacturer as
competent in the installation of these materials, including proper seaming and proper
installation of pad. The turf manufacturer shall certify the installation and warranty
compliance.
3.2 PREPARATION
A. Inspect delivered surface fabric and components immediately prior to installation.
Any damaged or defective items shall be rejected. Installed artificial system shall
be inspected for, but not limited to, the following:
1. Uniformity of product and color
2. Surface bubbles
3. Field Edge installation
4. Pile height of each roll shall be measured. Any material(s) that does not
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32 17 23.28
meet minimum height and thickness specifications shall be rejected. Pile
height shall be measured in its finished positions.
B. Environmental Conditions: Weather conditions are important for the successful
installation of the systems. No work under this section will proceed when:
1. Ambient temperatures are below 45 degrees F.
2. Material temperatures are below 45 degrees F.
3. Surfaces are wet or damp
4. Rain is imminent or falling.
5. Conditions exist or are imminent, which will be unsuitable to installation
requirements of the systems specified herein. Humidity levels will be inside
the limits recommended by the adhesive manufacturer to obtain optimum
bonding characteristics of the surfaces.
3.3 INSTALLATION OF THE SYNTHETIC TURF
A. The carpet rolls are to be installed directly over the properly installed shock pad.
Extreme care should be taken to avoid disturbing the pad and the base stone both in
regard to compaction and planarity. A 2-5 ton static roller shall be on site and
available to repair and properly compact any disturbed areas of the base stone while
installing the pad.
B. The full width rolls shall be laid out across the mounds. All work shall be such that
the seams shall remain as required for the duration of the warranty period at a
minimum. All seam widths are to be held to a minimum. Seams shall be flat, tight
and permanent with no separation or fraying.
C. The perimeter of the mounds shall be firmly secured to the edge anchors for the
life of the warranty and in accordance to project details.
3.4 FINAL ACCEPTANCE
A. Prior to final acceptance, the Contractor shall submit to the Owner three (3) copies of
Maintenance Manuals, which will include all necessary instructions for the proper
care and preventative maintenance of the synthetic turf system.
B. The finished installation shall be visually acceptable to the Owner’s representative.
The Owner at any time can reject the workmanship for any reason that effects the
visual appeal of the turf installation.
3.5 FIELD QUALITY CONTROL
A. Testing Agency: Owner may engage a qualified independent testing and
inspecting agency to perform field tests and inspections and prepare test reports.
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32 17 23.28
B. Testing Services: Testing and inspecting of completed applications of synthetic turf
system shall take place in successive stages, in areas of extent and using methods
that are industry standard. Do not proceed with application of next stages until test
results for previously completed applications show compliance.
C. Remove and replace items where test results indicate that they do not comply with
specified requirements.
3.6 CLEANING
A. Contractor shall provide the labor, supplies and equipment as necessary for final
cleaning of surfaces and installed items. All usable remnants of new material shall
become the property of the Owner. The Contractor shall keep the area clean
throughout the project and clear of debris. Surfaces, recesses, enclosures, etc.,
shall be cleaned, as necessary, to leave the work area in a clean, immaculate
condition ready for immediate occupancy and use by the Owner.
END OF SECTION 32 17 23.28
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PLAYGROUND PROTECTIVE SURFACING Page 1 of 6
32 18 1613
SECTION 32 18 16.13 - PLAYGROUND PROTECTIVE SURFACING
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and Division 01 Specification Sections, apply to this
Section.
1.2 SUMMARY
A. Section Includes:
1. Unitary, seamless surfacing.
1.3 DEFINITIONS
A. Definitions in ASTM F 2223 apply to Work of this Section.
B. Critical Height: Standard measure of shock attenuation according to ASTM F 2223;
same as "critical fall height" in ASTM F 1292. According to ASTM F 1292, this
approximates "the maximum fall height from which a life-threatening head injury would
not be expected to occur."
C. SBR: Styrene-butadiene rubber.
D. Unitary Surfacing: A protective surfacing of one or more material components bound
together to form a continuous surface; same as "unitary system" in ASTM F 2223.
1.4 ACTION SUBMITTALS
A. Product Data: For each type of product.
B. Samples for Verification: For each type of protective surfacing and exposed finish.
1. Include Samples of accessories to verify color and finish selection.
2. Unitary, Seamless Surfacing: Minimum 6 by 6 inches.
3. Unitary, Tile Surfacing: Minimum 6 by 6 inches.
4. Loose-Fill Surfacing: Minimum 1 quart.
5. Edging: 6 inches long by full width and cross section.
6. Stabilizing Mats: Minimum 12 by 12 inches
7. Drainage/Separation Geotextile: Minimum 12 by 12 inches.
8. Drainage Panel: Minimum 6 by 6 inches.
9. Weed-Control Barrier: Minimum 12 by 12 inches
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C. Product Schedule: For protective surfacing. Use same designations indicated on
Drawings.
1.5 INFORMATIONAL SUBMITTALS
A. Qualification Data: For Installer and testing agency.
B. Material Certificates: For each type of loose-fill surfacing.
C. Product Certificates: For each type of unitary surfacing product.
D. Field quality-control reports.
E. Sample Warranty: For manufacturer's special warranty.
1.6 CLOSEOUT SUBMITTALS
A. Maintenance Data: For playground protective surfacing to include in maintenance
manuals.
1.7 MAINTENANCE MATERIAL SUBMITTALS
1.8 QUALITY ASSURANCE
A. Installer Qualifications: An entity that employs installers and supervisors who are
trained and approved by manufacturer.
B. Mockups: Build mockups to verify selections made under Sample submittals and to set
quality standards for materials and execution.
1. Build mockups for protective surfacing including accessories.
a. Size: 48 inches by 48 inches.
2. Approval of mockups does not constitute approval of deviations from the
Contract Documents contained in mockups unless Architect specifically approves
such deviations in writing.
3. Subject to compliance with requirements, approved mockups may become part
of the completed Work if undisturbed at time of Substantial Completion.
1.9 WARRANTY
A. Special Warranty: Manufacturer and Installer agree to repair or replace components of
protective surfacing that fail in materials or workmanship within specified warranty
period.
1. Failures include, but are not limited to, the following:
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PLAYGROUND PROTECTIVE SURFACING Page 3 of 6
32 18 1613
a. Reduction in impact attenuation as measured by reduction of critical fall
height.
b. Deterioration of protective surfacing and other materials beyond normal
weathering.
2. Warranty Period: Three years from date of Substantial Completion.
PART 2 - PRODUCTS
2.1 MANUFACTURERS
A. Source Limitations: Obtain protective surfacing materials from single source from
single manufacturer.
1. Provide geosynthetic accessories of each type from source recommended by
manufacturer of protective surfacing materials.
2.2 PERFORMANCE REQUIREMENTS
A. Impact Attenuation: Critical fall height tested according to ASTM F 1292.
B. Accessibility Standard: Minimum surfacing performance according to ASTM F 1951.
2.3 UNITARY, DUAL-DENSITY, SEAMLESS SURFACING
A. Description: Manufacturer's standard, site-mixed and applied, two-layer material with
wearing layer over cushioning layer, with combined, overall thickness as required,
tested for impact attenuation according to ASTM F 1292 and for accessibility according
to ASTM F 1951.
1. Wearing Layer: Formulation of EPDM rubber particles or polyurethane granules,
binder, and other organic and inorganic components.
2. Cushioning Layer: Formulation of recycled SBR particles and binder.
3. Binder: Weather-resistant, UV-stabilized, flexible, nonhardening, 100 percent
solids polyurethane.
4. Lacquer Topcoat: Manufacturer's standard polyurethane-based formulation.
5. Critical Height: Per play equipment manufacturers requirements.
6. Overall Thickness: Not less than as required for critical height indicated.
7. Primer/Adhesive: Manufacturer's standard primer and weather-resistant,
moisture-cured polyurethane adhesive suitable for unit, substrate, and location.
8. Wearing Layer Color(s): As selected by Architect from manufacturer's full range
of all color types and blends available.
a. Design: Where colored pattern is required, provide as indicated on
Drawings.
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B. Leveling and Patching Material: Portland cement-based grout or epoxy- or
polyurethane-based formulation suitable for exterior use and approved by protective
surfacing manufacturer.
2.4 GEOSYNTHETIC ACCESSORIES
A. Drainage/Separation Geotextiles: Comply with Section 31 20 00 "Earth Moving."
B. Drainage/Separation Geotextile: Nonwoven, needle-punched geotextile, manufactured
for drainage applications and made from polyolefins or polyesters; with the following
minimum properties:
1. Weight: 4 oz./sq. yd.; ASTM D 5261.
2. Water Flow Rate: 100 gpm/sq. ft. according to ASTM D 4491.
C. Weed-Control Barrier: Composite fabric geotextile consisting of woven, needle-
punched polypropylene substrate bonded to a nonwoven polypropylene fabric,
weighing not less than 4.8 oz./sq. yd..
PART 3 - EXECUTION
3.1 EXAMINATION
A. Examine substrates, areas, and conditions, with Installer present, for compliance with
requirements for subgrade elevations, slope, and drainage and for other conditions
affecting performance of the Work.
1. Verify that substrates are sound and without high spots, ridges, holes, and
depressions.
B. Hard-Surface Substrates: Verify that substrates are satisfactory for unitary, protective
surfacing installation and that substrate surfaces are dry, cured, and uniformly sloped
to drain within recommended tolerances according to protective surfacing
manufacturer's written requirements for cross-section profile.
1. Concrete Substrates: Verify that substrates are dry and free from surface
defects, laitance, glaze, efflorescence, curing compounds, form-release agents,
hardeners, dust, dirt, loose particles, grease, oil, and other contaminants
incompatible with protective surfacing or that may interfere with adhesive bond.
Determine adhesion, dryness, and acidity characteristics by performing
procedures recommended in writing by protective surfacing manufacturer.
2. Permeable Base Substrates: Verify that substrates are dry and free from surface
defects, dust, dirt, loose particles, grease, oil, and other contaminants
incompatible with protective surfacing or that may interfere with adhesive bond.
Determine adhesion, dryness, and acidity characteristics by performing
procedures recommended in writing by protective surfacing manufacturer.
C. Proceed with installation only after unsatisfactory conditions have been corrected.
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3.2 PREPARATION
A. Prepare substrates to receive surfacing products according to protective surfacing
manufacturer's written instructions.
3.3 INSTALLATION OF GEOSYNTHETIC ACCESSORIES
A. Install geosynthetic accessories before edging and according to playground surface
system manufacturer's and geosynthetic manufacturer's written instructions and in a
manner that cannot become a tripping hazard.
1. Drainage/Separation Geotextile: Completely cover area beneath protective
surfacing, overlapping geotextile sides and edges a minimum of 8 inches with
manufacturer's standard treatment for adhesively bonded or taped seams.
2. Weed-Control Barrier: Completely cover area beneath loose-fill installation,
overlapping barrier edges a minimum of 8 inches with manufacturer's standard
treatment for adhesively bonded or taped seams.
3.4 INSTALLATION OF SEAMLESS SURFACING
A. Mix and apply components of seamless surfacing according to manufacturer's written
instructions to produce uniform, monolithic, and impact-attenuating protective surfacing
of required overall thickness.
1. Substrate Primer: Apply over prepared substrate at manufacturer's standard
spreading rate for type of substrate.
2. Poured Cushioning Layer: Spread evenly over primed substrate to form a
uniform layer applied at manufacturer's standard spreading rate in one
continuous operation, with a minimum of cold joints.
3. Intercoat Primer: Over cured cushioning layer, apply primer at manufacturer's
standard spreading rate.
4. Wearing Layer: Spread over primed base course to form a uniform layer applied
at manufacturer's standard spreading rate in one continuous operation and,
except where color changes, with a minimum of cold joints. Finish surface to
produce manufacturer's standard wearing-surface texture.
a. Design: Where colored pattern is required, place colored, design material
as soon as previously placed material is sufficiently cured, using primer or
adhesive if required by manufacturer's written instructions.
5. Lacquer Topcoat: Spray or roller applied at manufacturer's standard coating rate
in one continuous operation.
6. Edge Treatment: Flush As indicated on Drawings. Fully adhere edges to
substrate with full coverage of substrate. Maintain fully cushioned thickness
required to comply with performance requirements.
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3.5 FIELD QUALITY CONTROL
A. Testing Agency: Engage a qualified testing agency to perform tests.
B. Perform the following tests[ with the assistance of a factory-authorized service
representative]:
1. Perform "Installed Surface Performance Test" according to ASTM F 1292 for
each protective surfacing type and thickness in each playground area.
2. Perform installed-surface-performance tests at no less than one series of tests
for each 1000 sq. ft. of each type and thickness of in-place protective surfacing or
part thereof.
C. Playground protective surfacing will be considered defective if it does not pass tests.
D. Prepare test reports.
3.6 PROTECTION
A. Prevent traffic over seamless surfacing for not less than 48 hours after installation.
END OF SECTION 32 18 16.13
Poinsettia Community Park - Phase III Project No. 4605
CHAIN LINK FENCES AND GATES Page 1 of 7
32 31 13
SECTION 32 31 13 - CHAIN LINK FENCES AND GATES
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and Division 01 Specification Sections, apply to this
Section.
1.2 SUMMARY
A. Section Includes:
1. Chain-link fences.
2. Swing gates.
B. Related Requirements:
1. Section 03 30 00 "Cast-in-Place Concrete" for cast-in-place concrete.
1.3 PREINSTALLATION MEETINGS
A. Preinstallation Conference: Conduct conference at Project site.
1.4 ACTION SUBMITTALS
A. Product Data: For each type of product.
1. Include construction details, material descriptions, dimensions of individual
components and profiles, and finishes for the following:
a. Fence and gate posts, rails, and fittings.
b. Chain-link fabric, reinforcements, and attachments.
c. Gates and hardware.
B. Samples for Verification: For each type of component with factory-applied finish,
prepared on Samples of size indicated below:
1. Polymer-Coated Components: In 6-inch lengths for components and on full-sized
units for accessories.
1.5 INFORMATIONAL SUBMITTALS
A. Product Certificates: For each type of chain-link fence, and gate.
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B. Product Test Reports: For framework strength according to ASTM F 1043, for tests
performed by manufacturer and witnessed by a qualified testing agency or a qualified
testing agency.
C. Field quality-control reports.
D. Sample Warranty: For special warranty.
1.6 CLOSEOUT SUBMITTALS
A. Operation and Maintenance Data: For gate operators to include in emergency,
operation, and maintenance manuals.
1.7 FIELD CONDITIONS
A. Field Measurements: Verify layout information for chain-link fences and gates shown
on Drawings in relation to property survey and existing structures. Verify dimensions by
field measurements.
1.8 WARRANTY
A. Special Warranty: Installer agrees to repair or replace components of chain-link fences
and gates that fail in materials or workmanship within specified warranty period.
1. Failures include, but are not limited to, the following:
a. Failure to comply with performance requirements.
b. Deterioration of metals, metal finishes, and other materials beyond normal
weathering.
2. Warranty Period: Five years from date of Substantial Completion.
PART 2 - PRODUCTS
2.1 CHAIN-LINK FENCE FABRIC
A. General: Provide fabric in one-piece heights measured between top and bottom of
outer edge of selvage knuckle or twist according to "CLFMI Product Manual" and
requirements indicated below:
1. Fabric Height: As indicated on Drawings.
2. Steel Wire for Fabric: 9 gauge.
a. Mesh Size: 2 inches.
b. Polymer-Coated Fabric: ASTM F 668, Class 1 over aluminum-coated steel
wire.
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1) Color: Per plans, according to ASTM F 934.
c. Coat selvage ends of metallic-coated fabric before the weaving process
with manufacturer's standard clear protective coating.
3. Selvage: Knuckled at both selvages.
2.2 FENCE FRAMEWORK
A. Posts and Rails: ASTM F 1043 for framework, including rails, braces, and line;
terminal; and corner posts. Provide members with minimum dimensions and wall
thickness according to ASTM F 1043 or ASTM F 1083 based on the following:
1. Fence Height: As indicated on Drawings.
2. Heavy-Industrial-Strength Material: Group IA, round steel pipe, Schedule 40.
3. Horizontal Framework Members: top and bottom rails according to
ASTM F 1043.
4. Brace Rails: ASTM F 1043.
5. Powder Coated over metallic coating.
a. Color: Match chain-link fabric, according to ASTM F 934.
2.3 SWING GATES
A. General: ASTM F 900 for gate posts and single and double swing gate types.
1. Gate Leaf Width: As indicated.
2. Framework Member Sizes and Strength: Based on gate fabric height as
indicated.
B. Pipe and Tubing:
1. Gate Posts: Round tubular steel.
2. Gate Frames and Bracing: Round tubular steel.
C. Frame Corner Construction: Welded.
D. Hardware:
1. Hinges: 360-degree inward and outward swing.
2. Latch: Permitting operation from both sides of gate with provision for padlocking
accessible from both sides of gate.
3. Lock: Manufacturer's standard internal device.
E. Finish: Powder Coated over metallic coating.
a. Color: Match chain-link fabric, according to ASTM F 934.
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2.4 FITTINGS
A. Provide fittings according to ASTM F 626.
B. Post Caps: Provide for each post.
1. Provide line post caps with loop to receive tension wire or top rail.
C. Rail and Brace Ends: For each gate, corner, pull, and end post.
D. Rail Fittings: Provide the following:
1. Top Rail Sleeves: Pressed-steel or round-steel tubing not less than 6 inches
long.
2. Rail Clamps: Line and corner boulevard clamps for connecting and bottom rails
to posts.
E. Tension and Brace Bands: Pressed steel.
F. Tension Bars: Steel, length not less than 2 inches shorter than full height of chain-link
fabric. Provide one bar for each gate and end post, and two for each corner and pull
post, unless fabric is integrally woven into post.
G. Truss Rod Assemblies: Steel, hot-dip galvanized after threading rod and turnbuckle or
other means of adjustment.
H. Tie Wires, Clips, and Fasteners: According to ASTM F 626.
1. Standard Round Wire Ties: For attaching chain-link fabric to posts, rails, and
frames, according to the following:
a. Hot-Dip Galvanized Steel: galvanized coating thickness matching coating
thickness of chain-link fence fabric.
I. Finish:
1. Metallic Coating for Pressed Steel or Cast Iron: Not less than 1.2 oz./sq. ft. of
zinc.
a. Powder coated over metallic coating. Color to match chain link fabric.
2.5 GROUT AND ANCHORING CEMENT
A. Nonshrink, Nonmetallic Grout: Factory-packaged, nonstaining, noncorrosive,
nongaseous grout complying with ASTM C 1107/C 1107M. Provide grout,
recommended in writing by manufacturer, for exterior applications.
B. Anchoring Cement: Factory-packaged, nonshrink, nonstaining, hydraulic-controlled
expansion cement formulation for mixing with water at Project site to create pourable
anchoring, patching, and grouting compound. Provide formulation that is resistant to
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erosion from water exposure without needing protection by a sealer or waterproof
coating, and that is recommended in writing by manufacturer for exterior applications.
2.6 GROUNDING MATERIALS
A. Comply with requirements in Section 26 05 26 "Grounding and Bonding for Electrical
Systems."
B. Connectors and Grounding Rods: Listed and labeled for complying with UL 467.
1. Connectors for Below-Grade Use: Exothermic welded type.
2. Grounding Rods: Copper-clad steel, 5/8 by 96 inches.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Examine areas and conditions, with Installer present, for compliance with requirements
for site clearing, earthwork, pavement work, and other conditions affecting performance
of the Work.
1. Do not begin installation before final grading is completed unless otherwise
permitted by Architect.
B. Proceed with installation only after unsatisfactory conditions have been corrected.
3.2 PREPARATION
A. Stake locations of fence lines, gates, and terminal posts. Do not exceed intervals of
500 feet or line of sight between stakes. Indicate locations of utilities, lawn sprinkler
system, underground structures, benchmarks, and property monuments.
3.3 CHAIN-LINK FENCE INSTALLATION
A. Install chain-link fencing according to ASTM F 567 and more stringent requirements
specified.
1. Install fencing on established boundary lines inside property line.
B. Post Excavation: Drill or hand-excavate holes for posts to diameters and spacings
indicated, in firm, undisturbed soil.
C. Post Setting: Set posts in concrete at indicated spacing into firm, undisturbed soil.
1. Verify that posts are set plumb, aligned, and at correct height and spacing, and
hold in position during setting with concrete or mechanical devices.
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2. Concrete Fill: Place concrete around posts to dimensions indicated and vibrate or
tamp for consolidation. Protect aboveground portion of posts from concrete
splatter.
a. Concealed Concrete: Place top of concrete 2 inches below grade as
indicated on Drawings to allow covering with surface material.
D. Terminal Posts: Install terminal end, corner, and gate posts according to ASTM F 567
and terminal pull posts at changes in horizontal or vertical alignment of 30 degrees or
more. For runs exceeding 500 feet, space pull posts an equal distance between corner
or end posts.
E. Line Posts: Space line posts uniformly at 96 inches o.c.
F. Tension Wire: Install according to ASTM F 567, maintaining plumb position and
alignment of fence posts. Pull wire taut, without sags. Fasten fabric to tension wire with
0.120-inch-diameter hog rings of same material and finish as fabric wire, spaced a
maximum of 24 inches o.c. Install tension wire in locations indicated before stretching
fabric. Provide horizontal tension wire at the following locations:
1. As indicated on Drawings.
G. Top Rail: Install according to ASTM F 567, maintaining plumb position and alignment of
fence posts. Run rail continuously through line post caps, bending to radius for curved
runs and terminating into rail end attached to posts or post caps fabricated to receive
rail at terminal posts. Provide expansion couplings as recommended in writing by
fencing manufacturer.
H. Intermediate and Bottom Rails: Secure to posts with fittings.
I. Chain-Link Fabric: Apply fabric to inside of enclosing framework. Leave 1-inch bottom
clearance between finish grade or surface and bottom selvage unless otherwise
indicated. Pull fabric taut and tie to posts, rails, and tension wires. Anchor to framework
so fabric remains under tension after pulling force is released.
J. Tension or Stretcher Bars: Thread through fabric and secure to end, corner, pull, and
gate posts, with tension bands spaced not more than 15 inches o.c.
K. Tie Wires: Use wire of proper length to firmly secure fabric to line posts and rails.
Attach wire at one end to chain-link fabric, wrap wire around post a minimum of 180
degrees, and attach other end to chain-link fabric according to ASTM F 626. Bend
ends of wire to minimize hazard to individuals and clothing.
1. Maximum Spacing: Tie fabric to line posts at 12 inches o.c. and to braces at 24
inches o.c.
L. Fasteners: Install nuts for tension bands and carriage bolts on the side of fence
opposite the fabric side.
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3.4 GATE INSTALLATION
A. Install gates according to manufacturer's written instructions, level, plumb, and secure
for full opening without interference. Attach fabric as for fencing. Attach hardware using
tamper-resistant or concealed means. Install ground-set items in concrete for
anchorage. Adjust hardware for smooth operation.
3.5 ADJUSTING
A. Gates: Adjust gates to operate smoothly, easily, and quietly, free of binding, warp,
excessive deflection, distortion, nonalignment, misplacement, disruption, or
malfunction, throughout entire operational range. Confirm that latches and locks
engage accurately and securely without forcing or binding.
B. Lubricate hardware and other moving parts.
3.6 DEMONSTRATION
A. Engage a factory-authorized service representative to train Owner's maintenance
personnel to adjust, operate, and maintain chain-link fences and gates.
END OF SECTION 32 31 13
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SECTION 32 84 00 - PLANTING IRRIGATION
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and Division 01 Specification Sections, apply to this
Section.
1.2 SUMMARY
A. Section Includes:
1. Piping.
2. Encasement for piping.
3. Manual valves.
4. Pressure-reducing valves.
5. Automatic control valves.
6. Transition fittings.
7. Miscellaneous piping specialties.
8. Sprinklers.
9. Quick couplers.
10. Drip irrigation specialties.
11. Boxes for automatic control valves.
1.3 DEFINITIONS
A. Circuit Piping: Downstream from control valves to sprinklers, and specialties. Piping is
under pressure during flow.
B. Main Piping: Downstream from point of connection to water distribution piping to, and
including, control valves. Piping is under water-distribution-system pressure.
C. Low Voltage: As defined in NFPA 70 for circuits and equipment operating at less than
50 V or for remote-control, signaling power-limited circuits.
1.4 PERFORMANCE REQUIREMENTS
A. Irrigation zone control shall be automatic operation with controller and automatic
control valves.
B. Location of Sprinklers and Specialties: Design location is approximate. Make minor
adjustments necessary to avoid plantings and obstructions such as signs and light
standards. Maintain 100 percent irrigation coverage of areas indicated.
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C. Minimum Working Pressures: The following are minimum pressure requirements for
piping, valves, and specialties unless otherwise indicated:
1. Irrigation Main Piping: 200 psig.
2. Circuit Piping: 150 psig.
1.5 ACTION SUBMITTALS
A. Product Data: For each type of product indicated. Include rated capacities, operating
characteristics, electrical characteristics, and furnished specialties and accessories.
B. Wiring Diagrams: For power, signal, and control wiring.
1.6 INFORMATIONAL SUBMITTALS
A. Coordination Drawings: Irrigation systems, drawn to scale, on which components are
shown and coordinated with each other, using input from Installers of the items
involved. Also include adjustments necessary to avoid plantings and obstructions such
as signs and light standards.
B. Qualification Data: For qualified Installer.
C. Zoning Chart: Show each irrigation zone and its control valve.
D. Controller Timing Schedule: Indicate timing settings for each automatic controller zone.
E. Field quality-control reports.
1.7 CLOSEOUT SUBMITTALS
A. Operation and Maintenance Data: For sprinklers and automatic control valves to
include in operation and maintenance manuals.
1.8 MAINTENANCE MATERIAL SUBMITTALS
A. Refer to City specification section 212-2.4.1 for additional required equipment.
B. Furnish extra materials that match products installed and that are packaged with
protective covering for storage and identified with labels describing contents.
1. Spray Sprinklers: Equal to 5 percent of amount installed for each type and size
indicated, but no fewer than 5 units.
2. Bubblers: Equal to 5 percent of amount installed for each type indicated, but no
fewer than 5 units.
3. Emitters: Equal to 5 percent of amount installed for each type indicated, but no
fewer than 5 units.
4. Drip-Tube System Tubing: Equal to 5 percent of total length installed for each
type and size indicated, but not less than 100 feet.
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5. Rotors: Equal to 5 percent of amount installed for each type and size indicated,
but no fewer than 5 units.
1.9 QUALITY ASSURANCE
A. Electrical Components, Devices, and Accessories: Listed and labeled as defined in
NFPA 70, by a qualified testing agency, and marked for intended location and
application.
1.10 DELIVERY, STORAGE, AND HANDLING
A. Deliver piping with factory-applied end caps. Maintain end caps through shipping,
storage, and handling to prevent pipe-end damage and to prevent entrance of dirt,
debris, and moisture.
B. Store plastic piping protected from direct sunlight. Support to prevent sagging and
bending.
1.11 PROJECT CONDITIONS
A. Interruption of Existing Water Service: Do not interrupt water service to facilities
occupied by Owner or others unless permitted under the following conditions and then
only after arranging to provide temporary water service according to requirements
indicated:
1. Notify Construction Manager at least one week in advance of proposed
interruption of water service.
2. Do not proceed with interruption of water service without Construction Manager's
written permission.
PART 2 - PRODUCTS
2.1 PIPES, TUBES, AND FITTINGS
A. Comply with requirements in the piping schedule for applications of pipe, tube, and
fitting materials, and for joining methods for specific services, service locations, and
pipe sizes.
B. PVC Pipe: ASTM D 1785, PVC 1120 compound, Schedules 40 and 80.
1. PVC Socket Fittings: ASTM D 2466, Schedule 40.
2. PVC Threaded Fittings: ASTM D 2464, Schedule 80.
3. PVC Socket Unions: Construction similar to MSS SP-107, except both headpiece
and tailpiece shall be PVC with socket ends.
C. PVC Pipe, Pressure Rated: ASTM D 2241, PVC 1120 compound, SDR 21 and
SDR 26.
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1. PVC Socket Fittings: ASTM D 2467, Schedule 80.
2. PVC Socket Unions: Construction similar to MSS SP-107, except both headpiece
and tailpiece shall be PVC with socket or threaded ends.
2.2 PIPING JOINING MATERIALS
A. Pipe-Flange Gasket Materials: AWWA C110, rubber, flat face, 1/8 inch thick unless
otherwise indicated; full-face or ring type unless otherwise indicated.
B. Metal, Pipe-Flange Bolts and Nuts: ASME B18.2.1, carbon steel unless otherwise
indicated.
C. Brazing Filler Metals: AWS A5.8/A5.8M, BCuP Series, copper-phosphorus alloys for
general-duty brazing unless otherwise indicated.
D. Solder Filler Metals: ASTM B 32, lead-free alloys. Include water-flushable flux
according to ASTM B 813.
E. Solvent Cements for Joining PVC Piping: ASTM D 2564. Include primer according to
ASTM F 656.
F. Plastic, Pipe-Flange Gasket, Bolts, and Nuts: Type and material recommended by
piping system manufacturer unless otherwise indicated.
2.3 MANUAL VALVES
A. Plastic Ball Valves:
1. As indicated on plans
2. Description:
a. Standard: MSS SP-122.
b. Pressure Rating: 150 psig minimum
c. Body Material: PVC.
d. Type: Union.
e. End Connections: Socket or threaded.
f. Port: Full.
2.4 AUTOMATIC CONTROL VALVES
A. Plastic, Automatic Control Valves:
1. As indicated on plans.
2. Description: Molded-plastic body, normally closed, diaphragm type with manual-
flow adjustment, and operated by 24-V ac solenoid.
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2.5 TRANSITION FITTINGS
A. General Requirements: Same size as, and with pressure rating at least equal to and
with ends compatible with, piping to be joined.
B. Transition Couplings:
1. Description: AWWA C219, metal sleeve-type coupling for underground pressure
piping.
C. Plastic-to-Metal Transition Fittings:
1. Description: PVC one-piece fitting with manufacturer's Schedule 80 equivalent
dimensions; one end with threaded brass insert, and one solvent-cement-
socket or threaded end.
D. Plastic-to-Metal Transition Unions:
1. Description: MSS SP-107, PVC four-part union. Include one brass threaded end,
one solvent-cement-joint or threaded plastic end, rubber O-ring, and union nut.
2.6 SPRINKLERS
A. General Requirements: Designed for uniform coverage over entire spray area indicated
at available water pressure.
B. Plastic, Pop-up, Gear-Drive Rotary Sprinklers:
1. Description: As indicated on plans.
a. Body Material: ABS.
b. Nozzle: ABS.
c. Retraction Spring: Stainless steel.
d. Internal Parts: Corrosion resistant.
C. Plastic, Pop-up Spray Sprinklers:
1. As indicated on plans.
2. Description:
a. Body Material: ABS.
b. Nozzle: ABS.
c. Retraction Spring: Stainless steel.
d. Internal Parts: Corrosion resistant.
e. Pattern: Fixed, with flow adjustment.
2.7 QUICK COUPLERS
A. Description: Factory-fabricated, bronze or brass, two-piece assembly. Include coupler
water-seal valve; removable upper body with spring-loaded or weighted, rubber-
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covered cap; hose swivel with ASME B1.20.7, 3/4-11.5NH threads for garden hose on
outlet; and operating key.
1. Locking-Top Option: Vandal-resistant locking feature. Include two matching
key(s).
2.8 DRIP IRRIGATION SPECIALTIES
A. Drip Tubes with Direct-Attached Emitters:
1. Tubing: Flexible PE or PVC with plugged end.
2. Emitters: Devices to deliver water at approximately 20 psig.
a. Body Material: PE or vinyl, with flow control.
b. Mounting: Inserted into tubing at set intervals.
B. Application Pressure Regulators: Brass or plastic housing, NPS 3/4, with corrosion-
resistant internal parts; capable of controlling outlet pressure to approximately 20 psig.
C. Filter Units: Brass or plastic housing, with corrosion-resistant internal parts; of size and
capacity required for devices downstream from unit.
D. Air Relief Valves: Brass or plastic housing, with corrosion-resistant internal parts.
E. Vacuum Relief Valves: Brass or plastic housing, with corrosion-resistant internal parts.
2.9 BOXES FOR AUTOMATIC CONTROL VALVES
A. Plastic Boxes:
1. Carson Industries, LLC
2. Description: Box and cover, with open bottom and openings for piping; designed
for installing flush with grade.
a. Size: As required for valves and service.
b. Shape: Rectangular.
c. Sidewall Material: PE.
d. Cover Material: PE.
1) Lettering: As indicated on plans.
B. Drainage Backfill: Cleaned gravel or crushed stone, graded from 3/4 inch minimum to 3
inches maximum.
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PART 3 - EXECUTION
3.1 EARTHWORK
A. Excavating, trenching, and backfilling are specified in Section 31 20 00 "Earth Moving."
B. Install warning tape directly above pressure piping, 12 inches below finished grades,
except 6 inches below subgrade under pavement and slabs.
C. Provide minimum cover over top of underground piping according to the following:
1. Irrigation Main Piping: Minimum depth of 24 inches below finished grade, or not
less than 18 inches below average local frost depth, whichever is deeper.
2. Circuit Piping: 18 inches.
3. Sleeves: 24 inches.
3.2 PREPARATION
A. Set stakes to identify locations of proposed irrigation system. Obtain Architect's
approval before excavation.
3.3 PIPING INSTALLATION
A. Location and Arrangement: Drawings indicate location and arrangement of piping
systems. Install piping as indicated unless deviations are approved on Coordination
Drawings.
B. Install piping free of sags and bends.
C. Install groups of pipes parallel to each other, spaced to permit valve servicing.
D. Install fittings for changes in direction and branch connections.
E. Install unions adjacent to valves and to final connections to other components with
NPS 2 or smaller pipe connection.
F. Install flanges adjacent to valves and to final connections to other components with
NPS 2-1/2 or larger pipe connection.
G. Install underground thermoplastic piping according to ASTM D 2774 and ASTM F 690.
H. Install expansion loops in control-valve boxes for plastic piping.
I. Lay piping on solid subbase, uniformly sloped without humps or depressions.
J. Install ductile-iron piping according to AWWA C600.
K. Install PVC piping in dry weather when temperature is above 40 deg F. Allow joints to
cure at least 24 hours at temperatures above 40 deg F before testing.
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L. Install water regulators with shutoff valve and strainer on inlet and pressure gage on
outlet. Install shutoff valve on outlet. Install aboveground or in control-valve boxes.
M. Water Hammer Arresters: Install between connection to building main and circuit
valves aboveground or in control-valve boxes.
N. Install piping in sleeves under parking lots, roadways, and sidewalks.
O. Install sleeves made of Schedule 40 PVC pipe and socket fittings, and solvent-
cemented joints.
P. Install transition fittings for plastic-to-metal pipe connections according to the following:
1. Underground Piping:
a. NPS 1-1/2 and Smaller: Plastic-to-metal transition fittings.
b. NPS 2 and Larger: AWWA transition couplings.
2. Aboveground Piping:
a. NPS 2 and Smaller: Plastic-to-metal transition fittings.
b. NPS 2 and Larger: Use dielectric flange kits with one plastic flange.
3.4 JOINT CONSTRUCTION
A. Ream ends of pipes and tubes and remove burrs. Bevel plain ends of steel pipe.
B. Remove scale, slag, dirt, and debris from inside and outside of pipe and fittings before
assembly.
C. Threaded Joints: Thread pipe with tapered pipe threads according to ASME B1.20.1.
Cut threads full and clean using sharp dies. Ream threaded pipe ends to remove burrs
and restore full ID. Join pipe fittings and valves as follows:
1. Apply appropriate tape or thread compound to external pipe threads unless dry
seal threading is specified.
2. Damaged Threads: Do not use pipe or pipe fittings with threads that are corroded
or damaged. Do not use pipe sections that have cracked or open welds.
D. PVC Piping Solvent-Cemented Joints: Clean and dry joining surfaces. Join pipe and
fittings according to the following:
1. Comply with ASTM F 402 for safe-handling practice of cleaners, primers, and
solvent cements.
2. PVC Pressure Piping: Join schedule number, ASTM D 1785, PVC pipe and PVC
socket fittings according to ASTM D 2672. Join other-than-schedule-number PVC
pipe and socket fittings according to ASTM D 2855.
3. PVC Nonpressure Piping: Join according to ASTM D 2855.
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3.5 VALVE INSTALLATION
A. Underground Curb Valves: Install in curb-valve casings with tops flush with grade.
B. Underground Iron Gate Valves, Resilient Seat: Comply with AWWA C600 and
AWWA M44. Install in valve casing with top flush with grade.
1. Install valves and PVC pipe with restrained, gasketed joints.
3.6 SPRINKLER INSTALLATION
A. Install sprinklers after hydrostatic test is completed.
B. Install sprinklers at manufacturer's recommended heights.
C. Locate part-circle sprinklers to maintain a minimum distance of 4 inches from walls and
2 inches from other boundaries unless otherwise indicated.
3.7 DRIP IRRIGATION SPECIALTY INSTALLATION
A. Install drip tubes with direct-attached emitters below grade as indicated on plans.
B. Install application pressure regulators and filter units in piping near device being
protected, and in control-valve boxes.
C. Install air relief valves and vacuum relief valves in piping, and in control-valve boxes.
3.8 CONNECTIONS
A. Comply with requirements for piping specified in Section 22 11 13 "Facility Water
Distribution Piping" for water supply from exterior water service piping, water meters,
protective enclosures, and backflow preventers. Drawings indicate general
arrangement of piping, fittings, and specialties.
B. Install piping adjacent to equipment, valves, and devices to allow service and
maintenance.
C. Connect wiring between controllers and automatic control valves.
3.9 IDENTIFICATION
A. Warning Tapes: Arrange for installation of continuous, underground, detectable
warning tapes over underground piping during backfilling of trenches. See
Section 31 20 00 "Earth Moving" for warning tapes.
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3.10 FIELD QUALITY CONTROL
A. Manufacturer's Field Service: Engage a factory-authorized service representative to
inspect, test, and adjust components, assemblies, and equipment installations,
including connections.
B. Perform tests and inspections.
1. Manufacturer's Field Service: Engage a factory-authorized service representative
to inspect components, assemblies, and equipment installations, including
connections, and to assist in testing.
C. Tests and Inspections:
1. Leak Test: After installation, charge system and test for leaks. Repair leaks and
retest until no leaks exist.
2. Operational Test: After electrical circuitry has been energized, operate controllers
and automatic control valves to confirm proper system operation.
3. Test and adjust controls and safeties. Replace damaged and malfunctioning
controls and equipment.
D. Any irrigation product will be considered defective if it does not pass tests and
inspections.
E. Prepare test and inspection reports.
3.11 STARTUP SERVICE
A. Engage a factory-authorized service representative to perform startup service.
1. Complete installation and startup checks according to manufacturer's written
instructions.
2. Verify that controllers are installed and connected according to the Contract
Documents.
3. Verify that electrical wiring installation complies with manufacturer's submittal.
3.12 ADJUSTING
A. Adjust settings of controllers.
B. Adjust automatic control valves to provide flow rate at rated operating pressure
required for each sprinkler circuit.
C. Adjust sprinklers and devices, except those intended to be mounted aboveground, so
they will be flush with, or not more than 1/2 inch above, finish grade.
3.13 CLEANING
A. Flush dirt and debris from piping before installing sprinklers and other devices.
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END OF SECTION 32 84 00
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32 91 15
SECTION 32 91 15 - SOIL PREPARATION (PERFORMANCE SPECIFICATION)
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and Division 01 Specification Sections, apply to this
Section.
1.2 SUMMARY
A. Section includes planting soils specified according to performance requirements of the
mixes.
B. Related Requirements:
1. Section 31 10 00 "Site Clearing" for topsoil stripping and stockpiling.
2. Section 32 92 00 "Turf and Grasses" for placing planting soil for turf and grasses.
3. Section 32 93 00 "Plants" for placing planting soil for plantings.
1.3 DEFINITIONS
A. AAPFCO: Association of American Plant Food Control Officials.
B. Backfill: The earth used to replace or the act of replacing earth in an excavation. This
can be amended or unamended soil as indicated.
C. CEC: Cation exchange capacity.
D. Compost: The product resulting from the controlled biological decomposition of organic
material that has been sanitized through the generation of heat and stabilized to the
point that it is beneficial to plant growth.
E. Duff Layer: A surface layer of soil, typical of forested areas, that is composed of mostly
decayed leaves, twigs, and detritus.
F. Imported Soil: Soil that is transported to Project site for use.
G. Layered Soil Assembly: A designed series of planting soils, layered on each other, that
together produce an environment for plant growth.
H. Manufactured Soil: Soil produced by blending soils, sand, stabilized organic soil
amendments, and other materials to produce planting soil.
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I. NAPT: North American Proficiency Testing Program. An SSSA program to assist soil-,
plant-, and water-testing laboratories through interlaboratory sample exchanges and
statistical evaluation of analytical data.
J. Organic Matter: The total of organic materials in soil exclusive of undecayed plant and
animal tissues, their partial decomposition products, and the soil biomass; also called
"humus" or "soil organic matter."
K. Planting Soil: Existing, on-site soil; imported soil; or manufactured soil that has been
modified as specified with soil amendments and perhaps fertilizers to produce a soil
mixture best for plant growth.
L. RCRA Metals: Hazardous metals identified by the EPA under the Resource
Conservation and Recovery Act.
M. SSSA: Soil Science Society of America.
N. Subgrade: Surface or elevation of subsoil remaining after excavation is complete, or
the top surface of a fill or backfill before planting soil is placed.
O. Subsoil: Soil beneath the level of subgrade; soil beneath the topsoil layers of a
naturally occurring soil profile, typified by less than 1 percent organic matter and few
soil organisms.
P. Surface Soil: Soil that is present at the top layer of the existing soil profile. In
undisturbed areas, surface soil is typically called "topsoil"; but in disturbed areas such
as urban environments, the surface soil can be subsoil.
Q. USCC: U.S. Composting Council.
1.4 PREINSTALLATION MEETINGS
A. Preinstallation Conference: Conduct conference at Project site.
1.5 ACTION SUBMITTALS
A. Product Data: For each type of product.
1. Include recommendations for application and use.
2. Include test data substantiating that products comply with requirements.
3. Include sieve analyses for aggregate materials.
4. Material Certificates: For each type of imported soil and soil amendment and
fertilizer before delivery to the site, according to the following:
a. Manufacturer's qualified testing agency's certified analysis of standard
products.
b. Analysis of fertilizers, by a qualified testing agency, made according to
AAPFCO methods for testing and labeling and according to AAPFCO's
SUIP #25.
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c. Analysis of nonstandard materials, by a qualified testing agency, made
according to SSSA methods, where applicable.
B. Samples: For each bulk-supplied material, 1-quartvolume of each in sealed containers
labeled with content, source, and date obtained. Each Sample shall be typical of the lot
of material to be furnished; provide an accurate representation of composition, color,
and texture.
1.6 INFORMATIONAL SUBMITTALS
A. Qualification Data: For each testing agency.
1.7 QUALITY ASSURANCE
A. Testing Agency Qualifications: An independent, state-operated, or university-operated
laboratory; experienced in soil science, soil testing, and plant nutrition; with the
experience and capability to conduct the testing indicated; and that specializes in types
of tests to be performed.
1. Laboratories: Subject to compliance with requirements, provide testing by the
following:
a. Wallace Laboratories
365 Coral Circle
El Segundo, CA 90245
Phone: (310)-615-0116
b. Waypoint Analytical
4741 E. Hunter Ave. Suite A
Anaheim, CA 92807
Phone: (714) 282-8777
c. SiteOne Landscape Supply
2120 La Mirada Dr.
Vista, CA 92081
Phone: (760) 734-4334
1.8 PRECONSTRUCTION TESTING
A. Preconstruction Testing Service: Engage a qualified testing agency to perform
preconstruction soil analyses on existing, on-site soil & imported soil
B. Preconstruction Soil Analyses: For each unamended soil type, perform testing on soil
samples and furnish soil analysis and a written report containing soil-amendment and
fertilizer recommendations by a qualified testing agency performing the testing
according to "Soil-Sampling Requirements" and "Testing Requirements" articles.
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1. Have testing agency identify and label samples and test reports according to
sample collection and labeling requirements.
1.9 SOIL-SAMPLING REQUIREMENTS
A. General: Extract soil samples according to requirements in this article.
B. Sample Collection and Labeling: Have samples taken and labeled by contractor under
the direction of the testing agency.
1. Number and Location of Samples: Minimum of eight representative soil samples
where directed by Landscape Architect for each soil to be used or amended for
landscaping purposes.
2. Procedures and Depth of Samples: According to USDA
3. Division of Samples: Split each sample into two, equal parts. Send half to the
testing agency and half to Owner for its records.
4. Labeling: Label each sample with the date, location keyed to a site plan or other
location system, visible soil condition, and sampling depth.
1.10 TESTING REQUIREMENTS
A. General: Perform tests on soil samples according to requirements in this article.
B. Physical Testing:
1. Soil Texture: Soil-particle, size-distribution analysis by the following methods
according to SSSA's "Methods of Soil Analysis - Part 1-Physical and
Mineralogical Methods":
a. Sieving Method: Report sand-gradation percentages for very coarse,
coarse, medium, fine, and very fine sand; and fragment-gradation (gravel)
percentages for fine, medium, and coarse fragments; according to USDA
sand and fragment sizes.
b. Hydrometer Method: Report percentages of sand, silt, and clay.
2. Bulk Density: Analysis according to core method and clod method of SSSA's
"Methods of Soil Analysis - Part 1-Physical and Mineralogical Methods."
3. Total Porosity: Calculate using particle density and bulk density according to
SSSA's "Methods of Soil Analysis - Part 1-Physical and Mineralogical Methods."
4. Water Retention: According to SSSA's "Methods of Soil Analysis - Part 1-
Physical and Mineralogical Methods."
5. Saturated Hydraulic Conductivity: According to SSSA's "Methods of Soil Analysis
- Part 1-Physical and Mineralogical Methods"; at 85% compaction according to
ASTM D 698 (Standard Proctor).
C. Chemical Testing:
1. CEC: Analysis by sodium saturation at pH 7 according to SSSA's "Methods of
Soil Analysis - Part 3- Chemical Methods."
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2. Clay Mineralogy: Analysis and estimated percentage of expandable clay minerals
using CEC by ammonium saturation at pH 7 according to SSSA's "Methods of
Soil Analysis - Part 1-Physical and Mineralogical Methods."
3. Metals Hazardous to Human Health: Test for presence and quantities of RCRA
metals including aluminum, arsenic, barium, copper, cadmium, chromium, cobalt,
lead, lithium, and vanadium. If RCRA metals are present, include
recommendations for corrective action.
4. Phytotoxicity: Test for plant-available concentrations of phytotoxic minerals
including aluminum, arsenic, barium, cadmium, chlorides, chromium, cobalt,
copper, lead, lithium, mercury, nickel, selenium, silver, sodium, strontium, tin,
titanium, vanadium, and zinc.
D. Fertility Testing: Soil fertility, including the following:
1. Percentage of organic matter.
2. CEC, calcium percent of CEC, and magnesium percent of CEC.
3. Soil reaction (acidity/alkalinity pH value).
4. Buffered acidity or alkalinity.
5. Nitrogen ppm.
6. Phosphorous ppm.
7. Potassium ppm.
8. Manganese ppm.
9. Manganese-availability ppm.
10. Zinc ppm.
11. Zinc availability ppm.
12. Copper ppm.
13. Sodium ppm and sodium absorption ratio.
14. Soluble-salts ppm.
15. Presence and quantities of problem materials including salts and metals cited in
the Standard protocol. If such problem materials are present, provide additional
recommendations for corrective action.
16. Other deleterious materials, including their characteristics and content of each.
E. Organic-Matter Content: Analysis using loss-by-ignition method according to SSSA's
"Methods of Soil Analysis - Part 3-Chemical Methods."
F. Recommendations: Based on the test results, state recommendations for soil
treatments and soil amendments to be incorporated to produce satisfactory planting
soil suitable for healthy, viable plants indicated. Include, at a minimum,
recommendations for nitrogen, phosphorous, and potassium fertilization, micronutrients
and leaching.
1. Fertilizers and Soil Amendment Rates: State recommendations in weight per
1000 sq. ft. 1000 sq. ft.for 6-inch6-inchepth of soil.
2. Soil Reaction: State the recommended liming rates for raising pH or sulfur for
lowering pH according to the buffered acidity or buffered alkalinity in weight per
1000 sq. 1000 sq. ft. for 6-inch depth of soil.
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1.11 DELIVERY, STORAGE, AND HANDLING
A. Packaged Materials: Deliver packaged materials in original, unopened containers
showing weight, certified analysis, name and address of manufacturer, and compliance
with state and Federal laws if applicable.
B. Bulk Materials:
1. Do not dump or store bulk materials near structures, utilities, walkways and
pavements, or on existing turf areas or plants.
2. Provide erosion-control measures to prevent erosion or displacement of bulk
materials, discharge of soil-bearing water runoff, and airborne dust reaching
adjacent properties, water conveyance systems, or walkways.
3. Do not move or handle materials when they are wet or frozen.
4. Accompany each delivery of bulk fertilizers and soil amendments with
appropriate certificates.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Regional Materials: Imported soil, manufactured planting soil, and soil amendments
and fertilizers shall be manufactured within 500 miles of Project site from materials that
have been extracted, harvested, or recovered, as well as manufactured, within 500
miles of Project site.
2.2 PLANTING SOILS SPECIFIED ACCORDING TO PERFORMANCE REQUIREMENTS
A. General: Soil amendments, fertilizers, and rates of application specified in this article
are guidelines that may need revision based on testing laboratory's recommendations
after preconstruction soil analyses are performed. The quantities below are for bid
purposes only.
B. Planting-Soil Type: Existing, on-site surface soil, with the duff layer, if any,
retained; and stockpiled on-site; modified to produce viable planting soil. Blend
existing, on-site surface soil with the following soil amendments and fertilizers in the
following quantities to produce planting soil:
1. Bid mix for turf and shrub areas. Soil amendments bid mix shall be the following
per 1000 square feet:
a. 6 cu. Yds. Nitrogen stabilized organic amendment ‘Humic Compost’ by
Agriservice or approved equal.
b. 40 lbs. Gro-power Plus
c. 100 lbs Gypsum
2. Planting and backfill mix for planting pits and tablets shall be as follows per cubic
yard:
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a. 70% of native soil
b. 30% Nitrogen stabilized organic amendment ‘Humic Compost’ by
Agriservice or approved equal.
c. 16 lbs. Gro-power Plus
d. 2 lbs. Ferrous Sulfate
C. Planting-Soil Type Biofiltration Soil:
1. The loamy sand filtration layer shall consist of the following components: Loamy
Sand Soil Mix shall consist of an approximate ratio of 75%-90% sand, 5%-20%
silt and <5% clay. The loamy sand soil mix shall be combined with organic
matter at a rate of 65-70% loamy sand soil mix and 30-35% compost material per
the product specifications described below, to create the loamy sand filtration
mix. The final product shall provide a permeability rate of not less than 5” per
hour or greater than 20” per hour. These ratios were selected to minimize
filtration layer compaction, and formation of an anaerobic soil condition resulting
in the formation of off-gas (methane) and bacterial growth.
2. The final loamy sand mixture shall have the following physical properties:
Property Test Method
pH 5.5- 8.0 (6.0-7.5 is optimum)
(ASTM D4972)
Magnesium 32 ppm (use authorized soil test procedures)
Phosphorous (phosphate P2O5) Not to exceed 69 ppm (use authorized soil test procedures)
Potassium (K2O) Minimum 78 ppm (use authorized soil test procedures)
Salt Concentration < 4.0 mmhos/cm (use authorized soil test procedures)
Permeability (Darcy’s k)
2.3 x10^-2 centimeters per second, minimum
(see sand mixture requirements)
Permeability (Saturation Hy-
draulic Conductivity)
USDA Hydraulic Properties Calculator – 2006
2-6 inches per hour
Maturity
80% or above (Minimum of 6 on the Stability/Maturity Scale)
(TMECC 05.05-A for Germination and Vigor, Seed Emergence
Seedling Vigor, % Relative to Positive Control)
Carbon/Nitrogen Ratio Less than 20:1 will indicate compost is stable
(TMECC 05.02-A)
Pathogen
Fecal Coliform Bacteria
< 1000 MPN/gram dry weight
(TMECC 07.01-B)
Salmonella
< 3 MPN/4 grams dry weight
(TMECC 07.01-B)
Physical Contaminants Less than 1.0%
No Sharps (Sewing needles, straight pins and hypodermic needles,
TMECC 02.02-C), Glass, Plastic, Paper
Organic Matter Content 30-70% Dry Weight Basis (50%-60% preferred)
Loss-On-Ignition Organic Matter Method (LOI) (TMECC 05.07-A)
Moisture Content 35-55% (40-50% preferred) Use authorized test procedures)
(TMECC 03.09-A)
NOTE: TMECC refers to "Test Methods for the Examination of Composting and
Compost," published by the United States Department of Agriculture and the United
States Compost Council (USCC).
3. If the pH of the final loamy sand mixture falls outside the acceptable range, it
may be modified with lime (to raise) or iron sulfate plus sulfur (to lower). The lime
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or iron sulfate must be mixed uniformly into the soil mix prior to use in bio-
retention areas.
4. Should the soil mix not meet the minimum requirement for magnesium, it may be
modified with magnesium sulfate. Likewise, should the soil mix not meet the
minimum requirement for potassium, it may be modified with potash. Magnesium
sulfate and potash must be mixed uniformly into the soil mix prior to use in bio-
retention areas.
5. Limestone shall contain not less than 85 percent calcium and magnesium
carbonates. Dolomitic (magnesium) limestone shall contain at least 10 percent
magnesium as magnesium oxide and 85% calcium and magnesium carbonates.
a. Limestone shall conform to the following gradation:
1) Sieve Size - Minimum Percent Passing By Weight
2) No. 10 - 100%
3) No. 20 - 98%
4) No. 100 - 50%
6. Iron Sulfate. Iron sulfate shall be a constituent of an approved horticultural
product produced as a fertilizer for supplying iron and as a soil acidifier.
7. Magnesium Sulfate. Magnesium sulfate shall be a constituent of an approved
horticultural product produced as a fertilizer.
8. Potash. Potash (potassium oxide) shall be a constituent of an approved
horticultural product produced as a fertilizer.
9. The materials making up the loamy sand filtration mixture shall have the following
properties:
a. Topsoil: The base topsoil shall be free of stones, stumps, roots, or other
similar objects larger than 2 inches. The topsoil shall have less than 5%
clay content and no more than 20% silt and shall meet the following
requirements:
1) pH range: 5.5 to 8.0
2) Organic matter: >5%
3) Carbon to Nitrogen Ratio: <20:1
4) Moisture content: 25-55%
b. Sand: The sand used shall be clean sand (Unified Soil Classification
System group SW or SP) that is free of organic and deleterious materials.
The sand shall be classified as coarse or medium sand, with grain sizes
falling between the #10 and the #40 sieve size. No more than 5% of the
sand by weight shall pass through the #100 sieve. The sand mixture shall
fall within the envelope presented in Figure 1, below. The contractor shall
demonstrate that the sand has these geotechnical properties by conducting
grain size distribution testing (ASTM D422-63) at a frequency of one per 20
cubic yards of material. The sand layer shall possess a minimum
permeability of 2.0 x10^-2 centimeters per second. The contractor shall
demonstrate that the sand material has this permeability through a
constant head permeability test (ASTM D2434) at one test per 100 cubic
yards of material.
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c. Compost: The compost used must not be derived from mixed municipal
solid waste and must be reasonably free of visible contaminates. The
compost must not contain paint, petroleum products, pesticides, or any
other chemical residues harmful to animal life or plant growth (less than 1%
by dry weight basis). The compost must not possess objectionable odors.
The compost shall have a grain size distribution where 98% is passing the
3/4” sieve and less than 25% passing the 3/8” sieve. The compost shall not
have any materials larger than the 2” in length. The compost shall also
meet the following requirements:
1) pH: 5.5-8.0
2) Moisture: 30-60% wet weight basis
3) Organic Matter: 30-65% dry weight basis
4) Stability (Carbon Dioxide evolution rate): >80% relative to positive
control
5) Maturity (Seed emergence and seedling vigor): >80% relative to
positive control
10. The compost producer must be fully permitted as specified under the California
Integrated Waste Management Board, Local Enforcement Agencies and any
other State and Local Agencies that regulate solid waste facilities. If exempt
from State permitting requirements, the composting facility must certify that it
follows guidelines and procedures for production of compost meeting the
environmental health standards of Title 14, California Code of Regulations,
Division 7, Chapter 3.1, Article 7.
2.3 INORGANIC SOIL AMENDMENTS
A. Lime: ASTM C 602, agricultural liming material containing a minimum of 80 percent
calcium carbonate equivalent and as follows:
1. Class: T, with a minimum of 99 percent passing through a No. 8sieve and a
minimum of 75 percent passing through a No. 60sieve.
2. Class: O, with a minimum of 95 percent passing through No. 8sieve and a
minimum of 55 percent passing through a No. 60sieve.
3. Form: Provide lime in form of ground dolomitic limestone.
B. Sulfur: Granular, biodegradable, and containing a minimum of 90 percent elemental
sulfur, with a minimum of 99 percent passing through a No. 6 No. 6sieve and a
maximum of 10 percent passing through a No. 40sieve.
C. Iron Sulfate: Granulated ferrous sulfate containing a minimum of 20 percent iron and
10 percent sulfur.
D. Agricultural Gypsum: Minimum 90 percent calcium sulfate, finely ground with 90
percent passing through a No. 50sieve.
E. Sand: Clean, washed, natural or manufactured, free of toxic materials, and according
to ASTM C 33/C 33M.
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2.4 ORGANIC SOIL AMENDMENTS
A. Compost: The compost used must not be derived from mixed municipal solid waste
and must be reasonably free of visible contaminates. The compost must not contain
paint, petroleum products, pesticides, or any other chemical residues harmful to animal
life or plant growth (less than 1% by dry weight basis). The compost must not possess
objectionable odors. The compost shall have a grain size distribution where 98% is
passing the 3/4” sieve and less than 25% passing the 3/8” sieve. The compost shall not
have any materials larger than the 2” in length. The compost shall also meet the
following requirements:
1. pH: 5.5-8.0
2. Moisture: 30-60% wet weight basis
3. Organic Matter: 30-65% dry weight basis
4. Stability (Carbon Dioxide evolution rate): >80% relative to positive control
5. Maturity (Seed emergence and seedling vigor): >80% relative to positive control
2.5 FERTILIZERS
A. Superphosphate: Commercial, phosphate mixture, soluble.
B. Commercial Fertilizer: Commercial-grade complete fertilizer of neutral character,
consisting of fast- and slow-release nitrogen, 50 percent derived from natural organic
sources of urea formaldehyde, phosphorous, and potassium in the following
composition:
1. 1 lb/1000 sq. ft.Composition: Nitrogen, phosphorous, and potassium in amounts
recommended in soil reports from a qualified testing agency.
C. Slow-Release Fertilizer: Granular or pelleted fertilizer consisting of 50 percent water-
insoluble nitrogen, phosphorus, and potassium in the following composition:
1. Composition: Nitrogen, phosphorous, and potassium in amounts recommended
in soil reports from a qualified testing agency.
D. Chelated Iron: Commercial-grade FeEDDHA for dicots and woody plants, and
commercial-grade FeDTPA for ornamental grasses and monocots.
PART 3 - EXECUTION
3.1 GENERAL
A. Place planting soil and fertilizers according to requirements in other Specification
Sections.
B. Verify that no foreign or deleterious material or liquid such as paint, paint washout,
concrete slurry, concrete layers or chunks, cement, plaster, oils, gasoline, diesel fuel,
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paint thinner, turpentine, tar, roofing compound, or acid has been deposited in planting
soil.
C. Proceed with placement only after unsatisfactory conditions have been corrected.
3.2 PREPARATION OF UNAMENDED, ON-SITE SOIL BEFORE AMENDING
A. Excavation: Excavate soil from designated area(s) to a depth of 6 inches and stockpile
until amended.
B. Unacceptable Materials: Clean soil of concrete slurry, concrete layers or chunks,
cement, plaster, building debris, oils, gasoline, diesel fuel, paint thinner, turpentine, tar,
roofing compound, acid, and other extraneous materials that are harmful to plant
growth.
C. Unsuitable Materials: stones, roots, plants, sod, clay lumps, and pockets of coarse
sand.
3.3 BLENDING PLANTING SOIL IN PLACE
A. General: Mix amendments with in-place, unamended soil to produce required planting
soil. Do not apply materials or till if existing soil or subgrade is frozen, muddy, or
excessively wet.
B. Preparation: Till unamended, existing soil in planting areas to a minimum depth 6
inches. Remove stones larger than 1-1/2 inches in any dimension and sticks, roots,
rubbish, and other extraneous matter and legally dispose of them off Owner's property.
C. Finish Grading: Grade planting soil to a smooth, uniform surface plane with loose,
uniformly fine texture. Roll and rake, remove ridges, and fill depressions to meet finish
grades.
3.4 BIOFILTRATION SOIL PLACEMENT
A. The Contractor shall provide the Owner’s Representative with the required material
testing and manufacturer data for review and approval prior to delivery of the material
to the site. Prior to blending the loamy sand filtration mixture, the Contractor shall
provide particle size distribution for all material components, and shall provide an
agricultural suitability test for the topsoil and compost at a rate of one test per 100
cubic yards of material. After blending the loamy sand filtration mixture, the Contractor
shall provide a test of the blended product for approval prior to delivery. The
Contractor shall also provide a quality control test at a rate of one test per 100 cubic
yards of blended material upon delivery.
B. Upon delivery, the materials shall be stored so that they are not exposed to the
elements. All filtration mixture materials shall be kept dry during the storage and final
application. The materials shall be stored to prevent contamination of fines and other
deleterious materials. The loamy sand shall be thoroughly mixed prior to application.
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The loamy sand mixture shall be poured into the design area. The filtration layer shall
not be compacted.
C. The loamy sand filtration layer shall be overlain with 2 to 3 inches of a non-chemically
treated mulch. Mulch shall be well-aged, shredded, or chipped woody debris (no
redwood) or plant material. Well-aged mulch is defined as mulch that has been
stockpiled or stored for at least twelve (12) months. This mulch is intended to help
sustain nutrient levels, suppress weeds, and maintain infiltrative capacity. The mulch
shall have a grain size distribution where 98% is passing the 3/4” sieve.
3.5 PROTECTION
A. Protection Zone: Identify protection zones according to Section 01 56 39 "Temporary
Tree and Plant Protection."
B. Protect areas of in-place soil from additional compaction, disturbance, and
contamination. Prohibit the following practices within these areas except as required to
perform planting operations:
1. Storage of construction materials, debris, or excavated material.
2. Parking vehicles or equipment.
3. Vehicle traffic.
4. Foot traffic.
5. Erection of sheds or structures.
6. Impoundment of water.
7. Excavation or other digging unless otherwise indicated.
C. If planting soil or subgrade is over compacted, disturbed, or contaminated by foreign or
deleterious materials or liquids, remove the planting soil and contamination; restore the
subgrade as directed by Landscape Architect and replace contaminated planting soil
with new planting soil.
3.6 CLEANING
A. Protect areas adjacent to planting-soil preparation and placement areas from
contamination. Keep adjacent paving and construction clean and work area in an
orderly condition.
B. Remove surplus soil and waste material including excess subsoil, unsuitable materials,
trash, and debris and legally dispose of them off Owner's property unless otherwise
indicated.
1. Dispose of excess subsoil and unsuitable materials on-site where directed by
Owner.
END OF SECTION 32 91 15
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32 92 00
SECTION 32 92 00 - TURF AND GRASSES
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and Division 01 Specification Sections, apply to this
Section.
1.2 SUMMARY
A. Section Includes:
1. Sodding.
B. Related Requirements:
1. Section 32 93 00 "Plants" for trees, shrubs, ground covers, and other plants as
well as border edgings and mow strips.
1.3 DEFINITIONS
A. Finish Grade: Elevation of finished surface of planting soil.
B. Pesticide: A substance or mixture intended for preventing, destroying, repelling, or
mitigating a pest. Pesticides include insecticides, miticides, herbicides, fungicides,
rodenticides, and molluscicides. They also includes substances or mixtures intended
for use as a plant regulator, defoliant, or desiccant.
C. Pests: Living organisms that occur where they are not desired or that cause damage to
plants, animals, or people. Pests include insects, mites, grubs, mollusks (snails and
slugs), rodents (gophers, moles, and mice), unwanted plants (weeds), fungi, bacteria,
and viruses.
D. Planting Soil: Existing, on-site soil; imported soil; or manufactured soil that has been
modified with soil amendments and perhaps fertilizers to produce a soil mixture best for
plant growth. See Section 32 91 15 "Soil Preparation (Performance Specification)" and
drawing designations for planting soils.
E. Subgrade: The surface or elevation of subsoil remaining after excavation is complete,
or the top surface of a fill or backfill before planting soil is placed.
1.4 PREINSTALLATION MEETINGS
A. Preinstallation Conference: Conduct conference at Project site.
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1.5 INFORMATIONAL SUBMITTALS
A. Qualification Data: For landscape Installer.
B. Product Certificates: For fertilizers, from manufacturer.
C. Pesticides and Herbicides: Product label and manufacturer's application instructions
specific to Project.
1.6 CLOSEOUT SUBMITTALS
A. Maintenance Data: Recommended procedures to be established by Owner for
maintenance of turf during a calendar year. Submit before expiration of required
maintenance periods.
1.7 QUALITY ASSURANCE
A. Installer Qualifications: A qualified landscape installer whose work has resulted in
successful turf establishment.
1. Professional Membership: Installer shall be a member in good standing of either
the Professional Landcare Network or the American Nursery and Landscape
Association.
2. Experience: Five years' experience in turf installation in addition to requirements
in Section 01 40 00 "Quality Requirements."
3. Installer's Field Supervision: Require Installer to maintain an experienced full-
time supervisor on Project site when work is in progress.
4. Personnel Certifications: Installer's field supervisor shall have certification in all of
the following categories from the Professional Landcare Network:
a. Landscape Industry Certified Technician - Exterior.
b. Landscape Industry Certified Lawncare Manager.
c. Landscape Industry Certified Lawncare Technician.
5. Pesticide Applicator: State licensed, commercial.
1.8 DELIVERY, STORAGE, AND HANDLING
A. Seed and Other Packaged Materials: Deliver packaged materials in original, unopened
containers showing weight, certified analysis, name and address of manufacturer, and
indication of compliance with state and Federal laws, as applicable.
B. Sod: Harvest, deliver, store, and handle sod according to requirements in
"Specifications for Turfgrass Sod Materials" and "Specifications for Turfgrass Sod
Transplanting and Installation" sections in TPI's "Guideline Specifications to Turfgrass
Sodding." Deliver sod within 24 hours of harvesting and in time for planting promptly.
Protect sod from breakage and drying.
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C. Bulk Materials:
1. Do not dump or store bulk materials near structures, utilities, walkways and
pavements, or on existing turf areas or plants.
2. Provide erosion-control measures to prevent erosion or displacement of bulk
materials; discharge of soil-bearing water runoff; and airborne dust reaching
adjacent properties, water conveyance systems, or walkways.
3. Accompany each delivery of bulk materials with appropriate certificates.
1.9 FIELD CONDITIONS
A. Weather Limitations: Proceed with planting only when existing and forecasted weather
conditions permit planting to be performed when beneficial and optimum results may
be obtained. Apply products during favorable weather conditions according to
manufacturer's written instructions.
PART 2 - PRODUCTS
2.1 TURFGRASS SOD
A. Turfgrass Sod: Certified, complying with "Specifications for Turfgrass Sod Materials" in
TPI's "Guideline Specifications to Turfgrass Sodding." Furnish viable sod of uniform
density, color, and texture that is strongly rooted and capable of vigorous growth and
development when planted.
B. Turfgrass Species: Southland Sod Farms Marathon 2 Dwarf Tall Fescue.
2.2 FERTILIZERS
A. Commercial Fertilizer: Commercial-grade complete fertilizer of neutral character,
consisting of fast- and slow-release nitrogen, 50 percent derived from natural organic
sources of urea formaldehyde, phosphorous, and potassium in the following
composition:
1. Composition: Nitrogen, phosphorous, and potassium in amounts recommended
in soil reports from a qualified soil-testing laboratory.
B. Slow-Release Fertilizer: Granular or pelleted fertilizer consisting of 50 percent water-
insoluble nitrogen, phosphorus, and potassium in the following composition:
1. Composition: 20 percent nitrogen, 10 percent phosphorous, and 10 percent
potassium, by weight.
2. Composition: Nitrogen, phosphorous, and potassium in amounts recommended
in soil reports from a qualified soil-testing laboratory.
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2.3 PESTICIDES
A. General: Pesticide, registered and approved by the EPA, acceptable to authorities
having jurisdiction, and of type recommended by manufacturer for each specific
problem and as required for Project conditions and application. Do not use restricted
pesticides unless authorized in writing by authorities having jurisdiction.
B. Pre-Emergent Herbicide (Selective and Nonselective): Effective for controlling the
germination or growth of weeds within planted areas at the soil level directly below the
mulch layer.
C. Post-Emergent Herbicide (Selective and Nonselective): Effective for controlling weed
growth that has already germinated.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Examine areas to be planted for compliance with requirements and other conditions
affecting installation and performance of the Work.
1. Verify that no foreign or deleterious material or liquid such as paint, paint
washout, concrete slurry, concrete layers or chunks, cement, plaster, oils,
gasoline, diesel fuel, paint thinner, turpentine, tar, roofing compound, or acid has
been deposited in soil within a planting area.
2. Suspend planting operations during periods of excessive soil moisture until the
moisture content reaches acceptable levels to attain the required results.
3. Uniformly moisten excessively dry soil that is not workable or which is dusty.
B. Proceed with installation only after unsatisfactory conditions have been corrected.
C. If contamination by foreign or deleterious material or liquid is present in soil within a
planting area, remove the soil and contamination as directed by Architect and replace
with new planting soil.
3.2 PREPARATION
A. Protect structures; utilities; sidewalks; pavements; and other facilities, trees, shrubs,
and plantings from damage caused by planting operations.
1. Protect grade stakes set by others until directed to remove them.
B. Install erosion-control measures to prevent erosion or displacement of soils and
discharge of soil-bearing water runoff or airborne dust to adjacent properties and
walkways.
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3.3 TURF AREA PREPARATION
A. General: Prepare planting area for soil placement and mix planting soil according to
Section 32 91 15 "Soil Preparation (Performance Specification)."
B. Placing Planting Soil: [Place and mix planting soil in place over exposed subgrade]
[Place manufactured planting soil over exposed subgrade] [Blend planting soil in place]
<Insert requirement>.
1. Reduce elevation of planting soil to allow for soil thickness of sod.
C. Moisten prepared area before planting if soil is dry. Water thoroughly and allow surface
to dry before planting. Do not create muddy soil.
D. Before planting, obtain Architect's acceptance of finish grading; restore planting areas if
eroded or otherwise disturbed after finish grading.
3.4 SODDING
A. Lay sod within 24 hours of harvesting unless a suitable preservation method is
accepted by Architect prior to delivery time. Do not lay sod if dormant or if ground is
frozen or muddy.
B. Lay sod to form a solid mass with tightly fitted joints. Butt ends and sides of sod; do not
stretch or overlap. Stagger sod strips or pads to offset joints in adjacent courses. Avoid
damage to soil or sod during installation. Tamp and roll lightly to ensure contact with
soil, eliminate air pockets, and form a smooth surface. Work sifted soil or fine sand into
minor cracks between pieces of sod; remove excess to avoid smothering sod and
adjacent grass.
1. Lay sod across slopes exceeding 1:3.
2. Anchor sod on slopes exceeding 1:6 with wood pegs spaced as recommended
by sod manufacturer but not less than two anchors per sod strip to prevent
slippage.
C. Saturate sod with fine water spray within two hours of planting. During first week after
planting, water daily or more frequently as necessary to maintain moist soil to a
minimum depth of 1-1/2 inches below sod.
3.5 TURF MAINTENANCE
A. General: Maintain and establish turf by watering, fertilizing, weeding, mowing,
trimming, replanting, and performing other operations as required to establish healthy,
viable turf. Roll, regrade, and replant bare or eroded areas and remulch to produce a
uniformly smooth turf. Provide materials and installation the same as those used in the
original installation.
1. Fill in as necessary soil subsidence that may occur because of settling or other
processes. Replace materials and turf damaged or lost in areas of subsidence.
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2. In areas where mulch has been disturbed by wind or maintenance operations,
add new mulch and anchor as required to prevent displacement.
3. Apply treatments as required to keep turf and soil free of pests and pathogens or
disease. Use integrated pest management practices whenever possible to
minimize the use of pesticides and reduce hazards.
B. Watering: Install and maintain temporary piping, hoses, and turf-watering equipment to
convey water from sources and to keep turf uniformly moist to a depth of 4 inches.
1. Schedule watering to prevent wilting, puddling, erosion, and displacement of
seed or mulch. Lay out temporary watering system to avoid walking over muddy
or newly planted areas.
2. Water turf with fine spray at a minimum rate of 1 inch per week unless rainfall
precipitation is adequate.
C. Mow turf as soon as top growth is tall enough to cut. Repeat mowing to maintain
specified height without cutting more than one-third of grass height. Remove no more
than one-third of grass-leaf growth in initial or subsequent mowings. Do not delay
mowing until grass blades bend over and become matted. Do not mow when grass is
wet. Schedule initial and subsequent mowings to maintain the following grass height:
1. Mow bentgrass to a height of 1/2 inch or less.
2. Mow bermudagrass to a height of 1/2 to 1 inch.
3. Mow turf-type tall fescue to a height of 2 to 3 inches.
D. Turf Post fertilization: Apply commercial fertilizer after initial mowing and when grass is
dry.
1. Use fertilizer that provides actual nitrogen of at least 1 lb/1000 sq. ft. to turf area.
3.6 SATISFACTORY TURF
A. Turf installations shall meet the following criteria as determined by Architect:
1. Satisfactory Seeded Turf: At end of maintenance period, a healthy, uniform,
close stand of grass has been established, free of weeds and surface
irregularities, with coverage exceeding 90 percent over any 10 sq. ft. and bare
spots not exceeding 5 by 5 inches.
2. Satisfactory Sodded Turf: At end of maintenance period, a healthy, well-rooted,
even-colored, viable turf has been established, free of weeds, open joints, bare
areas, and surface irregularities.
3. Satisfactory Plugged Turf: At end of maintenance period, the required number of
plugs has been established as well-rooted, viable patches of grass, and areas
between plugs are free of weeds and other undesirable vegetation.
4. Satisfactory Sprigged Turf: At end of maintenance period, the required number of
sprigs has been established as well-rooted, viable plants, and areas between
sprigs are free of weeds and other undesirable vegetation.
B. Use specified materials to reestablish turf that does not comply with requirements, and
continue maintenance until turf is satisfactory.
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3.7 PESTICIDE APPLICATION
A. Apply pesticides and other chemical products and biological control agents according
to requirements of authorities having jurisdiction and manufacturer's written
recommendations. Coordinate applications with Owner's operations and others in
proximity to the Work. Notify Owner before each application is performed.
B. Post-Emergent Herbicides (Selective and Nonselective): Apply only as necessary to
treat already-germinated weeds and according to manufacturer's written
recommendations.
3.8 CLEANUP AND PROTECTION
A. Promptly remove soil and debris created by turf work from paved areas. Clean wheels
of vehicles before leaving site to avoid tracking soil onto roads, walks, or other paved
areas.
B. Remove surplus soil and waste material, including excess subsoil, unsuitable soil,
trash, and debris, and legally dispose of them off Owner's property.
C. Erect temporary fencing or barricades and warning signs as required to protect newly
planted areas from traffic. Maintain fencing and barricades throughout initial
maintenance period and remove after plantings are established.
D. Remove nondegradable erosion-control measures after grass establishment period.
3.9 MAINTENANCE SERVICE
A. Turf Maintenance Service: Provide full maintenance by skilled employees of landscape
Installer. Maintain as required in "Turf Maintenance" Article. Begin maintenance
immediately after each area is planted and continue until acceptable turf is established,
but for not less than the following periods:
a. When initial maintenance period has not elapsed before end of planting
season, or if turf is not fully established, continue maintenance during next
planting season.
2. Sodded Turf: 90 days from the last day of the maintenance period or final
acceptance of the contract work, whichever is later.
END OF SECTION 32 92 00
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SECTION 32 93 00 - PLANTS
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and Division 01 Specification Sections, apply to this
Section.
1.2 SUMMARY
A. Section Includes:
1. Plants.
2. Tree stabilization.
B. Related Requirements:
1. Section 01 56 39 "Temporary Tree and Plant Protection" for protecting, trimming,
pruning, repairing, and replacing existing trees to remain that interfere with, or
are affected by, execution of the Work.
2. Section 32 92 00 "Turf and Grasses" for turf (lawn).
1.3 DEFINITIONS
A. Backfill: The earth used to replace or the act of replacing earth in an excavation.
B. Container-Grown Stock: Healthy, vigorous, well-rooted plants grown in a container,
with a well-established root system reaching sides of container and maintaining a firm
ball when removed from container. Container shall be rigid enough to hold ball shape
and protect root mass during shipping and be sized according to ANSI Z60.1 for type
and size of plant required.
C. Finish Grade: Elevation of finished surface of planting soil.
D. Pesticide: A substance or mixture intended for preventing, destroying, repelling, or
mitigating a pest. Pesticides include insecticides, miticides, herbicides, fungicides,
rodenticides, and molluscicides. They also include substances or mixtures intended for
use as a plant regulator, defoliant, or desiccant. Some sources classify herbicides
separately from pesticides.
E. Pests: Living organisms that occur where they are not desired or that cause damage to
plants, animals, or people. Pests include insects, mites, grubs, mollusks (snails and
slugs), rodents (gophers, moles, and mice), unwanted plants (weeds), fungi, bacteria,
and viruses.
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F. Planting Area: Areas to be planted.
G. Planting Soil: Existing, on-site soil; imported soil; or manufactured soil that has been
modified with soil amendments and perhaps fertilizers to produce a soil mixture best for
plant growth. See Section 32 91 15 "Soil Preparation (Performance Specification)" for
drawing designations for planting soils.
H. Plant; Plants; Plant Material: These terms refer to vegetation in general, including
trees, shrubs, vines, ground covers, ornamental grasses, bulbs, corms, tubers, or
herbaceous vegetation.
I. Root Flare: Also called "trunk flare." The area at the base of the plant's stem or trunk
where the stem or trunk broadens to form roots; the area of transition between the root
system and the stem or trunk.
J. Stem Girdling Roots: Roots that encircle the stems (trunks) of trees below the soil
surface.
K. Subgrade: The surface or elevation of subsoil remaining after excavation is complete,
or the top surface of a fill or backfill before planting soil is placed.
1.4 COORDINATION
A. Coordination with Turf Areas (Lawns): Plant trees, shrubs, and other plants after finish
grades are established and before planting turf areas unless otherwise indicated.
1. When planting trees, shrubs, and other plants after planting turf areas, protect
turf areas, and promptly repair damage caused by planting operations.
1.5 PREINSTALLATION MEETINGS
A. Preinstallation Conference: Conduct conference at Project site.
1.6 ACTION SUBMITTALS
A. Product Data: For each type of product.
1. Plant Photographs: Include color photographs in digital 3 by 5-inch format of
each required species and size of plant material as it will be furnished to Project.
Take photographs from an angle depicting true size and condition of the typical
plant to be furnished. Include a scale rod or other measuring device in each
photograph. For species where more than 20 plants are required, include a
minimum of three photographs showing the average plant, the best quality plant,
and the worst quality plant to be furnished. Identify each photograph with the full
scientific name of the plant, plant size, and name of the growing nursery.
B. Samples for Verification: For each of the following:
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1. Mulch: 1-quartvolume of each organic mulch required; in sealed plastic bags
labeled with composition of materials by percentage of weight and source of
mulch. Each Sample shall be typical of the lot of material to be furnished; provide
an accurate representation of color, texture, and organic makeup.
2. Mineral Mulch: 2 lbof each mineral mulch required, in sealed plastic bags
labeled with source of mulch. Sample shall be typical of the lot of material to be
delivered and installed on-site; provide an accurate indication of color, texture,
and makeup of the material.
3. Weed Control Barrier: 12 by 12 inches
4. Root Barrier: Depth of panel by 12 inches
1.7 INFORMATIONAL SUBMITTALS
A. Qualification Data: For landscape Installer. Include list of similar projects completed by
Installer demonstrating Installer's capabilities and experience. Include project names,
addresses, and year completed, and include names and addresses of owners' contact
persons.
B. Product Certificates: For each type of manufactured product, from manufacturer, and
complying with the following:
1. Manufacturer's certified analysis of standard products.
2. Analysis of other materials by a recognized laboratory made according to
methods established by the Association of Official Analytical Chemists, where
applicable.
C. Pesticides and Herbicides: Product label and manufacturer's application instructions
specific to Project.
1.8 QUALITY ASSURANCE
A. Installer Qualifications: A qualified landscape installer whose work has resulted in
successful establishment of plants.
1. Experience: Three years' experience in landscape installation.
2. Installer's Field Supervision: Require Installer to maintain an experienced full-
time supervisor on Project site when work is in progress.
3. Pesticide Applicator: State licensed, commercial.
B. Provide quality, size, genus, species, and variety of plants indicated, complying with
applicable requirements in ANSI Z60.1.
1. Selection of plants purchased under allowances is made by Landscape Architect,
who tags plants at their place of growth before they are prepared for
transplanting.
C. Measurements: Measure according to ANSI Z60.1. Do not prune to obtain required
sizes.
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1. Trees and Shrubs: Measure with branches and trunks or canes in their normal
position. Take height measurements from or near the top of the root flare for
field-grown stock and container-grown stock. Measure main body of tree or shrub
for height and spread; do not measure branches or roots tip to tip. Take caliper
measurements 6 inches above the root flare for trees up to 4-inchcaliper size,
and 12 inches above the root flare for larger sizes.
2. Other Plants: Measure with stems, petioles, and foliage in their normal position.
D. Plant Material Observation: Landscape Architect may observe plant material either at
place of growth or at site before planting for compliance with requirements for genus,
species, variety, cultivar, size, and quality. Landscape Architect may also observe trees
and shrubs further for size and condition of balls and root systems, pests, disease
symptoms, injuries, and latent defects and may reject unsatisfactory or defective
material at any time during progress of work. Remove rejected trees or shrubs
immediately from Project site.
1. Notify Landscape Architect of sources of planting materials 14 days in advance
of delivery to site.
1.9 DELIVERY, STORAGE, AND HANDLING
A. Packaged Materials: Deliver packaged materials in original, unopened containers
showing weight, certified analysis, name and address of manufacturer, and indication
of compliance with state and Federal laws if applicable.
B. Bulk Materials:
1. Do not dump or store bulk materials near structures, utilities, walkways and
pavements, or on existing turf areas or plants.
2. Provide erosion-control measures to prevent erosion or displacement of bulk
materials; discharge of soil-bearing water runoff; and airborne dust reaching
adjacent properties, water conveyance systems, or walkways.
3. Accompany each delivery of bulk materials with appropriate certificates.
C. Do not prune trees and shrubs before delivery. Protect bark, branches, and root
systems from sun scald, drying, wind burn, sweating, whipping, and other handling and
tying damage. Do not bend or bind-tie trees or shrubs in such a manner as to destroy
their natural shape. Provide protective covering of plants during shipping and delivery.
Do not drop plants during delivery and handling.
D. Handle planting stock by root ball.
E. Apply antidesiccant to trees and shrubs using power spray to provide an adequate film
over trunks (before wrapping), branches, stems, twigs, and foliage to protect during
digging, handling, and transportation.
1. If deciduous trees or shrubs are moved in full leaf, spray with antidesiccant at
nursery before moving and again two weeks after planting.
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F. Wrap trees and shrubs with burlap fabric over trunks, branches, stems, twigs, and
foliage to protect from wind and other damage during digging, handling, and
transportation.
G. Deliver plants after preparations for planting have been completed, and install
immediately. If planting is delayed more than six hours after delivery, set plants and
trees in their appropriate aspect (sun, filtered sun, or shade), protect from weather and
mechanical damage, and keep roots moist.
1. Do not remove container-grown stock from containers before time of planting.
2. Water root systems of plants stored on-site deeply and thoroughly with a fine-
mist spray. Water as often as necessary to maintain root systems in a moist, but
not overly wet condition.
1.10 FIELD CONDITIONS
A. Field Measurements: Verify actual grade elevations, service and utility locations,
irrigation system components, and dimensions of plantings and construction
contiguous with new plantings by field measurements before proceeding with planting
work.
B. Weather Limitations: Proceed with planting only when existing and forecasted weather
conditions permit planting to be performed when beneficial and optimum results may
be obtained. Apply products during favorable weather conditions according to
manufacturer's written instructions and warranty requirements.
1.11 WARRANTY
A. Special Warranty: Installer agrees to repair or replace plantings and accessories that
fail in materials, workmanship, or growth within specified warranty period.
1. Failures include, but are not limited to, the following:
a. Death and unsatisfactory growth, except for defects resulting from abuse,
lack of adequate maintenance, or neglect by Owner.
b. Structural failures including plantings falling or blowing over.
2. Guaranty Periods: See Section 308-7 of the City Standard Specifications.
a. Trees, Shrubs, Vines, and Ornamental Grasses: 1 Year.
b. Ground Covers, Biennials, Perennials, and Other Plants: 1 Year.
3. Include the following remedial actions as a minimum:
a. Immediately remove dead plants and replace unless required to plant in the
succeeding planting season.
b. Replace plants that are more than 25 percent dead or in an unhealthy
condition at end of warranty period.
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c. A limit of one replacement of each plant is required except for losses or
replacements due to failure to comply with requirements.
d. Provide extended warranty for period equal to original warranty period, for
replaced plant material.
PART 2 - PRODUCTS
2.1 PLANT MATERIAL
A. General: Furnish nursery-grown plants true to genus, species, variety, cultivar, stem
form, shearing, and other features indicated in Plant List, Plant Schedule, or Plant
Legend indicated on Drawings and complying with ANSI Z60.1; and with healthy root
systems developed by transplanting or root pruning. Provide well-shaped, fully
branched, healthy, vigorous stock, densely foliated when in leaf and free of disease,
pests, eggs, larvae, and defects such as knots, sun scald, injuries, abrasions, and
disfigurement.
1. Trees with damaged, crooked, or multiple leaders; tight vertical branches where
bark is squeezed between two branches or between branch and trunk ("included
bark"); crossing trunks; cut-off limbs more than 3/4 inch in diameter; or with stem
girdling roots are unacceptable.
2. Collected Stock: Do not use plants harvested from the wild, from native stands,
from an established landscape planting, or not grown in a nursery unless
otherwise indicated.
B. Provide plants of sizes, grades, and ball or container sizes complying with ANSI Z60.1
for types and form of plants required. Plants of a larger size may be used if acceptable
to Landscape Architect, with a proportionate increase in size of roots or balls.
C. Root-Ball Depth: Furnish trees and shrubs with root balls measured from top of root
ball, which begins at root flare according to ANSI Z60.1. Root flare shall be visible
before planting.
D. Labeling: Label at least one plant of each variety, size, and caliper with a securely
attached, waterproof tag bearing legible designation of common name and full scientific
name, including genus and species. Include nomenclature for hybrid, variety, or
cultivar, if applicable for the plant.
E. If formal arrangements or consecutive order of plants is indicated on Drawings, select
stock for uniform height and spread, and number the labels to assure symmetry in
planting.
2.2 FERTILIZERS
A. Planting Tablets: Tightly compressed chip-type, long-lasting, slow-release, commercial-
grade planting fertilizer in tablet form. Tablets shall break down with soil bacteria,
converting nutrients into a form that can be absorbed by plant roots.
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1. Size: 21-gram tablets.
2. Nutrient Composition: 20 percent nitrogen, 10 percent phosphorous, and 5
percent potassium, by weight plus micronutrients.
2.3 MULCHES
A. Organic Mulch: Free from deleterious materials and suitable as a top dressing of trees
and shrubs, consisting of one of the following:
1. Type: As indicated.
2. Color: Natural.
B. Compost Mulch: Well-composted, stable, and weed-free organic matter, pH of 5.5 to 8;
moisture content 35 to 55 percent by weight; 100 percent passing through a 1-
inchsieve; soluble-salt content of 2 to 4 dS/m; not exceeding 0.5 percent inert
contaminants and free of substances toxic to plantings; and as follows:
1. Organic Matter Content: 50 to 60 percent of dry weight.
2. Feedstock: Agricultural, food, or industrial residuals; biosolids; yard trimmings; or
source-separated or compostable mixed solid waste.
2.4 PESTICIDES
A. General: Pesticide registered and approved by the EPA, acceptable to authorities
having jurisdiction, and of type recommended by manufacturer for each specific
problem and as required for Project conditions and application. Do not use restricted
pesticides unless authorized in writing by authorities having jurisdiction.
B. Pre-Emergent Herbicide (Selective and Nonselective): Effective for controlling the
germination or growth of weeds within planted areas at the soil level directly below the
mulch layer.
C. Post-Emergent Herbicide (Selective and Nonselective): Effective for controlling weed
growth that has already germinated.
2.5 TREE-STABILIZATION MATERIALS
A. Trunk-Stabilization Materials:
1. Upright and Guy Stakes: Rough-sawn, sound, new softwood with specified wood
pressure-preservative treatment, free of knots, holes, cross grain, and other
defects, 2-by-2-inch nominal by length indicated, pointed at one end.
2. Flexible Ties: Wide rubber or elastic bands or straps of length required to reach
stakes or turnbuckles.
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2.6 MISCELLANEOUS PRODUCTS
A. Wood Pressure-Preservative Treatment: AWPA U1, Use Category UC4a; acceptable
to authorities having jurisdiction, and containing no arsenic or chromium.
B. Root Barrier: Black, molded, modular panels 24 inches high (deep), 85 milsthick, and
with vertical root deflecting ribs protruding 3/4 inch out from panel surface;
manufactured with minimum 50 percent recycled polyethylene plastic with UV
inhibitors.
C. Antidesiccant: Water-insoluble emulsion, permeable moisture retarder, film forming, for
trees and shrubs. Deliver in original, sealed, and fully labeled containers and mix
according to manufacturer's written instructions.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Examine areas to receive plants, with Installer present, for compliance with
requirements and conditions affecting installation and performance of the Work.
1. Verify that no foreign or deleterious material or liquid such as paint, paint
washout, concrete slurry, concrete layers or chunks, cement, plaster, oils,
gasoline, diesel fuel, paint thinner, turpentine, tar, roofing compound, or acid has
been deposited in soil within a planting area.
2. Verify that plants and vehicles loaded with plants can travel to planting locations
with adequate overhead clearance.
3. Suspend planting operations during periods of excessive soil moisture until the
moisture content reaches acceptable levels to attain the required results.
4. Uniformly moisten excessively dry soil that is not workable or which is dusty.
B. If contamination by foreign or deleterious material or liquid is present in soil within a
planting area, remove the soil and contamination as directed by Landscape Architect
and replace with new planting soil.
C. Proceed with installation only after unsatisfactory conditions have been corrected.
3.2 PREPARATION
A. Protect structures, utilities, sidewalks, pavements, and other facilities and turf areas
and existing plants from damage caused by planting operations.
B. Install erosion-control measures to prevent erosion or displacement of soils and
discharge of soil-bearing water runoff or airborne dust to adjacent properties and
walkways.
C. Lay out individual tree and shrub locations and areas for multiple plantings. Stake
locations, outline areas, adjust locations when requested, and obtain Landscape
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Architect's acceptance of layout before excavating or planting. Make minor adjustments
as required.
D. Lay out plants at locations directed by Landscape Architect. Stake locations of
individual trees and shrubs and outline areas for multiple plantings.
3.3 PLANTING AREA ESTABLISHMENT
A. General: Prepare planting area for soil placement and mix planting soil according to
Section 32 91 15 "Soil Preparation (Performance Specification)."
B. Placing Planting Soil: Blend planting soil in place.
C. Before planting, obtain Landscape Architect's acceptance of finish grading; restore
planting areas if eroded or otherwise disturbed after finish grading.
3.4 EXCAVATION FOR TREES AND SHRUBS
A. Planting Pits and Trenches: Excavate circular planting pits.
1. Excavate planting pits with sides sloping inward at a 45-degree angle.
Excavations with vertical sides are unacceptable. Trim perimeter of bottom
leaving center area of bottom raised slightly to support root ball and assist in
drainage away from center. Do not further disturb base. Ensure that root ball will
sit on undisturbed base soil to prevent settling. Scarify sides of planting pit
smeared or smoothed during excavation.
2. Excavate approximately three times as wide as ball diameter for container-grown
stock.
3. Excavate at least 12 inches wider than root spread and deep enough to
accommodate vertical roots for bare-root stock.
4. Do not excavate deeper than depth of the root ball, measured from the root flare
to the bottom of the root ball.
5. If area under the plant was initially dug too deep, add soil to raise it to the correct
level and thoroughly tamp the added soil to prevent settling.
6. Maintain angles of repose of adjacent materials to ensure stability. Do not
excavate subgrades of adjacent paving, structures, hardscapes, or other new or
existing improvements.
7. Maintain supervision of excavations during working hours.
8. Keep excavations covered or otherwise protected when unattended by Installer's
personnel.
B. Backfill Soil: Subsoil and topsoil removed from excavations may be used as backfill soil
unless otherwise indicated.
C. Obstructions: Notify Landscape Architect if unexpected rock or obstructions detrimental
to trees or shrubs are encountered in excavations.
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1. Hardpan Layer: Drill 6-inch-diameter holes, 24 inches apart, into free-draining
strata or to a depth of 10 feet whichever is less, and backfill with free-draining
material.
D. Drainage: Notify Landscape Architect if subsoil conditions evidence unexpected water
seepage or retention in tree or shrub planting pits.
E. Fill excavations with water and allow to percolate away before positioning trees and
shrubs.
3.5 TREE, SHRUB, AND VINE PLANTING
A. Inspection: At time of planting, verify that root flare is visible at top of root ball
according to ANSI Z60.1. If root flare is not visible, remove soil in a level manner from
the root ball to where the top-most root emerges from the trunk. After soil removal to
expose the root flare, verify that root ball still meets size requirements.
B. Roots: Remove stem girdling roots and kinked roots. Remove injured roots by cutting
cleanly; do not break.
C. Container-Grown Stock: Set each plant plumb and in center of planting pit or trench
with root flare 1 inch above adjacent finish grades.
1. Backfill: Planting soil. For trees, use amended excavated soil for backfill.
2. Carefully remove root ball from container without damaging root ball or plant.
3. Backfill around root ball in layers, tamping to settle soil and eliminate voids and
air pockets. When planting pit is approximately one-half filled, water thoroughly
before placing remainder of backfill. Repeat watering until no more water is
absorbed.
4. Place planting tablets equally distributed around each planting pit when pit is
approximately one-half filled. Place tablets beside the root ball about 1 inch from
root tips; do not place tablets in bottom of the hole.
a. Quantity: As indicated on Drawings.
5. Continue backfilling process. Water again after placing and tamping final layer of
soil.
3.6 TREE, SHRUB, AND VINE PRUNING
A. Remove only dead, dying, or broken branches. Do not prune for shape.
B. Prune, thin, and shape trees, shrubs, and vines as directed by Landscape Architect.
C. Prune, thin, and shape trees, shrubs, and vines according to standard professional
horticultural and arboricultural practices. Unless otherwise indicated by Landscape
Architect, do not cut tree leaders; remove only injured, dying, or dead branches from
trees and shrubs; and prune to retain natural character.
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D. Do not apply pruning paint to wounds.
3.7 TREE STABILIZATION
A. Trunk Stabilization by Upright Staking and Tying: Install trunk stabilization as follows
unless otherwise indicated:
1. Upright Staking and Tying: Stake trees of 2- through 5-inchcaliper. Stake trees of
less than 2-inchcaliper only as required to prevent wind tip out. Use a minimum
of two stakes of length required to penetrate at least 18 inches below bottom of
backfilled excavation and to extend two-thirds of the tree height or lower as
required to keep stakes below limbs above grade. Set vertical stakes and space
to avoid penetrating root balls or root masses.
2. Upright Staking and Tying: Stake trees with two stakes for trees up to 12 feet
high and 2-1/2 inches or less in caliper; three stakes for trees less than 14 feet
high and up to 4 inches in caliper. Space stakes equally around trees.
3. Support trees with bands of flexible ties at contact points with tree trunk. Allow
enough slack to avoid rigid restraint of tree.
4. Support trees with two strands of tie wire, connected to the brass grommets of
tree-tie webbing at contact points with tree trunk. Allow enough slack to avoid
rigid restraint of tree.
3.8 ROOT-BARRIER INSTALLATION
A. Install root barrier where trees are planted within 120 inches (10 feet) of paving or other
hardscape elements, such as walls, curbs, and walkways, unless otherwise indicated
on Drawings.
B. Align root barrier vertically, and run it linearly along and adjacent to the paving or other
hardscape elements to be protected from invasive roots.
C. Install root barrier continuously for a distance of 120 inches (10 feet) in each direction
from the tree trunk, for a total distance of 240 inches (20 feet) per tree. If trees are
spaced closer, use a single continuous piece of root barrier.
1. Position top of root barrier 1/2 inch above finish grade.
2. Overlap root barrier a minimum of 12 inches at joints.
3. Do not distort or bend root barrier during construction activities.
4. Do not install root barrier surrounding the root ball of tree.
D. Where trees are located over the top of the existing 78” storm drain and either of the
two 60” sewer force mains, install ‘Biobarrier’ root barrier, or approved equal,
horizontally between bottom of tree root ball and top of utility as detailed on the plans.
3.9 GROUND COVER AND PLANT PLANTING
A. Set out and space ground cover and plants other than trees, shrubs, and vines as
indicated on Drawings in even rows with triangular spacing.
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B. Use planting soil for backfill.
C. Dig holes large enough to allow spreading of roots.
D. For rooted cutting plants supplied in flats, plant each in a manner that minimally
disturbs the root system but to a depth not less than two nodes.
E. Work soil around roots to eliminate air pockets and leave a slight saucer indentation
around plants to hold water.
F. Water thoroughly after planting, taking care not to cover plant crowns with wet soil.
G. Protect plants from hot sun and wind; remove protection if plants show evidence of
recovery from transplanting shock.
3.10 PLANTING AREA MULCHING
A. Mulch backfilled surfaces of planting areas and other areas indicated.
1. Trees in Turf Areas: Apply organic mulch ring of 3-inchaverage thickness, with
36-inch radius around trunks or stems. Do not place mulch within 3 inchesof
trunks or stems.
2. Organic Mulch in Planting Areas: Apply 3-inchaverage thickness of organic
mulch, and finish level with adjacent finish grades. Do not place mulch within 3
inchesof trunks or stems.
3. Decomposed Granite (Mineral) Mulch in Planting Areas: Apply 3-inchaverage
thickness of mineral mulch, to finish level with adjacent finish grades. Do not
place mulch within 3 inchesof trunks or stems.
3.11 PLANT MAINTENANCE
A. Maintain plantings by pruning, cultivating, watering, weeding, fertilizing, mulching,
restoring planting saucers, adjusting and repairing tree-stabilization devices, resetting
to proper grades or vertical position, and performing other operations as required to
establish healthy, viable plantings.
B. Fill in, as necessary, soil subsidence that may occur because of settling or other
processes. Replace mulch materials damaged or lost in areas of subsidence.
C. Apply treatments as required to keep plant materials, planted areas, and soils free of
pests and pathogens or disease. Use integrated pest management practices when
possible to minimize use of pesticides and reduce hazards. Treatments include
physical controls such as hosing off foliage, mechanical controls such as traps, and
biological control agents.
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3.12 PESTICIDE APPLICATION
A. Apply pesticides and other chemical products and biological control agents according
to authorities having jurisdiction and manufacturer's written recommendations.
Coordinate applications with Owner's operations and others in proximity to the Work.
Notify Owner before each application is performed.
B. Pre-Emergent Herbicides (Selective and Nonselective): Apply to tree, shrub, and
ground-cover areas according to manufacturer's written recommendations. Do not
apply to seeded areas.
C. Post-Emergent Herbicides (Selective and Nonselective): Apply only as necessary to
treat already-germinated weeds and according to manufacturer's written
recommendations.
3.13 REPAIR AND REPLACEMENT
A. General: Repair or replace existing or new trees and other plants that are damaged by
construction operations, in a manner approved by Landscape Architect.
1. Submit details of proposed pruning and repairs.
2. Perform repairs of damaged trunks, branches, and roots within 24 hours, if
approved.
3. Replace trees and other plants that cannot be repaired and restored to full-
growth status, as determined by Landscape Architect.
B. Remove and replace trees that are more than 25 percent dead or in an unhealthy
condition before the end of the corrections period or are damaged during construction
operations that Landscape Architect determines are incapable of restoring to normal
growth pattern.
1. Provide new trees of same size as those being replaced
2. Species of Replacement Trees: Same species being replaced.
3.14 CLEANING AND PROTECTION
A. During planting, keep adjacent paving and construction clean and work area in an
orderly condition. Clean wheels of vehicles before leaving site to avoid tracking soil
onto roads, walks, or other paved areas.
B. Remove surplus soil and waste material including excess subsoil, unsuitable soil,
trash, and debris and legally dispose of them off Owner's property.
C. Protect plants from damage due to landscape operations and operations of other
contractors and trades. Maintain protection during installation and maintenance
periods. Treat, repair, or replace damaged plantings.
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D. After installation and before Substantial Completion, remove nursery tags, nursery
stakes, tie tape, labels, wire, burlap, and other debris from plant material, planting
areas, and Project site.
E. At time of Substantial Completion, verify that tree-watering devices are in good working
order and leave them in place. Replace improperly functioning devices.
3.15 MAINTENANCE SERVICE
A. Maintenance period includes maintenance of entire park. Construction fence is to
remain in place throughout the maintenance period.
B. Maintenance Service for Trees and Shrubs: Provide maintenance by skilled employees
of landscape Installer. Maintain as required in "Plant Maintenance" Article. Begin
maintenance immediately after plants are installed and continue until plantings are
acceptably healthy and well established, but for not less than maintenance period
below:
1. Maintenance Period:
a. 120 days from date of Substantial Completion.
C. Maintenance Service for Ground Cover and Other Plants: Provide maintenance by
skilled employees of landscape Installer. Maintain as required in "Plant Maintenance"
Article. Begin maintenance immediately after plants are installed and continue until
plantings are acceptably healthy and well established, but for not less than
maintenance period below:
1. Maintenance Period:
a. 120 days from date of Substantial Completion.
END OF SECTION 32 93 00
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WATER UTILITIES
33 10 00
Page 1 of 8
SECTION 33 10 00 – WATER UTILITIES
PART 1 - DESCRIPTION
1.1 SCOPE
A. The Contractor shall provide all labor and equipment necessary and required to install all
of the water line facilities in accordance with the Contract Documents. Work shall include,
but not be limited to:
1. Installation of water distribution systems (both domestic & fire services) consisting
of all pipe, fittings, valves, valve boxes, hydrants, anchor and/or thrust blocks, and
all necessary and required appurtenances, accessory items and operations
including connection(s) to the existing on site water main lateral(s).
2. Installation of building water service line(s), consisting of all pipe, fittings, valves
and valve boxes, anchor and/or thrust blocks, and all necessary and required
accessory items and operations, including connection(s) to the water distribution
system.
3. Testing and disinfection.
1.2 WORK SPECIFIED UNDER OTHER SECTIONS
A. The following related work is specified under other Sections:
1. Site Concrete Work (32 13 13)
1.3 REFERENCES
A. Greenbook Standard Specifications for Public Works Construction (Greenbook).
B. Standard Plans for Public Works Construction, APWA – Southern California Chapter
(APWA).
1.4 SUBMITTALS
A. Product Data: Water valves, water meter, back flow devices. Submit to Owner’s
representative.
B. Shop Drawings: Precast concrete valve pits and meter pit, including frames and covers.
Submit to Owner’s representative.
1.5 QUALITY ASSURANCE
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A. Certificate of Compliance attesting that tests set forth in the referenced publications
have been performed, and the performance requirements have been satisfied.
B. Regulatory Requirements:
1. Comply with requirements of the serving utility, pertaining to water service.
2. Comply with requirements of fire authority having jurisdiction, pertaining to
materials, hose threads, and installation details.
3. Comply with requirements of NFPA 24 for materials and installation.
1.6 REFERENCE STANDARDS
A. The publication listed below form part of this specification referring to PVC pipe.
Reference shall be made to the latest edition of said standards unless otherwise called for.
AWWA C900 — PVC Pressure Pipe, 100mm (4") Through 300mm (12") for water
Distribution
AWWA C905 — PVC Water Transmission Pipe, 350mm (14") Through 1200mm
(48") AWWA M23 — PVC Pipe-Design and Installation
Uni-Bell — Handbook of PVC Pipe Design and Construction
PART 2 - CONSTRUCTION DETAILS
2.1 GENERAL
A. The Contractor shall install all water line pipe, fittings and appurtenances in the locations
as shown on the Drawings. Pipe and fittings shall be of the type and sizes specified and
shall be laid accurately to line and grade. Hydrants, valves and all other water line
appurtenances shall be accurately located and properly oriented.
B. The installation of all water lines shall conform with Reference Standards, American Water
Works Association, the standards and specifications of the serving water utility, and the
requirements of the fire authority having jurisdiction.
C. The requirements of the Local Health Department and any other Authority having
jurisdiction shall govern the horizontal and vertical separation of water lines from sanitary
sewers and the hydrostatic testing and disinfection of the water line.
2.2 TRENCH EXCAVATION AND BACKFILL
A. The provisions of the geotechnical report and its specific recommendations to
“Compaction” shall govern all work under this Article.
2.3 STORAGE AND HANDLING
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A. Storage - Storage of pipe, fittings, valves, hydrants and other water line appurtenances on
the job shall be in accordance with the manufacturers' recommendations.
B. Handling - All pipe, fittings, valves, hydrants and other water line appurtenances shall be
protected against impact, shock and free fall, and only equipment of sufficient capacity
and proper design shall be used in their handling. Special care shall be taken to prevent
damage to pipe coatings. The interior of the pipe shall be cleaned before being laid and
shall be kept clean until accepted. All material shall be carefully inspected for defects in
workmanship and materials; all debris and foreign material cleaned out of valve openings,
etc.; all operating mechanisms operated to check their proper functioning; and all nuts and
bolts checked for tightness. Valves, hydrants and other equipment which do not operate
easily or are otherwise defective shall be repaired or replaced.
2.4 DAMAGE
A. General - Pipe, fittings, valves, hydrants and other water line appurtenances which are
defective from any cause, including damage caused by handling, shall be unacceptable
for installation and shall be replaced at no cost to the Owner.
B. Damage Due to Cutting - All cutting of pipe shall be done with an approved power- driven
or mechanical cutter. All cut ends shall be thoroughly examined for possible cracks
caused by cutting, and any cut pipe found to have such cracks shall be rejected. The cut
ends of all pipe shall be beveled and ground smooth.
C. Inspection for Damage - All pipe and fittings shall be subjected to a careful inspection and
proper testing just before being laid. Any pipe, fitting or appurtenance which shows a crack
or which has received a severe blow that may have caused an incipient fracture even
though no such fracture can be seen, shall be marked as rejected and removed at once
from the Work.
D. Damage Prior to Acceptance - Pipe and all water line appurtenances that are damaged or
disturbed through any cause prior to acceptance of the Work shall be repaired, realigned
or replaced as directed by the jurisdiction inspectors at no cost to the Owner.
2.5 PIPE INSTALLATION
A. Laying Pipe - Each length of pipe shall be laid with firm, full and even bearing throughout
its entire length, in a trench prepared and maintained in accordance with the details on the
Drawings. Pipe shall be laid upgrade with bells uphill, with the top of pipe at a minimum
depth as specified hereinafter, except where otherwise noted on the Drawings.
No pipe, valve, blow-off or fitting shall be laid on wood blocks. Similarly, no pieces of rock,
brick, or other material other than earth or gravel shall be left under or adjacent to the pipe.
Pipe layering, in general, shall conform to the latest Standard Specifications of the AWWA
for laying pipe.
Generally, trenches shall not be opened for more than 200 feet in advance of pipe laying
nor left unfilled for more than 100 feet in the rear of pipe laying. New trenches will not be
permitted when earlier trenches require backfilling.
Every length of pipe shall be inspected and cleaned of all dirt and debris before being laid.
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Page 4 of 8
The interior of the pipe and the jointing seal shall be free from sand, dirt and debris before
installing in the line. Extreme care shall be taken to keep the bells of the pipe free from dirt
and debris so that joints may be properly assembled.
No length of pipe shall be laid until the preceding lengths of pipe have been thoroughly
embedded in place, to prevent movement or disturbance of the pipe.
B. Bedding and Backfilling - The type of materials to be used in bedding and backfilling and
the method of placement shall conform to the requirements of the details of the Drawings
coupled with the pertinent sections of the Geotechnical report.
C. Protection During Construction - The Contractor shall protect the installation at all times
during construction, and movement of construction equipment, vehicles and loads over
and adjacent to any pipe shall be done at the Contractor's risk.
At all times when pipe laying is not in progress, all open ends of pipes shall be closed by
approved temporary watertight plugs. If water is in the trench when work is resumed, the
plug shall not be removed until the trench has been pumped dry and all danger of water
entering the pipe has been eliminated.
The Contractor shall furnish a sufficient pumping plant and shall provide and maintain at
his own expense satisfactory drainage wherever needed in the trench and other
excavations during the progress of the Work and at its completion for final inspection. No
pipe or other structure shall be laid in water, and water shall not be allowed to flow or rise
under any concrete or other masonry. All water pumped or bailed from the trench or other
excavation shall be conveyed in proper manner to a suitable point of discharge. The flow
in all sewers, drains and watercourses encountered on the Work and in gutters along the
sides of or across the Work shall be entirely provided for, both temporarily and
permanently, as required, by the Contractor at his expense. All offensive water shall be
removed from the Work at once.
D. Pipe Deflection - Maximum allowable deflection for pipe laid without fittings shall not
exceed the pipe manufacturer's requirements and the requirements of the jurisdiction.
Deflection which exceeds the maximum allowable as established by the pipe
manufacturer and the Water Authority or any other Authority having jurisdiction shall be
grounds for rejection of the line of pipe by the Owner's Field Representative.
E. Cover on Main - The water main shall be laid so as to provide a minimum cover of three (3)
feet below finished grade, or meet the requirements of the jurisdiction, whichever is
greater. The Contractor is advised that at pipe crossings, minimum cover must be
maintained and also proper clearance between pipes must be maintained. No additional
payment will be made for increased depth of trench to comply with crossing requirements.
F. PVC pipe shall have common profiles for inter-changeability between rough-barrel
dimensions, couplings, ends, and elastromeric gaskets to facilitate future repairs. When
assembled, the pipe shall have only one gasket per bell and spigot end, and/or two
gaskets per coupling. PVC pipe shall be provided in standard 6.10m (20" foot) lengths,
unless otherwise detailed on the Approved Plans.
G. PVC Pipe Horizontal radius: In areas where it is required to lay the pipe along a curve, the
use of deflection couplings will be used to form the arc. The pipe shall not be bent to form
the arc, nor shall the pipe be deflected within integral bells or ductile- iron fittings.
Deflection couplings shall be limited to use only on 150mm through 300mm (6"-12"),
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Page 5 of 8
AWWA C900 PVC pipe. Unless otherwise approved PVC pipe shall be installed using 5°
deflection couplings (21/2° at each bell) to form arcs with radii no less than the minimums
noted below.
Pipe Length Used Minimum Radius
20' 229'
10' 115' Combination (refer to Section 3 76'
2.6 JOINTS
A. All joints are to be made watertight and pressure-tight in accordance with the
requirements specified herein.
B. Unless otherwise permitted, jointing of all pipe and fittings shall be done entirely in the
trench.
C. Except as may be otherwise specified herein, all sections of the pipe to be joined shall
have a bell end and a plain end. Installation of cut sections of pipe without a bell end will
not be allowed.
2.7 WATER LINE APPURTENANCES
A. Fittings
1. Fittings shall be used at all breaks in grade or alignment where deflection of the pipe
exceeds the maximum allowable pipe deflection as specified above. Only proper
fittings shall be used to obtain the required deflection.
B. Valves and Valve Boxes
1. Gate valves shall be installed on all water lines where and as shown on the
Drawings and as specified herein. Unless otherwise stated, valves shall be of the
same size as the line.
2. Gate valves shall be installed on all hydrant laterals where and shown on the
Drawings.
3. Valves shall be installed on all service lines in the locations shown.
4. Valve boxes shall be placed over all buried valves. Valve boxes shall be placed so
as not to transmit vehicle loads or shock to the valves and shall be centered and
set plumb over the operating nut of the valve. The cover of the box shall be set
even with finished grade.
C. Hydrants
1. Hydrants shall be installed where and as shown on the Drawings and as specified
herein.
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Page 6 of 8
2. Hydrants shall be installed vertical and plumb, with the proper cover over the
hydrant lateral and proper vehicular clearance from the curb line and/or edge of
pavement. The installation shall provide proper access for fire department
connections.
3. Hydrants and their installation shall conform to the requirements of the jurisdiction.
D. Restraining Devices
1. The installation of the restrained joints and rodding shall be as shown on the
drawings, details and as approved by the jurisdictional inspectors.
E. Concrete Blocking
1. Where pipes change horizontal and vertical direction, at hydrants, tees and other
fittings, and whenever abnormal thrust forces are developed, the Contractor shall
construct thrust and/or anchor blocks as detailed on the Drawings. They shall be
constructed of Class "A" concrete, of minimum dimensions as detailed on the
Drawings or of adequate size to suit actual conditions to withstand the pressures
anticipated, and shall be founded in virgin soil. Thrust block installation shall
comply with jurisdiction field inspector’s requirements.
2.8 CONNECTIONS TO EXISTING FACILITIES
A. General Requirements - The Contractor shall make all required connections of the
proposed water line facilities into existing water line facilities, where and as shown on the
Drawings.
B. Compliance with Requirements of Owner of Facility - Connections made into existing
water line facilities shall be done in accordance with the requirements of the owner of the
facility and the jurisdiction. The Contractor shall be required to comply with all such
requirements, including securing of all required permits, and paying the costs thereof. The
cost of making the connections in accordance with the requirements of the owner of the
existing facility shall be included in the Contract Sum.
2.9 SERVICE LINES
A. General Requirements - The Contractor shall make all required connection(s) of the
building water service line(s) into the water distribution system where and as shown on the
Drawings. Work shall include making the service line connection(s) to the water
distribution system, furnishing and installing service line valves, valve boxes and all
service line pipe from the water distribution system to point(s) and properly sealing the
end(s) with watertight and pressure-tight plug(s), except that, if the building plumbing
contractor has installed his portion of the water service lines, work under this Contract
shall also include final connection(s) of the water service lines to the building service
line(s) installed by the building plumbing contractor. The connection(s) shall be made
utilizing proper fittings compatible with the building service line(s) providing watertight and
pressure-tight connection(s) and shall be done at no additional cost to the Owner.
B. Service Lines Greater Than Two (2) Inches - All service lines greater than two(2) inches in
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diameter shall be Ductile Iron Pipe or PVC Pressure Pipe as indicated on drawings. Each
service line shall be valved with a gate valve where and as directed. Unless specified
otherwise, connections of service lines at the main shall be made with appropriate size
tees.
C. Coordination with Building Plumbing Contractor - The Contractor shall be required to
coordinate his work with the work of the building plumbing contractor to determine the
exact location(s) and elevation(s) of the point(s) of entry into the building prior to
construction.
2.10 DISINFECTION OF COMPLETED LINE
A. After the water line has passed the required pressure and leakage tests and before being
placed in service, the entire line shall be disinfected. All disinfecting methods and
materials shall be in accordance with AWWA Specification C-651. All disinfection
operations and procedures shall meet with the approval of the Water Authority and Health
Department.
B. If the initial bacteriological tests are not satisfactory, the Contractor shall do everything
necessary to obtain satisfactory bacteriological tests including making provisions to
isolate shorter sections of the line if necessary to locate the source of contamination. All
work necessary and required to obtain satisfactory bacteriological tests shall be at the
Contractor's expense and at no additional cost to the Owner.
C. In the event of conflict between the tests specified herein and the test requirements of the
jurisdiction's Health Department or any other Authority having jurisdiction over all or any
portion of the water lines installed under this Contract, the more restrictive requirements
shall govern.
PART 3.0 - MATERIALS
A. The materials to be used in the construction shall be those indicated on the Drawings and
specified herein, and the Contractor shall supply to the Architect, prior to installation,
certificates of compliance for the material used. The Contractor shall also submit shop
drawings and catalog cuts of all water line items and appurtenances (pipes, fittings,
valves, valve boxes, hydrants, etc.), to the Architect for approval prior to ordering.
3.1 WATER SYSTEM AND APPURTENANCES
A. General - All materials for water lines and appurtenances shall be in accordance with the
requirements of the jurisdiction.
B. Polyvinyl Chloride(PVC) Pressure Pipe -
1. PVC pipe in sizes 100mm (1") through 300mm (12") shall comply with the
requirements of AWWA C900, Class 200 (DR 18) or as specified on the plans.
3. Pipe joints shall be integrally molded bell ends in accordance with ASTM D 3034
Table 2 with factory supplied elastomeric gasket and lubricants.
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C. PVC Deflection Couplings
1. PVC deflection couplings that allow for 2W deflection at each bell for a maximum of
5° total deflection are limited to use on 100mm (1") through 300mm (12") AWWA
C900 PVC pipe.
2. Deflection couplings for use with AWWA C905 PVC pipe shall be in accordance
with the manufacturer's recommendations shall be submitted to and approved by
the Civil Engineer prior to installation.
D. PVC Fittings - Shall conform to AWWA C110, to ANSI A21.10 grey iron or ductile-iron for
use with PVC pipe. fittings shall have mechanical joint type or push-on type joints
manufactured specifically for PVC pipe. Couplings shall be Certainteed Corp., Fluid- Tile,
Johns Manville Ring-Tite or approved equal.
E. PVC Pipe Tracer Wire - Provide tracer wire materials, continuous full length at each run.
F. PVC Pipe Warning/Identification Tape — Provide warning/Identification tape materials.
G. Gate Valve Boxes - Use Parkson Tyler, APCO or approved equal deep skirted lid (4" or
more) type, sliding adjustable cast iron valve boc c.i. min. t.s. 30,000 p.s.i.
END OF SECTION – 33 10 00
Poinsettia Community Park – Phase III Project No. 4605
STORM DRAINAGE UTILITIES
33 40 00
Page 1 of 10
SECTION 33 40 00 – STORM DRAINAGE UTILITIES
PART 1 -DESCRIPTION
1.1 SCOPE
A. The Contractor shall provide all labor and equipment necessary and required to install all
of the storm drainage facilities in accordance with the Contract Documents. Work shall
include, but not be limited to:
1. Installation of drainage system(s) consisting of manholes, drain inlets, catch
basins, pipe, end sections, outlet control structure(s), and all necessary and
required accessory items and operations, including connection(s) to existing
drainage facilities.
2. Installation of building leader drains at building downspouts, where indicated on
plans or as described herein, consisting of all pipe, fittings and required accessory
items and operations, including connections to the proposed and/or existing
drainage system. All downspouts at the front of building and associated canopy
elements shall have leader drain connection to the storm piping.
3. Where shown, installation of under-drains consisting of all pipe, fittings and
required accessory items and operations, including connections to the proposed
and/or existing drainage system.
1.2 WORK SPECIFIED UNDER OTHER SECTIONS
A. The following related work is specified under other Sections:
1. Site Concrete Work (32 13 13)
1.3 OTHER REQUIREMENTS
A. In addition to the requirements specified herein, the Contractor shall comply with the
requirements as specified on the Drawings.
PART 2 - CONSTRUCTION DETAILS
2.1 GENERAL
A. The Contractor shall install all drainage structures and pipe in the locations shown on the Drawings. Pipe shall be of the type and sizes specified and shall be laid accurately to line and grade. Structures shall be accurately located and properly oriented.
B. The installation of all drainage structures and pipe shall conform to the requirements of all
Authorities having jurisdiction.
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2.2 TRENCH EXCAVATION AND BACKFILL
A. The provisions of the geotechnical report and its specific recommendations to
“Compaction” shall govern all work under this Article.
2.3 STORAGE AND HANDLING
A. Storage - Storage of storm drain pipe and appurtenances on the job shall be in
accordance with the manufacturers' recommendations and to minimize out-of-roundness.
Pipes shall be stored in shaded areas to minimize effects of thermal and ultraviolet
exposure.
B. Handling - All storm drain pipe and appurtenances shall be protected against impact,
shock and free fall, and only equipment of sufficient capacity and proper design shall be
used in handling the pipe and appurtenances.
2.4 DAMAGE
A. General - Pipe and/or appurtenances which are defective from any cause, including
damage caused by handling, shall be unacceptable for installation and shall be replaced
by the Contractor at no cost to the Owner.
Pipe and/or appurtenances that are damaged or disturbed through any cause prior to
acceptance of the Work, shall be repaired, realigned or replaced by the Contractor at the
Contractor's expense.
2.5 PIPE INSTALLATION
A. Laying Pipe - Each length of pipe shall be laid with firm, full and even bearing throughout
its entire length, in a trench prepared and maintained in accordance with the details as
shown on the Drawings. Pipe shall be laid upgrade unless otherwise directed by the
Owner's Field Representative.
Bell and spigot pipe shall be laid with the bell end upgrade; tongue and groove pipe shall
be laid with the groove end upgrade. Trimming of the pipe will not be allowed.
Every length of pipe shall be inspected and cleaned of all dirt and debris before being laid.
Prior to the placing of a length of pipe, the end of the previously laid length shall be
carefully and thoroughly wiped smooth and cleaned to obtain an even and close- fitting
joint.
No length of pipe shall be laid until the proceeding lengths of pipe have been thoroughly
embedded in place, so as to prevent movement or disturbance of the pipe.
B. High Density Polyethylene Pipe (H.D.P.E.) & Fittings shall be installed in accordance with
ASTM D-2321 or manufacturer's recommendations.
C. Pipe Extensions - Where existing pipe is to be extended, the same type of pipe shall be
used unless otherwise specified.
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D. Full Lengths of Pipe - Only full lengths of pipe are to be used in the installation except that
partial lengths of pipe may be used at the entrance to structures where necessary to
obtain a proper connection to the structure.
E. Pipe Entrances to Structures - All pipe entering structures (e.g. manholes, drain inlets,
catch basins, etc.) shall be cut flush with the inside face of the structure, and the cut ends
of the pipe and surface of the structure shall be properly rounded and finished so that
there will be no protrusion, ragged edges, or imperfections that will impede the flow of
water or affect the hydraulic characteristics of the installation.
Only full sections of pipe shall be used where entering a structure which will be exposed to
view, such as headwalls, end sections, etc.
F. Bedding and Backfilling - The type of materials to be used as bedding and backfill and the
method of placement shall conform to the requirements of the details of the Drawings.
G. Protection During Construction - The Contractor shall protect the installation at all times
during construction. Movement of construction equipment, vehicles and loads over and
adjacent to any pipe shall be done at the Contractor's risk.
At all times when pipe laying is not in progress, all open ends of all pipes shall be closed by
approved temporary watertight plugs. If water is in the trench when work is resumed, the
plugs shall not be removed until the trench has been pumped dry and all danger of water
entering the pipe has been eliminated.
The Contractor shall furnish a sufficient pumping plant and shall provide and maintain at
his own expense satisfactory drainage wherever needed in the trench and other
excavations during the progress of the Work and at its completion for final inspection. No
pipe or other structure shall be laid in water and water shall not be allowed to flow or rise
under any concrete or other masonry. All water pumped or bailed from the trench or other
excavation shall be conveyed in proper manner to a suitable point of discharge. The flow
in all sewers, drains and watercourses encountered on the Work and in gutters along the
sides of or across the Work shall be entirely provided for, both temporarily and
permanently, as required, by the Contractor at his expense. All offensive water shall be
removed from the Work at once.
H. Tolerance - Pipe shall be laid accurately to the line and grade shown on the Drawings.
Allowable tolerances shall be one-half (1/2) inch on grade and one (1) inch on line in any
section of pipe between structures. No adverse grades shall be allowed. Deviations from
these tolerances shall be a basis for rejection of the line of pipe. Any line which has been
rejected shall be rebuilt to the correct line and grade by the Contractor at his own expense.
2.6 PIPE JOINTS
A. Pipe shall be joined as specified herein:
1. Jointing Corrugated Polyethylene Drain Pipe - Corrugated external polyethylene
couplers as provided by the pipe manufacturer shall be used. The joints shall be
installed according to the manufacturer's specifications and as approved by the
Civil Engineer.
2. PVCP Pipe — ASTM D 3034, SDR-35
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2.7 STRUCTURES
A. General Requirements - All drainage structures shall be built in accordance with the
details and at the locations shown on the Drawings and as specified herein. Where a
specific material of construction is indicated, no substitution will be allowed unless
authorized in writing by the Engineer. Where more than one type of material of
construction is indicated, the Contractor shall have the option of constructing the structure
of any one of the materials specified. Precast concrete structures shall require shop
drawing review by the Engineer.
Cast-in-place concrete and/or masonry shall not be laid when the temperature is below 40
degrees F., or when indications are for lower temperatures within 24 hours, unless
protection of concrete and masonry is established. In this event, the Contractor shall take
measures to prevent concrete and masonry from being exposed to freezing temperatures
for a period of not less than five (5) days after installation. Any damage to the structure
because of freezing shall be corrected by the Contractor at his own expense.
All cast-in-place concrete and masonry shall be installed by personnel experienced and
skilled in this work.
Manholes, drain inlets and catch basins are to be constructed as soon as the pipe laying
reaches the location of the structures.
In constructing manholes, drain inlets and catch basins, the Contractor shall accurately
locate each structure and set accurate templates to conform to the required line and
grade. Any structure which is mislocated or oriented improperly shall be removed and
rebuilt in its proper location, alignment and orientation at the Contractor's expense.
The Contractor shall use extreme care in the handling of precast concrete structures due
to carelessness in handling or due to any of the Contractor's operations shall be repaired
or replaced by the Contractor at his own expense.
Unless otherwise specified, all structures shall be constructed on concrete foundations. All
foundations shall rest on firm soil of uniform bearing. If the soil beneath the foundation is
unsuitable, the Contractor shall remove this unsuitable material as directed by the Soils
Engineer and replace it with an approved properly compacted granular material
conforming to the requirements of the Article of these Specifications entitled "Trench
Excavation and Backfill" to the bottom elevation of the structure.
B. Precast Concrete Structures - Precast concrete structures shall be installed only after
shop drawings have been approved. All precast concrete structures shall be designed and
fabricated for an H-20 design load unless otherwise indicated on plans.
The base of the precast concrete structures shall be set on a foundation pad of crushed
stone eight (8) inches in compacted thickness. Foundations of all precast concrete
structures shall rest on firm soil of uniform bearing. If soil beneath the foundation is
unsuitable, the Contractor shall remove the unsuitable material as directed by the Soils
Engineer and replace it with an approved properly compacted granular backfill material
conforming to the requirements of the Article of these Specifications entitled "Trench
Excavation and Backfill" to the bottom elevation of the crushed stone pad.
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After pipes have been installed, all openings shall be properly sealed with non- shrinking
cement mortar grout as directed. Grout around pipes which protrude through the walls of
the structure and on all joints shall contain "Antihydro", or other approved additive, to
insure watertightness. Cement grout shall contain one (1) part cement to two (2) parts
sand by volume and additive in accordance with manufacturer's recommendations. Mortar
shall be applied to the bottom one-third (1/3) of the opening before the pipe is inserted.
The precast concrete top section shall be set sufficiently below finished grade to permit a
maximum of four (4) and a minimum of two (2) courses of eight (8) inch brick to be used as
risers to adjust the grade of the casting. Manhole frames shall be set on a grout pad as
specified herein above.
C. Inverts - Smooth invert channels shall be constructed in all manholes and in all drain inlets
and catch basins which do not have sumps, to insure a smooth flow of water through the
structure.
Invert channels for precast concrete structures shall be constructed of concrete; invert
channels for masonry structures may be constructed of concrete or brick.
Extreme care shall be taken by the Contractor to construct invert channels to the shape,
elevations and dimensions shown, specified or ordered by the Site Engineer.
When a curve in the invert channel or some other condition prevents the use of channels
as shown on the Drawings, then such channels shall be constructed in accordance with
the directions of the Civil Engineer/Architect.
When pipes entering and leaving a manhole are of different diameters, the invert channel
shall be constructed so as to provide a smooth transition from the inflow pipe(s) to the
outflow pipe.
The invert channel shall be carried up to the elevations shown on the Drawings. Channels
shall slope smoothly and evenly from the inflow pipe(s) to the outflow pipe.
Split pipe for channels will be considered only in those instances where the drain line is of
concrete pipe and the major inflow pipe and outflow pipe is of the same size and
alignment.
Invert channels shall be built for future extensions where shown on the Drawings.
D. Frames and Covers/Grates - Frames and covers/grates for drain structures shall be of the
types and sizes indicated on the Drawings. Frames shall be well bedded in mortar and
shall be set accurately to the correct alignment and grade. In areas to be paved, frames
shall be set by using four (4) points of reference, set 90 degrees apart, to insure accurate
setting to proposed pavement grade.
Where drain inlets and/or catch basins are to be placed on curb lines or at edge of
pavements, sufficient length of proposed curb or edge of pavement adjacent to the
structure shall be established prior to construction of the drain inlet and/or catch basin to
insure that the structure is correctly located and oriented.
E. Steps - Steps shall be installed in all manholes. Steps shall also be installed in all drain
inlets and catch basins greater than four (4) feet in depth unless otherwise specified.
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Steps shall be set securely in place during the construction of the wall for masonry
structures and during fabrication of the wall section for precast concrete structures.
2.8 CONNECTIONS TO EXISTING FACILITIES
A. General Requirements - The Contractor shall make all required connections of the
proposed drainage facilities into existing drainage facilities, where and as shown on the
Drawings.
B. Compliance with Requirements of Owner of Facility - Connections made into existing
drainage facilities shall be done in accordance with the requirements of the owner of the
facility and the jurisdiction. The Contractor shall be required to comply with all such
requirements, including securing of all required permits and paying the costs thereof. The
cost of making the connections in accordance with the requirements of the owner of the
existing facility shall be included in the Contract Sum.
2.9 ALTERATION, RECONSTRUCTION AND/OR CONVERSION OF EXISTING STRUCTURES
A. General Requirements - The Contractor shall alter, reconstruct and/or convert existing
structures where as shown on the Drawings. In general, alterations shall be made with the
same type of material used in the original construction unless otherwise indicated on the
Drawings.
B. Adjustment to New Grade and Alignment - All castings on existing drainage structures that
are to remain shall be adjusted to new grade and alignment. When such adjustment is
required the castings shall be carefully removed and the walls of the structures
reconstructed as required. The castings shall be cleaned and reset in a firm mortar bed to
the new grade and alignment. Existing castings which are broken, damaged or otherwise
unfit for incorporation into the new work shall be replaced under the Contract Sum.
C. Damage to Existing Structure and/or Pipe - The Contractor shall exercise extreme care
during such alteration, reconstruction and/or conversions so as not to damage any
portions of the structure and/or pipe shown to remain. Any such damage shall be repaired
by the Contractor at his own expense.
D. Structures to be Cleaned - Upon completion of alteration, reconstruction and/or
conversion of existing structures, all structures shall be cleaned of any accumulation of
silt, debris or foreign matter of any kind and shall be kept clean of such accumulation until
final acceptance of work.
2.10 RELOCATION AND/OR ABANDONMENT OF EXISTING FACILITIES
A. The Contractor shall not abandon, disconnect, obstruct or in any other way interfere with
the operation of an existing storm drain facility until such time as adequate permanent or
temporary substitute facilities have been constructed and placed in operation.
2.11 CLEANING AND REPAIR
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A. The Contractor shall clean the entire drainage system of all debris and obstructions. This
shall include, but not be limited to, removal of all formwork from structures, concrete and
mortar droppings, construction debris and dirt. The system shall be thoroughly flushed
clean and the Contractor shall furnish all necessary hose, pumps, pipe and other
equipment that may be required for this purpose. No debris shall be flushed into existing
storm drains or streams. All debris shall be removed from the system.
After the system has been cleaned, the Contractor shall thoroughly inspect the system
and all repairs shown to be necessary shall be promptly made by the Contractor.
All work of cleaning and repair as specified herein and as required by jurisdiction
inspectors shall be done at the Contractor's expense.
2.12 FINAL TESTS AND INSPECTIONS
A. Upon completion of the Work and before final acceptance by the Owner, the entire
drainage system shall be subjected to an inspection in the presence of the Owner's
Representative. The Work shall visually gravity flow tested and deemed to not be
complete until all design and jurisdiction requirements for line, grade cleanliness, and
workmanship have been met.
PART 3 - MATERIALS
The materials to be used in the construction shall be those indicated on the Drawings and
specified herein. The Contractor shall supply to the Owner’s Representative, prior to
installation, certificates of compliance for the materials used. The Contractor shall also
submit shop drawings and catalog cuts of all storm drain items and appurtenances (pipe,
fittings, joints, castings, steps, precast concrete structures, etc.) to the Architect for
approval prior to ordering.
3.1 STORM DRAIN PIPE, FITTINGS AND JOINTS
A. Underdrains - Pipe, Fittings and Filter Materials
1. Filter Material - shall be approved crushed aggregate meeting the requirements of
ASTM Designation C-33, size No. 57.
B. Polyvinyl Chloride Pipe and Fittings For Gravity Lines (PVCP)
1. Shall conform to the requirements of ASTM Designation D-3034 for SDR-35 extra
strength pipe and fittings. Pipe shall have integral wall bell and spigot joints.
Assembly shall be by means of push-on joints using flexible elastomeric seals
conforming to ASTM Designation D-3212.
All fittings and accessories shall be furnished by the pipe manufacturer. Joint
lubricant shall be as recommended by the pipe manufacturer.
2. PVC pipe shall have common profiles for inter-changeability between rough- barrel
dimensions, couplings, ends, and elastomeric gaskets to facilitate future repairs.
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When assembled, the pipe shall have only one gasket per bell and spigot end,
and/or two gaskets per coupling.
3. Sewer pipe shall be furnished in standard 3.96m or 6.10m (13' or 20") lengths,
unless otherwise detailed or required on the Approved Plans.
4. Follow the Manufacturer's recommendations for the minimum allowable radius for
the size of pipe used.
5. All pipe, fittings, and couplings shall be clearly marked in accordance with ASTM
D3034, F679, and F794, respectively.
6. All pipe shall have a home mark on the spigot end to indicate proper penetration
when the joint is made.
3.2 STRUCTURES
A. General - Where material requirements specified hereinafter conflicts with the
requirements of Authorities having jurisdiction, the requirements of the Authority having
jurisdiction shall govern.
B. Precast Concrete Structures - Prior to fabrication, the Contractor shall submit four (4) sets
of plans of the proposed precast concrete structures to the Site Engineer for approval
along with design criteria and certification by the manufacturer that the structure will
support the design load. Unless specified otherwise, precast concrete structures shall be
designed for an H-20 design load, unless otherwise noted on plans.
Precast concrete manhole sections shall conform to ASTM Designation C-478. Joints for
manhole sections shall conform to ASTM Designation C-443.
The minimum compressive strength of the concrete used for all precast structures shall
be 4,000 psi. Where steps are required in structures, steps shall be installed during the
casting of the structures, aligned as specified herein. Joints in the structures shall be
tongue and groove joints, formed in such a manner so that a watertight rubber seal can
be applied.
No precast concrete structure shall be fabricated or delivered to the job site until it has
been reviewed by the Architect. All structures shall have an identifying number and
manufacturer's name on each section.
When precast concrete structures are to be used, the Contractor shall bear all
responsibility for the proper locations and sizes of all openings to receive the pipe. The
review of shop drawings by the Architect shall not relieve the Contractor of his
responsibility in this matter. Should field revisions to the structure be necessary due to
improper location of openings or unforeseen field conditions such as line and/or grade
changes, deletion of structures, relocation of structures, or addition or deletion of lines to
be connected into the structures, then the Contractor will be required to make all
necessary and required revisions to the satisfaction of the Architect and at no additional
cost to the Owner.
B. Drain Inlet and Catch Basin Frames and Grates - shall be as specified on the Drawings
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and in accordance with the following requirements and shall be American made by a
nationally recognized casting manufacturer:
1. Cast Iron - shall be gray cast iron castings conforming to the requirements of
AASHTO Designation M105, Class 30. All requirements of workmanship and
material as specified for manhole castings shall apply herein. If directed, and at
no additional cost to the Owner, castings shall be coated with an asphalt paint
which shall result in a smooth coating and not be tacky or brittle.
All component parts of the frames and grates shall fit together in a satisfactory
manner and frames and covers shall be of a non-rocking design so as to
prevent rocking or rattling under traffic. Frames and grates that are warped or
rocking shall be rejected and shall be removed and replaced by the Contractor.
C. Concrete and Reinforcing - shall conform to the requirements as specified under the
Section of these Specifications entitled "Site Concrete".
D. Mortar - shall be composed of one (1) part Portland cement and two (2) parts sand by
volume. Material requirements shall be as follows:
1. Portland Cement - shall conform to the requirements of AASHTO Designation
M-85.
2. Mortar Sand - shall conform to the requirements of AASHTO Designation M45,
except that aggregate shall be no coarser than #8 sieve size.
3. Water - shall be clean and shall not contain any oil, acid, alkali, salts, vegetable
matter, organic matter or other deleterious substances. When possible, water shall
be from a municipal system.
Hand mixing of mortar will be permitted only when the amount of mortar to be used
makes machine mixing undesirable. When hand mixing is used, the ingredients
must first be thoroughly mixed dry in a tight box. The proper quantity of clean water
shall then be gradually added, and the materials shall be hoed or worked until a
uniform mixture is secured. Admixtures may not contain calcium chloride.
No greater quantity of mortar is to be prepared than is required for immediate use,
and it shall be worked over constantly with hoe or shovel until used. No mortar
shall be retempered, and none shall be used more than one and one-half (1-1/2)
hours after mixing. All mortar which remains upon stopping work shall be
discarded.
E. Steps - Steps in drainage structures shall be as specified herein and on the details of the
Drawings and shall meet the requirements for steps and ladders as specified under ASTM
Designation C-478.
1. Malleable or Ductile Cast Iron - shall be designed for a minimum design live load of
a single concentration of 300 pounds. Material shall be of Iron, Class 25A, in
accordance with ASTM Designation A-48 or Malleable Iron, Grade 35018 in
accordance with ASTM Designation A-47.
2. Plastic Coated Steel - shall be No. 4 deformed reinforcement bar meeting the
requirements of ASTM Designation A-615, Grade 60 which shall be coated with
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polypropylene plastic meeting the requirements of ASTM Designation D2146 for
Type II, Grade 49108.
All steps shall be true to pattern, form dimensions, and free from defects which would
affect their strength. Steps having defects filled with putty or cement of any kind shall be
rejected.
END OF SECTION 33 40 00
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SECTION 33 46 00 - SUBDRAINAGE
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and Division 01 Specification Sections, apply to this
Section.
1.2 SUMMARY
A. Section Includes:
1. Perforated-wall pipe and fittings.
2. Geotextile filter fabrics.
1.3 ACTION SUBMITTALS
A. Product Data:
1. Drainage conduits, including rated capacities.
2. Geotextile filter fabrics.
PART 2 - PRODUCTS
2.1 PERFORATED-WALL PIPES AND FITTINGS
A. Perforated PVC Sewer Pipe and Fittings: ASTM D 2729, bell-and-spigot ends, for
loose joints.
2.2 SOIL MATERIALS
A. Soil materials are specified in Section 31 20 00 "Earth Moving."
2.3 GEOTEXTILE FILTER FABRICS
A. Description: Fabric of PP or polyester fibers or combination of both, with flow rate
range from 110 to 330 gpm/sq. ft. when tested according to ASTM D 4491.
B. Structure Type: Nonwoven, needle-punched continuous filament.
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1. Survivability: AASHTO M 288 Class 2.
2. Styles: Flat and sock.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Examine surfaces and areas for suitable conditions where subdrainage systems are to
be installed.
B. If subdrainage is required for landscaping, locate and mark existing utilities,
underground structures, and aboveground obstructions before beginning installation
and avoid disruption and damage of services.
C. Proceed with installation only after unsatisfactory conditions have been corrected.
3.2 EARTHWORK
A. Excavating, trenching, and backfilling are specified in Section 31 20 00 "Earth Moving."
3.3 RETAINING-WALL DRAINAGE INSTALLATION
A. Lay flat-style geotextile filter fabric in trench and overlap trench sides.
B. Place supporting layer of drainage course over compacted subgrade to compacted
depth of not less than 4 inches.
C. Encase pipe with sock-style geotextile filter fabric before installing pipe. Connect sock
sections with adhesive or tape.
D. Install drainage piping as indicated in Part 3 "Piping Installation" Article for retaining-
wall subdrainage.
E. Add drainage course to width of at least 6 inches on side away from wall and to top of
pipe to perform tests.
F. After satisfactory testing, cover drainage piping to width of at least 6 inches on side
away from footing and above top of pipe to within 12 inches of finish grade.
G. Place drainage course in layers not exceeding 3 inches in loose depth; compact each
layer placed and wrap top of drainage course with flat-style geotextile filter fabric.
H. Place layer of flat-style geotextile filter fabric over top of drainage course, overlapping
edges at least 4 inches.
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I. Fill to Grade: Place satisfactory soil fill material over compacted drainage course. Place
material in loose-depth layers not exceeding 6 inches. Thoroughly compact each layer.
Fill to finish grade.
3.4 LANDSCAPING DRAINAGE INSTALLATION
A. Provide trench width to allow installation of drainage conduit. Grade bottom of trench
excavations to required slope, and compact to firm, solid bed for drainage system.
B. Lay flat-style geotextile filter fabric in trench and overlap trench sides.
C. Place supporting layer of drainage course over compacted subgrade and geotextile
filter fabric, to compacted depth of not less than 4 inches.
D. Install drainage conduits as indicated in Part 3 "Piping Installation" Article for
landscaping subdrainage with horizontal distance of at least 6 inches between conduit
and trench walls. Wrap drainage conduits without integral geotextile filter fabric with
flat-style geotextile filter fabric before installation. Connect fabric sections with adhesive
or tape.
E. Add drainage course to top of drainage conduits.
F. After satisfactory testing, cover drainage conduit to within 12 inches of finish grade.
G. Install drainage course and wrap top of drainage course with flat-style geotextile filter
fabric.
H. Place layer of flat-style geotextile filter fabric over top of drainage course, overlapping
edges at least 4 inches.
I. Fill to Grade: Place satisfactory soil fill material over drainage course. Place material in
loose-depth layers not exceeding 6 inches. Thoroughly compact each layer. Fill to
finish grade.
3.5 PIPING INSTALLATION
A. Install piping beginning at low points of system, true to grades and alignment indicated,
with unbroken continuity of invert. Bed piping with full bearing in filtering material.
Install gaskets, seals, sleeves, and couplings according to manufacturer's written
instructions and other requirements indicated.
1. Retaining-Wall Subdrainage: When water discharges at end of wall into
stormwater piping system, install piping level and with a minimum cover of 36
inches unless otherwise indicated.
2. Landscaping Subdrainage: Install piping pitched down in direction of flow, at a
minimum slope of 0.5 percent and with a minimum cover of 36 inches unless
otherwise indicated.
3. Lay perforated pipe with perforations down.
4. Excavate recesses in trench bottom for bell ends of pipe. Lay pipe with bells
facing upslope and with spigot end entered fully into adjacent bell.
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B. Use increasers, reducers, and couplings made for different sizes or materials of pipes
and fittings being connected. Reduction of pipe size in direction of flow is prohibited.
C. Install thermoplastic piping according to ASTM D 2321.
3.6 PIPE JOINT CONSTRUCTION
A. Join perforated PVC sewer pipe and fittings according to ASTM D 3212 with loose bell-
and-spigot, push-on joints.
B. Special Pipe Couplings: Join piping made of different materials and dimensions with
special couplings made for this application. Use couplings that are compatible with and
fit materials and dimensions of both pipes.
3.7 CLEANOUT INSTALLATION
A. Comply with requirements for cleanouts specified in Section 33 40 00 "Storm Drainage
Utilities."
B. Cleanouts for Retaining-Wall and Landscaping Subdrainage:
1. Install cleanouts from piping to grade. Locate cleanouts at beginning of piping run
and at changes in direction. Install fittings so cleanouts open in direction of flow
in piping.
2. In nonvehicular-traffic areas, use NPS 4 PVC pipe and fittings for piping branch
fittings and riser extensions to cleanout. Set cleanout frames and covers in a
cast-in-place concrete anchor, 12 by 12 by 4 inches deep. Set top of cleanout 1
inch above grade.
3. Comply with requirements for concrete specified in Section 32 13 13 "Site
Concrete Work”.
3.8 CONNECTIONS
A. Comply with requirements for piping specified in Section 33 40 00 "Storm Drainage
Utilities." Drawings indicate general arrangement of piping, fittings, and specialties.
B. Connect low elevations of subdrainage system to site’s solid-wall-piping storm
drainage system where indicated.
3.9 IDENTIFICATION
A. Arrange for installation of green warning tapes directly over piping. Comply with
requirements for underground warning tapes specified in specified in Section 31 20 00
"Earth Moving."
1. Install detectable warning tape over nonferrous piping and over edges of
underground structures.
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3.10 FIELD QUALITY CONTROL
A. Tests and Inspections:
1. After installing drainage course to top of piping, test drain piping with water to
ensure free flow before backfilling.
2. Remove obstructions, replace damaged components, and repeat test until results
are satisfactory.
B. Drain piping will be considered defective if it does not pass tests and inspections.
C. Prepare test and inspection reports.
3.11 CLEANING
A. Clear interior of installed piping and structures of dirt and other superfluous material as
work progresses. Maintain swab or drag in piping and pull past each joint as it is
completed. Place plugs in ends of uncompleted pipe at end of each day or when work
stops.
END OF SECTION 33 46 00
Poinsettia Community
Park – Phase III
2
Supplemental Special
Provisions
Poinsettia Community
Park – Phase III
Supplemental Special
Provision A:
Geotechnical Report
GEOTECHNICAL CONSULTANTS
12595 RAGWEED STREET, SAN DIEGO, CALIFORNIA 92129 • PHONE (858)484-2347 • FAX (858)484-8682
July 21, 2016
Mr. Mark Moss
Schmidt Design Group
1111 Sixth Avenue, Suite 500
San Diego, California 92101
Subject: Revised Recommendations
Soils Investigation
Proposed Poinsettia Community Park Improvements
Carlsbad, California
(K2 Engineering Job No. G2015011-1)
Dear Mr. Moss:
We are pleased to present supplemental recommendations for the proposed Poinsettia Community
Park Improvements in Carlsbad, California. We previously performed a geotechnical investigation at
the site and presented the results in a report dated November 20, 2015.
The information in this letter represents professional opinions that have been developed using that
degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical
consultants practicing in this or similar localities. No other warranty, express or implied, is made as
to the professional advice included in this letter.
In our report we recommended that Caltrans Class 4 Aggregate Base be used beneath the pervious
concrete. Based on our conversations with local aggregate providers, Class 4 Aggregate Base is not
readily available locally, which may result in delays and/or additional cost. The purpose of this letter
is to provide revised recommendations for the aggregate base to be used beneath the proposed
pervious concrete pavement. Revised recommendations for placement and materials are presented
below.
The aggregate base beneath the pervious concrete may consist of Caltrans Class 2 permeable base.
The base course should have a minimum void content of 30 percent as determined using ASTM C29.
Additionally, the base should meet the following criteria:
• Durability Index of no less than 40 per California test 229.
• Cleaness value of no less than 75 per California Test 227.
• Loss in Los Angeles Rattler after 500 revolutions: Maximum 45 per California Test
211
Schmidt Design Group July 21, 2016 Poinsettia Community Park G2015011-1
2
When a compacted base course thickness in excess of 6 inches is required, the materials should be
placed in layers of equal thickness not less than 3 inches or more than 6. The permeable base is to
be compacted as follows:
• Compact with a 10-ton vibratory roller
• Make 2 complete passes in vibratory mode and at least 2 complete passes in static
mode.
• In areas not accessible to the vibratory roller, use a 13,500 lbf plate compactor with a compaction indicator.
- o0o -
We trust this letter provides you with the information you require at this time. Should you have
any questions regarding the information presented, please do not hesitate to call.
Sincerely,
K2 ENGINEERING, INC.
Susana Kemmerrer, RGE 2287
President
Submitted via e-mail: mmoss@schmidtdesign.com jtbarr@schmidtdesign.com
K2/REPORTS/Schmidt Design/Poinsettia Park/G2015011-1 Poinsettia Supplemental 7-21-16.doc
6/30/2017
REVISED FINAL
SOILS INVESTIGATION
PROPOSED
POINSETTIA COMMUNITY PARK EXPANSION
6600 HIDDEN VALLEY ROAD
CARLSBAD, CALIFORNIA
(K2 Engineering Job No. G2015011-1)
Prepared for:
Schmidt Design Group
November 20, 2015
GEOTECHNICAL CONSULTANTS
12595 RAGWEED STREET, SAN DIEGO, CALIFORNIA 92129 • PHONE (858)484-2347 • FAX (858)484-8682
REVISED FINAL
SOILS INVESTIGATION
PROPOSED
POINSETTIA COMMUNITY PARK EXPANSION
8600 HIDDEN VALLEY ROAD
CARLSBAD, CALIFORNIA
(K2 Engineering Job No. G2015011-1)
Schmidt Design Group G2015011-1
Poinsettia Community Park Expansion, Carlsbad, California Revised Final
TABLE OF CONTENTS
Text Page No.
1.0 Summary ............................................................................................................ 1
2.0 Scope ................................................................................................................. 2
3.0 Project Description ............................................................................................ 3
4.0 Site Conditions .................................................................................................. 3
4.1 Existing Conditions .................................................................................. 3
4.2 Subsurface Conditions .............................................................................. 4
5.0 Percolation Testing ............................................................................................ 5
6.0 Conclusions and Recommendations ................................................................. 6
6.1 General ..................................................................................................... 6
6.2 Foundations ............................................................................................. 7
6.3 Excavation ............................................................................................... 10
6.4 Grading .................................................................................................... 10
6.5 Seismic Design Parameters ..................................................................... 12
6.6 Retaining Walls ....................................................................................... 13
6.7 Slopes and Erosion Control ..................................................................... 14
6.8 Concrete Flatwork .................................................................................... 15
6.9 Paving ...................................................................................................... 15
7.0 Soil Corrosivity ........................................................................................ 18
8.0 Basis for Recommendations .............................................................................. 19
Appendix A Explorations and Laboratory Tests
List of Plates Plate No.
Site Plan ...................................................................................................................... 1
Boring Logs .................................................................................................................A-1.1 − A-1.5
Unified Soil Classification System ............................................................................. A-2
Direct Shear Test Data ................................................................................................ A-3
Compaction Test Data ................................................................................................. A-4
Expansion Index Test Data ......................................................................................... A-5
Corrosivity Test Results .............................................................................................. A-6
R-Value Test Data ....................................................................................................... A-7
GEOTECHNICAL CONSULTANTS
12595 RAGWEED STREET, SAN DIEGO, CALIFORNIA 92129 • PHONE (858)484-2347 • FAX (858)484-8682
November 20, 2015
Mr. Jeffrey T. Barr
Schmidt Design Group
1111 Sixth Avenue, Suite 500
San Diego, CA 92101
Transmitted via e-mail: JTBarr @schmidtdesign.com
(K2 Engineering Job No. G2013001-1)
Dear Mr. Barr:
We are pleased to submit our “Revised Final Soils Investigation, Proposed Poinsettia Community
Park Expansion, Carlsbad, California.”. We previously submitted the results of our soils
investigation in a report dated September 18, 2015. After submittal of that report, we were informed
that about 3 feet of fill may be placed for the proposed arena and that pervious concrete pavement is
being considered.
The supplemental paving recommendations are presented in this report together with the results of our
field explorations and laboratory tests, as well as recommendations for design of foundations and
earthwork.
Please call us if you have any questions or if we can be of further service to you on this or future
projects. It has been a pleasure working with you.
Respectfully submitted,
K2 ENGINEERING, INC.
6/30/17
Susana Kemmerrer, RGE 2287
President
K2/Reports/SCHMIDT DESIGN/Poinsettia Park G2015011-1 REV Final 11-20-15.doc
Schmidt Design Group G2015011-1
Poinsettia Community Park Expansion, Carlsbad, California Revised Final
Page 1
1.0 SUMMARY
This report presents the results of our soils investigation performed to provide earthwork and
foundation recommendations for the proposed Poinsettia Community Park Expansion. The proposed
expansion projects are to be located on the western side of Poinsettia Community Park located on
Hidden Valley Road, north of Beacon Bay Drive and south of Turnstone Road in Carlsbad,
California. The location of the exploratory excavations is presented on Plate 1, Site Plan. A summary
of our findings and recommendations is presented below.
• Fill soils 6 to 14 feet in thickness were encountered in the exploratory excavations. The fill
soils consisted of loose to dense silty sand and clayey sand. Laboratory testing indicated
relative compaction of 86% to 95% at the sample locations. The fill soils have a low expansion
potential. The fill soils were reportedly placed during mass grading of the site. Documentation
regarding fill placement was not available for review. If future improvements beyond those
considered in this report are planned, additional studies will be required.
• Formational materials were encountered beneath the fill at two of the exploratory excavations
(BP-4 and BP-5) at depths of 6 and 14½ feet. The formational materials consisted of dense to
very dense, weakly cemented, silty sandstone and siltstone.
• Groundwater was not encountered in any of the excavations.
• Due to the low densities noted in the upper fill soils, it is recommended that the existing fill
soils be overexcavated and replaced as compacted fill beneath the proposed arena, slabs
and/or hardscaped areas.
• It is recommended that the footings for the proposed retaining be supported on at least 2 feet
of compacted fill.
• Percolation testing performed on site indicated slow to moderately rapid percolation rates.
Schmidt Design Group G2015011-1
Poinsettia Community Park Expansion, Carlsbad, California Revised Final
Page 2
2.0 SCOPE
This report presents the results of a soils investigation performed to provide planning and design
criteria for the proposed expansion of the Poinsettia Community Park in Carlsbad, California. The
approximate locations of the exploratory excavations are presented in Plate 1, Site Plan.
The purpose of this investigation was to determine the static physical characteristics of the on-site
soils; and to provide geotechnical recommendations for foundation design, grading, excavation and
backfill for the proposed facilities. More specifically, the scope of the investigation included the
following:
• Evaluation of the existing surface and subsurface conditions, including groundwater
conditions (if encountered), within the areas of proposed construction.
• Drilling and logging of five borings to a maximum depth of 16½ feet.
• Performing two percolation tests to evaluate the permeability of the on-site soils.
• Laboratory tests to estimate the physical properties of the onsite materials.
• Providing recommendations for grading.
• Providing recommended foundation systems together with the associated design
parameters.
• Presenting general recommendations concerning construction procedures and quality
control measures relating to earthwork.
Our recommendations are based on the results of our field explorations, laboratory tests and
associated geotechnical analyses. The results of our field explorations and laboratory tests are
presented in Appendix A. This investigation did not include studies to assess the geologic or
environmental hazards that may affect the site however, this does not imply that such hazards affect
the site.
Our professional services have been performed using that degree of care and skill ordinarily
exercised, under similar circumstances, by reputable geotechnical consultants practicing in this or
similar localities. No other warranty, express or implied, is made as to the professional advice
included in this report. This report has been prepared for Schmidt Design Group and their design
Schmidt Design Group G2015011-1
Poinsettia Community Park Expansion, Carlsbad, California Revised Final
Page 3
consultants to be used solely in the evaluation of the subject project. The report has not been prepared
for use by other parties, and may not contain sufficient information for purposes of other parties or
other uses.
3.0 PROJECT DESCRIPTION
Poinsettia Community Park is a 42-acre park located at 6600 Hidden Valley Road, between Turnstone
Road and Beacon Bay Drive in the City of Carlsbad, California. The existing park facilities include
two soccer fields, three baseball fields, basketball and tennis courts, a tot lot, concessions/restroom
buildings and associated parking.
Based on available information, the proposed new facilities will be located on the western side of the
park and will include a multi-use sports arena, new playground area and an off-leash dog park. We
understand that the proposed multi-use sports arena will be located on the northwest corner of the
park, west of the existing soccer fields. The facility will encompass about 0.75 acres and will include
a picnic area with a shade structure and lighting. A retaining wall may be required along the west side
of the field. The proposed tot lot will be constructed within a 0.25-acre area located east of the
existing playground and the restroom building. New playground equipment and rubberized surfacing
is to be installed at the new location. Existing plans indicate, that it is proposed to locate the off-leash
dog park in the grass area located south of the soccer fields. Some grading may be required within
this area. Wood chips are to be used as surfacing.
4.0 SITE CONDITIONS
4.1 EXISTING CONDITIONS
The site of the proposed multi-use sports arena is located on the northwest corner of the park west of
the soccer fields. The site is bound to the west, north and south by the existing pedestrian walkway
and beyond that the natural canyon. A slope about 15 feet in height descends to the site from the
soccer fields to the east. The slope is landscaped with trees and grass. The location of the proposed
multi-use arena is a relatively flat, unpaved vacant area.
Schmidt Design Group G2015011-1
Poinsettia Community Park Expansion, Carlsbad, California Revised Final
Page 4
It is proposed to locate the tot-lot southeast of the existing restroom building. Natural grass covers the
area with large trees located to the west and north of the proposed playground.
According to available information, the proposed off-leash dog park will be located in the depressed
lawn area south of the soccer fields. A drainage feature/storm drain collection basin currently
occupies the central low-point in the site. The site grades slope down about 15 feet from the adjacent
walkways to the north, south and east. The western section of the site is at about the same elevation
as the adjacent walkway.
According to the available information, the areas of proposed construction were graded during mass
grading of the Poinsettia Community Park by cutting and filling the previously existing topography.
4.2 SUBSURFACE CONDITIONS
The subsurface conditions were explored by drilling five small-diameter borings extending to depths of
6½ to 16½ feet below the existing ground surface. In addition, two percolation test holes were
excavated to depths of approximately 3 feet. Fill soils 6 to up to 14½ feet in thickness were
encountered in the exploratory excavations. At the locations sampled the fill soils consisted of loose to
dense silty sand and clayey sand with relative compaction of 86% to 95%. The on-site soils have a
low expansion potential (Expansion Index of 12 and 22).
These fills were reportedly placed during rough grading of the area. Documentation regarding
earthwork performed during grading of the site was not available for review at the time this report
was written. Deeper and/or poorer quality fills may be encountered at locations not drilled.
Formational materials consisting of Quaternary-aged terrace deposits (Tan and Kennedy, 1996) were
encountered beneath the fill soils in two of the borings (BP-4 and BP-5) at depths of 6 to 14½ feet. The
formational materials consisted of dense to very dense, moderately to weakly cemented silty sandstone
and sandy siltstone
Groundwater was not encountered within any of the borings or percolation test pits during drilling.
However, groundwater conditions could develop and/or seepage may occur depending on annual
Schmidt Design Group G2015011-1
Poinsettia Community Park Expansion, Carlsbad, California Revised Final
Page 5
precipitation and irrigation. Seepage may occur along lithologic changes within the on-site soils and
at the interface between the fill and the less permeable formational materials.
5.0 PERCOLATION TESTS
Two percolations tests were performed to evaluate the infiltration characteristics of the on-site soils
and to provide information for the design of the proposed water retention facilities or
improvements. The approximate percolation test locations are presented on Plate 1, Site Plan.
The percolation tests were performed in accordance with the general guidelines of the San Diego
County Public Health Department. The results of the tests are presented in Table 1, Percolation
Test Results. The tests results are indicative of the permeability of the on-site soils at their current
condition. Percolation rates will be affected by future construction activity such as earthmoving
and compaction.
The percolation tests consisted of drilling two 6-inch diameter test holes extending to a depth of
approximately 3 feet on August 12, 2015. The Percolation Tests were excavated into fill soils
consisting of clayey sand and silty sand. After completion of drilling, the loose soils were removed
from the borings and approximately 2-inches of pea gravel was placed in the holes. A minimum of 12
inches of clean water was carefully poured into the percolation holes and presoaked for a minimum of
6 hours. At the end of the presoaking, water was left in the holes overnight.
Percolation testing was performed on August 13, 2015. Observations prior to the start of the
percolation tests indicated that one of the holes (PP-1) still had water remaining in it. It was also
noted that it appeared that irrigation water had entered the test hole. Approximately six inches of
clean water was added to each of the holes and the variations in the water level were measured at
approximate 30 minute intervals for a total of four hours. Refilling of the holes was performed as
needed to maintain a 6-inch water level at the start of each interval. The average of the last three 30-
minute interval readings was used to determine the percolation rate. The percolation test results
indicate a range of percolation rates of about 23 to 400 minutes per inch (mpi). According to the
USDA the soils are considered to have a slow to moderately rapid flow rate.
Schmidt Design Group G2015011-1
Poinsettia Community Park Expansion, Carlsbad, California Revised Final
Page 6
Table 1, Percolation Test Results
Test Number Percolation Rate
(min/inch)
Permeability
(in/hr) Rate of Flow(1)
PP-1 400 0.15 Slow
PP-2 23 2.60 Moderately Rapid
(1)Based on USDA Soil Survey Glossary
6.0 CONCLUSIONS AND RECOMMENDATIONS
6.1 GENERAL
At the locations drilled, the fill soils consist of loose to dense silty sand and clayey sand. The soils
have a low expansion potential. Dense to very dense formational materials consisting of silty
sandstone and sandy siltstone were encountered beneath the fill at two of the boring locations.
The fill soils within the site were reportedly placed and compacted during mass grading of the site.
Documentation regarding fill placement was not available for review at the time this report was
written. Additional studies will be required if future structures are planned.
We understand that the proposed park improvements for the multi-use sports arena and the tot-lot will
be established at about the existing grade. No significant cuts and/or fills are planned. Some grading
may be required for the off-leash dog park.
At the locations drilled the fill soils were loose to dense. Laboratory testing indicated relative
compactions of 86% to 95%. In general, it appears that the lower densities occur in the upper 2 feet.
To provide more uniform support and to reduce the potential for damage due to differential
settlement, we recommend that the soils be overexcavated and recompacted. Overexcavation should
extend at least 2 feet below the bottom of the retaining wall footings.
Footings for light structures, such as the proposed shade structure, may be supported on the existing
fill soils provided they are deepened as recommended.
Schmidt Design Group G2015011-1
Poinsettia Community Park Expansion, Carlsbad, California Revised Final
Page 7
A minimum overexcavation of 2 feet is recommended beneath the proposed arena and 1 foot beneath
paved and/or hardscaped areas. The overexcavation and replacement should extend a minimum of 5
feet beyond the proposed footings and 2 feet beyond the edge of hardscape.
6.2 FOUNDATIONS
6.2.1 Bearing Value
To provide more uniform support and to reduce the potential for damage due to differential
movement, we recommend that footings for the proposed retaining wall extend at least 1½ feet below
the lowest adjacent final grade. A bearing value of 1,500 pounds per square foot may be used for
footings at least 12 inches in width and supported on non-expansive compacted fill soils.
Foundations for the proposed shade structure should extend at least 3 feet below the final grade. A
bearing value of 1,000 pounds per square foot may be used for footings at least 12 inches in width and
supported on the existing fill soils.
A one-third increase in the bearing value may be used for wind or seismic loads. Since the
recommended bearing value is a net value, the weight of the concrete in the footings may be taken as
equal to 50 pounds per cubic foot, and the weight of the soil backfill may be neglected.
6.2.2 Settlement
If the footings are supported on reinforced non-expansive fill that is compacted in accordance with
this report, the total settlement is estimated to be within acceptable limits for the proposed structure.
6.2.3 Lateral Loads
Lateral loads may be resisted by friction and by the passive resistance of the non-expansive
compacted fill or lime treated soils beneath the footings. A coefficient of friction of 0.3 may be used
between the foundations and the supporting materials. The passive resistance of the compacted fill
soils may be assumed to be equal to the pressure developed by an equivalent fluid with a density of
250 pounds per cubic foot. The frictional resistance and the passive resistance of the materials may be
combined without reduction in determining the total lateral resistance.
Schmidt Design Group G2015011-1
Poinsettia Community Park Expansion, Carlsbad, California Revised Final
Page 8
6.2.4 Footing Observation
To verify that footings are supported in accordance with our recommendations, all foundation
excavations should be observed by a qualified geotechnical firm. Foundations should be deepened if
necessary to reach satisfactory bearing materials. Any unsuitable materials including, undocumented
fill, organic, loose or disturbed natural materials should be removed prior to placement of any steel or
concrete.
All applicable requirements of the local governing bodies, the Occupational Safety and Health Act of
1970, and the Construction Safety Act should be met. Inspection of footing excavations may be
required by the appropriate reviewing governmental agencies. The contractor should familiarize
himself with the inspection requirements of the reviewing agencies.
6.2.5 Backfill
All required fill around the foundations and all utility trench backfill should be mechanically
compacted in layers, not more than 8 inches in loose thickness; flooding should not be permitted.
Backfill should be moisture-conditioned to a minimum 2% over the optimum moisture content and be
compacted to at least 90% of the maximum density obtainable by ASTM Designation D1557-12
method of compaction. The exterior grades should be graded to drain away from the structures in
order to reduce ponding of water adjacent to structures.
Compaction of the backfill as recommended in this report will be necessary to reduce settlement of
the backfill and consequent settlement of the overlying improvements and buried utilities. Even at
90% compaction (ASTM D1557-12), some settlement of the backfill may be anticipated.
Accordingly, any utilities supported therein should be designed to accept differential settlement,
particularly at connection points to the structure.
In order to reduce the amount of backfill required, the foundations may be cut neat and poured against
the excavated fill soils.
Schmidt Design Group G2015011-1
Poinsettia Community Park Expansion, Carlsbad, California Revised Final
Page 9
6.2.6 Light Pole Foundations
Fill soils up to 14½ feet in thickness were encountered in the exploratory borings. The fill soils
were placed during mass grading of the site but documentation regarding fill placement was not
available for review. Due to the potential variations of the in-place fills, we are providing
foundation design parameters for those conditions.
Individual piers should be adequate to support the lighting pole foundations. Embedment depth
and diameter for the lighting pole piers to resist lateral loads where no-constraint is provided at
ground surface may be determined using the following formula per 2013 CBC Section 1807.3.2.1:
d = A/2 {1 + [1+(4.36h/A)]½}
Where:
A = 2.34P/S1b
b = Pier diameter in feet
d = Embedment depth in feet (but not over 12 ft for purpose of computing
lateral pressure)
h = Distance in feet from ground surface to point of application of “P”
P = Applied lateral force in pounds
S1 = Allowable lateral soil bearing pressure S1 = 150 psf/ft. (Table 1806.2 for
Class 4 soil and Section 1806)
An allowable soil vertical bearing pressure of 2,000 pounds per square foot may used in the design
of the piers at least 2 feet in diameter and extending at least 3 feet below the lowest adjacent grade.
The values provided are for the medium dense fill soils. Excavations may need to be deepened to
obtain the desired resistance.
Installation: The drilled pier shall be placed in conformance to ACI 336 guidelines. Excavation
for piers should be inspected by the geotechnical consultant. The bottom of the excavation for piers
should be reasonably free of loose or slough material. A tremie pipe should be used to pour
concrete from the bottom up and to ensure less than five feet of free fall.
Schmidt Design Group G2015011-1
Poinsettia Community Park Expansion, Carlsbad, California Revised Final
Page 10
6.3 EXCAVATION
Temporary unsurcharged vertical excavations less than 5 feet in height may be excavated without
shoring. Where the necessary space is available, temporary unsurcharged excavations may be sloped
back in lieu of using shoring. Temporary unsurcharged excavations may be sloped back at 1:1
(horizontal to vertical). The exposed excavations should be observed by a competent geotechnical
firm so that modifications of the excavation criteria may be made if necessary. All applicable
requirements of the local governments, the Occupational Safety and Health Act of 1970, and the
Construction Safety Act should be met. Conventional earth moving/excavation equipment may be
used to excavate the on-site materials.
6.4 GRADING
6.4.1 General
According to the available information, the site was graded by cutting and filling into the previously
existing topography. The fill soils consist of loose to dense silty sand and clayey sand. These soils
soils have a low expansion potential.
To provide more uniform support, we recommend that the on-site soils be overexcavated and
recompacted. Overexcavation and replacement should extend to at least 2 feet below the bottom of
the footings and 1foot below non-structural walks and slabs. The removal should extend at least 5
feet beyond the edge of the footings and 2 feet beyond the sidewalks or slabs.
We understand that about 3 feet of fill may be placed at the site of the proposed arena. Soils with low
densities were noted within the upper 2 feet in three of the borings. As such, we recommend that the
existing soils beneath the proposed multi-use arena be overexcavated and recompacted to a depth of at
least 2 feet prior to placement of new fill or structures.
Finished grades should be sloped to drain away from the structures.
Schmidt Design Group G2015011-1
Poinsettia Community Park Expansion, Carlsbad, California Revised Final
Page 11
6.4.2 Site Preparation and Compaction
Prior to placement of any new fill within the existing soils, debris or disturbed natural soils should be
overexcavated to a minimum depth of 2 feet below the arena and 1foot beneath the final subgrade
beneath hardscaped areas. Prior to fill placement, the exposed materials should be proof-rolled to
disclose any soft and/or yielding areas. Any soft and/or yielding areas or expansive soils should be
removed and replaced with non-expansive compacted fill. After removal of unsuitable materials, the
exposed soils should be scarified to a depth of 8 inches, moisture conditioned and compacted to at
least 90% of the maximum dry density (ASTM D1557-12). A qualified geotechnical firm should
observe the exposed materials to verify the complete removal of unsuitable deposits.
After removal of unsuitable materials, all required non-expansive fill should be placed in loose lifts
not more than 8 inches thick. Any new fill should be compacted to at least 90% of the maximum dry
density (ASTM D1557-12). The moisture content of the imported non-expansive soils should be
maintained within 2% of optimum moisture content during compaction. The moisture content of the
clayey materials should be maintained 2% to 4% above optimum moisture content during compaction.
The subgrade soils beneath the pervious pavement should be compacted between 89% and 93% of the
maximum dry density (ASTM D1557). If desired, in areas were overexcavation and recompaction are
needed, the overexcavated materials may be replaced with permeable base in lieu of compacted fill.
6.4.3 Material for Fill
Expansive clayey soils (Expansion Index greater than 21) should not be used as fill beneath structures,
pavements or hardscaped areas. The on-site materials, less any debris, organic matter, contaminated
soils, and rocks greater than 6 inches in maximum dimension may be used as fill.
If required, imported fill soils should consist of relatively non-expansive soils with an Expansion
Index of less than 21, an angle of internal friction of at least 33°, and a minimum R-value of 40. The
material should contain sufficient fines (binder material) to result in a stable subgrade.
Schmidt Design Group G2015011-1
Poinsettia Community Park Expansion, Carlsbad, California Revised Final
Page 12
6.4.4 Grading Observation
The reworking of the upper soils and the compaction of all required fill should be observed and tested
by a qualified geotechnical engineering firm. Imported fill material should be approved prior to use
as fill.
6.5 SEISMIC DESIGN PARAMETERS
The materials beneath the site consist of dense to very dense silty sandstone and sandy siltstone which
is cap by loose to dense silty sand and clayey sand. Based on the results of the field explorations and
geologic evaluation, stiff soil classification “C” was assigned to the site. The coordinates of the
proposed park are N33.1160º and W117.3096º.
The design of the proposed structures should be performed in accordance with the codes and
regulations appropriate to the project. As such we are providing the seismic design parameters in
accordance with the 2013 California Building Code (CBC), the following design parameters may be
used for design of the proposed improvements.
.
SS = 113% g Maximum Considered Ground Motion for 0.2 second Spectral Response
Acceleration, 5% of Critical Damping, Site Class B
S1 = 43% g Maximum Considered Ground Motion for 1.0 second Spectral Response
Acceleration, 5% of Critical Damping, Site Class B
The following spectral acceleration factors may be used to develop the response spectra for the
deterministic Maximum Considered Earthquake.
Fa = 1.0
Fv = 1.4
Sms = FaSs
Sm1 = FvS1
Schmidt Design Group G2015011-1
Poinsettia Community Park Expansion, Carlsbad, California Revised Final
Page 13
6.6 RETAINING WALLS
6.6.1 Lateral Pressures
For design of cantilevered retaining walls with heights of 15 feet or less, where the backfill consists of
on-site or non-expansive granular materials and the surface of backfill is level and well drained, it
may be assumed that the non-expansive soils will exert lateral pressures equal to that developed by a
fluid with a density of 45 pounds per cubic foot. Where wall rotation or movement is not acceptable,
we recommend that the walls below grade be designed for "at rest" pressures. When considering "at
rest" pressures where the surface of the retained earth is level it may be assumed that the soils will
exert an equivalent fluid pressure of 66 pounds per cubic foot. For backfills sloped back 2:1, the
lateral active pressure may be assumed equal 68 pounds per cubic foot. The at rest pressure may be
assumed that the soils will exert a pressure of 99 pounds per cubic foot.
6.6.2 Backfill
All required backfill should be mechanically compacted in layers not more than 8 inches in loose
thickness; flooding should not be permitted. Compaction of the backfill as recommended will be
necessary to reduce settlement of the backfill and of overlying slabs, walks, and paving and to reduce
infiltration of surface water into the backfill. The backfill should be compacted to at least 90% of the
maximum density obtainable by the ASTM Designation D1557-12 method of compaction.
6.6.3 Drainage
If the backfill is placed and compacted as recommended and good surface drainage is provided,
infiltration of water into the backfill adjacent to the proposed retaining walls should be small. To
reduce the potential for water entrapment, surface and subsurface drains behind all retaining walls are
recommended.
Weep holes, backdrains, or other drainage measures should be provided in retaining walls to reduce
the potential for entrapment of water in the backfill behind the walls. Adequate drainage of adjacent
planters should be provided to prevent water infiltration into wall backfills. Drainage could consist of
vertical gravel drains about 12 inches wide connected to a 4-inch-diameter perforated pipe. The
perforated pipe should be surrounded by at least 1 foot of filter gravel (or uniformly graded gravel or
Class II permeable material) wrapped in a geosynthetic filter fabric, such as Mirafi 140 N.S. The
Schmidt Design Group G2015011-1
Poinsettia Community Park Expansion, Carlsbad, California Revised Final
Page 14
drain pipe should be located near the base of the wall and should discharge in a controlled manner
away from the proposed structures. As an alternative to the vertical gravel drains, a drainage
geocomposite such as Miradrain may be used.
To reduce the potential for soil loss through the gravel drain, we recommend that a filter compatible
with the backfill materials be placed between the gravel drain and the backfill. The filter requirement
may be evaluated when the source for backfill materials is determined.
6.7 SLOPES AND EROSION CONTROL
Slopes up to 15 feet in height are located along the east side of the proposed multi-use arena. No
evidence of erosion was observed in the slope face during our site visit.
To reduce the potential for erosion of the proposed slope faces, permanent erosion control and
drainage devices should be provided as soon as feasible after grading. Slope erosion, including
sloughing, riling and slumping of surface soils may be anticipated if the slopes are left unprotected for
a long period of time, especially during the rainy season. Erosion control may include, but may not
be limited to: erosion resistant vegetation and/or erosion control geofabrics. Slopes should be planted
with appropriate drought-resistant vegetation as recommended by a landscape architect. Slopes
should not be over-irrigated.
Drainage devices designed to carry surface water from overlying areas should not be blocked or
destroyed, and should be maintained regularly. Water should be prevented from ponding in pad areas,
or from overtopping and flowing down graded or natural slopes. Concrete drainage swales should be
installed at a minimum at the top of the slopes to prevent surface runoff over the top of the slope and
to reduce the erosion at the face and toe of the slope.
Animal burrows can serve to collect normal sheet flow on slopes and cause rapid and destructive
erosion, and should be controlled or eliminated.
Schmidt Design Group G2015011-1
Poinsettia Community Park Expansion, Carlsbad, California Revised Final
Page 15
6.8 CONCRETE FLATWORK
A minimum thickness of 4 inches is recommended for all concrete walks and slabs. Flatwork
reinforcement should consist of a minimum No. 3 bars with an18-inch spacing in both directions
and placed at slab mid-height. Final reinforcement configuration should be provided by the
structural engineer. All concrete slabs should be underlain by at least 1foot of non-expansive
compacted fill soils. A minimum 28-day concrete compressive strength of 2,500 pounds per square
inch is recommended for pedestrian sidewalks and other non-traffic hardscaped areas. If pervious
concrete is used in pedestrian walkways, we recommend that a minimum of 4½ inches of pervious
concrete over 4 inches of aggregate base be used.
Weakened plane joints should be placed in sidewalks at intervals that are no greater than 15 feet on
center. Weakened plane joints should be at least 1-inch deep. Full depth construction joints should be
placed at 45 feet intervals. Rectangular areas should have weakened plane joints at 10 feet on center
in both directions. Expansion joint material should be placed adjacent to any vertical surfaces (walls,
buildings or columns).
6.9 PAVING
Tests performed on a sample of the on-site soils indicated an R-value of 10. The test results are
presented in the Appendix. For purposes of pavement design, it was assumed that the subgrade will
consist of compacted fill. The pavement thickness should be confirmed prior to construction so
that any required modifications may be made based on the actual fill materials to be used.
To provide support for paving, the subgrade soils should be prepared as recommended in the Grading
section. Compaction of the subgrade to at least 90%, including trench backfills, will be important for
paving support.
For areas paved with pervious concrete, the subgrade soils should be compacted between 89% and
93% of the maximum dry density (ASTM D1557). If desired, in areas were overexcavation and
recompaction are needed, the overexcavated materials may be replaced with permeable base in lieu of
compacted fill.
Schmidt Design Group G2015011-1
Poinsettia Community Park Expansion, Carlsbad, California Revised Final
Page 16
Asphalt Paving
A Traffic Index of 5 was assumed for design of the proposed pavements. The assumed traffic
includes automobile and light truck traffic such as the maintenance trucks. If heavy trucks, such as
fire trucks are anticipated the pavement sections should be revised to include the heavier loads.
Paving sections for areas subject to automobile traffic (Traffic Index of 5) should be at least 4½ inches
of asphalt paving over 6 inches of aggregate base (AB).
The aggregate base should meet the specifications for Class 2 Aggregate Base as defined in Section
26 of the 2010 State of California, Department of Transportation, Standard Specifications.
Alternatively, the base course could meet the specifications for untreated base as defined in Section
200-2 of the 2012 edition of the Standard Specifications for Public Works Construction. The base
course should be compacted to at least 95%. Careful inspection should be performed to verify that the
recommended thickness or greater are achieved and that proper construction procedures are used.
Concrete Paving
In completing the design we have assumed that the conventional portland cement concrete (PCC)
pavement will have a 28-day flexural strength of 650 pounds per square inch or a compressive
strength of at least 4,000 pounds per square inch. The aggregate base should meet the specifications
for aggregate base as described above.
The pervious concrete pavement (PCP) sections provided were developed based on the Caltrans
design guidelines. A void content of 22% or less and a compressive strength of 2,500 pounds per
square inch are recommended for the pervious concrete. Placement and testing of the pervious
concrete should be completed in accordance with the Caltrans Specifications.
Schmidt Design Group G2015011-1
Poinsettia Community Park Expansion, Carlsbad, California Revised Final
Page 17
Table 2, Concrete Pavement
Traffic Subgrade PCC(1) Pervious Concrete(1)
Automobile and
light truck traffic
On-site compacted fill
Imported fill (R-value > 40)
8½”PCC + 12” AB
8½”PCC + 6” AB
6” PCP + 9” PAB
6” PCP + 6 PAB
Heavy trucks
(maintenance
trucks)
On-site compacted fill
Imported fill (R-value > 40)
8½”PCC + 12” AB
8½”PCC + 6” AB
6” PCP + 11” PAB
6” PCP + 9” PAB
(1)Caltrans Design Criteria
PCC – Portland Cement Concrete Pavement
AB – Caltrans Class 2 Aggregate Base
PCP – Pervious Concrete Pavement
PAB – Pervious Aggregate Base
The pervious aggregate base should meet the specifications for Class 4 Aggregate Base as defined in
the Special Provisions of Section 26 of the 2010 State of California, Department of Transportation,
Standard Specifications. Alternatively, the base course could meet the gradation of ASTM No. 57
stone. A filter fabric such as Mirafi HP270 or equivalent is recommended between the aggregate base
and the subgrade. The geotextile is only required in areas subject to automobile traffic. A schematic
representation of the pervious pavement is presented below.
Pervious Concrete
Non-expansive
compacted fill
(NOT TO SCALE)
On-site soils
Pervious Base
Filter Fabric ( 70)HP2
12’’ (min)
A moisture barrier is recommended between the pervious pavement and the surrounding soils when
located near a slope. Additional drainage devices such as the use of collector pipes may be required if
the resulting infiltration rate of the subgrade soils is too low.
Schmidt Design Group G2015011-1
Poinsettia Community Park Expansion, Carlsbad, California Revised Final
Page 18
7.0 SOIL CORROSIVITY
Based on the laboratory test results, the on-site soils have low sulfate ion concentrations (160 parts per
million (ppm) and low concentrations of chloride ions (130 ppm). The test results are presented on
Plate A-6, Corrosion Test Data. Therefore Type I, II or V cement may be used during construction.
Concrete should be thoroughly vibrated. Laboratory tests show a very low resistivity value (900
ohm-cm), indicating a very severe potential for metal loss due to electrochemical corrosion processes.
Therefore, a minimum concrete cover of 3 inches should be provided over all re-bar, anchor bolts or
metallic embeds placed within the foundations and to 18 inches above the ground surface.
Reinforcing steel should be protected with a concrete cover of at least 1½ inches for formed surfaces
not exposed to weather or not in contact with the ground. If the minimum cover is not achieved
corrosion protection of steel members such as epoxy or asphalt coatings may be used. We
recommend that a corrosion engineer be consulted for final corrosion protection
recommendations.
Schmidt Design Group G2015011-1
Poinsettia Community Park Expansion, Carlsbad, California Revised Final
Page 19
8.0 BASIS FOR RECOMMENDATIONS
The recommendations provided in this report are based on our understanding of the described project
information and on our interpretation of the data collected during the subsurface exploration. We
have made our recommendations based on experience with similar subsurface conditions under
similar loading conditions. The recommendations apply to the specific project discussed in this
report; therefore, any change in the facility loads, expected traffic conditions, facility location, or site
grades shall be provided to us so we may review our conclusions and recommendations and make any
necessary modifications.
We request an opportunity to review the final construction documents and specifications for the
proposed facility to verify that the recommendations presented are incorporated into the final design.
The recommendations provided in this report are also based on the assumption that the necessary
geotechnical observations and testing during construction will be performed by representatives of our
firm. The field observation services are considered a continuation of the geotechnical investigation
and essential to verify that the actual soil conditions are as anticipated. This also provides for the
procedure whereby the Client can be advised of unanticipated or changed conditions that would
require modifications of our original recommendations. In addition, the presence of our
representatives at the site provides the Client with an independent professional opinion regarding the
geotechnical related construction procedures. If another firm is retained for the geotechnical
observation services, our professional responsibility and liability would be reduced to the extent that
we are no longer the engineer of record.
PLATE 1
PROPOSED
POINSETTIA COMMUNITY PARK
EXPANSION
CARLSBAD, CALIFORNIA
PROPOSED
POINSETTIA COMMUNITY PARK
EXPANSION
CARLSBAD, CALIFORNIA
SITE PLAN SITE PLAN
REFERENCE: Aerial Photograph (undated) provided by Schmidt Design GroupREFERENCE: Aerial Photograph (undated) provided by Schmidt Design Group
( SCALE 1” = 80’ )( SCALE 1” = 80’ )NNBP-1
KEY:
Approximate Boring Location
PP-1
Approximate Percolation Test
LocationJOB ______________ DATE _____________ BY __________ ENGR_________ REV _________G2015011-19/15/2015SCKBP-5
PP-2
BP-4
BP-2
BP-1
PP-1
BP-3
Schmidt Design Group G2015011-1
Poinsettia Community Park Expansion, Carlsbad, California Revised Final
APPENDIX A
FIELD EXPLORATIONS AND LABORATORY TESTS
Schmidt Design Group G2015011-1
Poinsettia Community Park Expansion, Carlsbad, California Revised Final
Page A-1
APPENDIX A
FIELD EXPLORATIONS AND LABORATORY TESTS
FIELD EXPLORATIONS
The soil conditions beneath the site were explored by drilling five borings and two percolation test
holes at the locations shown on Plate 1. The coordinates of the exploratory excavations are listed
in Table A-1. The borings and test holes were drilled to depths of 3 to 16½ feet using 6-inch
diameter continuous-flight and hollow-stem auger drilling equipment. After completion of the
excavation, the exploratory excavations were backfilled using the excavated soils.
The soils encountered were logged by our field engineer, who obtained bulk samples for laboratory
observation and testing. A California-modified sampler was used to retrieve relatively undisturbed
samples. This sampler consisted of a brass-ring-lined split-tube with an inside diameter of 2-1/2
inches and an outside diameter of 3 inches. The hammer used to drive the sampler weighed 140
pounds, and a drop of about 30 inches was used. The number of blows required to drive the sampler
12 inches is indicated on the logs. The logs of the borings are presented on Plates A-1.1 through
A-1.5; the depths at which relatively undisturbed samples were obtained are indicated to the left of the
logs.
The soils are classified in accordance with the Unified Soil Classification System described on Plate
A-2.
LABORATORY TESTS
The field moisture content and dry density of the soils encountered were determined by performing
tests on the relatively undisturbed samples. The results of the tests are shown to the left of the boring
logs.
To aid in classifying the soils, four samples were tested to determine the percent passing the No. 200
sieve. The results are presented in the Boring Logs.
Schmidt Design Group G2015011-1
Poinsettia Community Park Expansion, Carlsbad, California Revised Final
Page A-2
Direct shear tests were performed on remolded samples compacted to 90% of the maximum dry
density at near optimum moisture content. The tests were performed at various surcharge pressures
after saturation. The peak point values determined from the direct shear tests are presented on Plate
A-3, Direct Shear Test Data.
The optimum moisture content and maximum dry density of the soils were determined by performing
a compaction test on a sample in accordance with ASTM D1557 method. The results of the test are
presented on Plate A-4, Compaction Test Data.
The Expansion Index of the on-site soils was determined by testing two samples in accordance with
ASTM D4829. The tests results are shown on Plate A-5, Expansion Index Test Data.
To evaluate the corrosion potential of the on-site soils, one soil sample was tested at an analytical
laboratory for pH, resistivity, sulfate and chloride content in accordance with the following standards.
Resistivity and pH – California Test 643
Soluble Chlorides – California Test 417
Soluble Sulfates – California Test 422
The test results are presented on Plate A-6, Corrosivity Test Data.
To provide information for paving design, a Stabilometer (R-value) test was performed on a sample of
the on-site soils. The test was performed in accordance with Standard 301 of the State of California
Department of Transportation. The test results are presented on Plate A-7, R-Value Test Data.
Schmidt Design Group G2015011-1
Poinsettia Community Park Expansion, Carlsbad, California Revised Final
Page A-3
Table A-1,
Exploratory Excavations Coordinates
Excavation No.
Coordinates
Latitude Longitude
BP-1 33.1151° 117.3079°
BP-2 33.1148° 117.3086°
BP-3 33.1160° 117.3096°
BP-4 33.1159° 117.3096°
BP-5 33.1161° 117.3093°
PP-1 33.1149° 117.3086°
PP-2 33.1161° 117.3096°
- oOo -
5
10
15
20
25
30
35
40
89
94
95
14.2
10.8
8.6
116
123
125
32
43
36
SM FILL - SILTY SAND - fine to medium, medium dense, moist to
wet, dark yellowish brown
Mottled dark yellowish brown and dark brown
Dark brown
Some Clay, yellowish brown
NOTES: Groundwater not encountered. No caving. Boring
backfilled with soil cuttings.
**BLOWS/FOOT: Number of blows required to drive the
sampler 12 inches using a 140-pound hammer with a 30-inch
drop.
LOG OF BORING*ELEVATION (ft.)DEPTH (ft.)RELATIVECOMPACTION %MOISTURE(% of dry wt.)DRY DENSITY(lbs./cu. ft.)**BLOWS/FOOTSPT "N" VALUESSAMPLE LOC. DATE DRILLED: 8/12/2015
EQUIPMENT USED: 6-inch Diameter Continuous-flight-auger
ELEVATION Note: The log of subsurface conditions shown hereon applies only at the specific boring location and at the date indicated.It is not warranted to be representative of subsurface conditionsat other locations and times.JOB G2015011-1 9/18/2015 F.T. BY SCK sck ENGR. REV.BORING BP-1
PLATE A-1 1DATE
5
10
15
20
25
30
35
40
95
86
93
11.2
16.0
11.2
124
112
121
43
29
40
SM
SC
FILL - SILTY SAND - fine to medium, medium dense, very
moist to wet, some Clay, mottled dark brown and dark
greyish brownLight grey
FILL - CLAYEY SAND - fine, medium dense, very moist, some
Silt, mottled dark grey and dark greyish brown
39% Passing #200 sieve
NOTES: Groundwate not encountered. No caving. Boring
backfilled with soil cuttings.
LOG OF BORING*ELEVATION (ft.)DEPTH (ft.)RELATIVECOMPACTION %MOISTURE(% of dry wt.)DRY DENSITY(lbs./cu. ft.)**BLOWS/FOOTSPT "N" VALUESSAMPLE LOC. DATE DRILLED: 8/12/2015
EQUIPMENT USED: 6-inch Diameter Continuous-flight-auger
ELEVATION Note: The log of subsurface conditions shown hereon applies only at the specific boring location and at the date indicated.It is not warranted to be representative of subsurface conditionsat other locations and times.JOB G2015011-1 9/18/2015 F.T. BY SCK sck ENGR. REV.BORING BP-2
PLATE A-1 2DATE
5
10
15
20
25
30
35
40
86
94
92
8.5
10.8
7.2
113
123
120
25
46
26
SM FILL - SILTY SAND - fine to medium, loose to medium dense,
moist, some Clay, mottled dark brown and reddish brown
Brown
Medium dense, organic odor, mottled dark grey and dark
greyish brown
Dark greyish brown and dark brownish grey
NOTES: Groundwate not encountered. No caving. Boring
backfilled with soil cuttings.
LOG OF BORING*ELEVATION (ft.)DEPTH (ft.)RELATIVECOMPACTION %MOISTURE(% of dry wt.)DRY DENSITY(lbs./cu. ft.)**BLOWS/FOOTSPT "N" VALUESSAMPLE LOC. DATE DRILLED: 8/11/2015
EQUIPMENT USED: 6-inch Diameter Hollow-stem-auger
ELEVATION Note: The log of subsurface conditions shown hereon applies only at the specific boring location and at the date indicated.It is not warranted to be representative of subsurface conditionsat other locations and times.JOB G2015011-1 9/18/2015 F.T. BY SCK sck ENGR. REV.BORING BP-3
PLATE A-1 3DATE
5
10
15
20
25
30
35
40
86
93
94
6.6
9.9
10.1
113
121
123
30
24
12
34
32
SM
SC
SM
SC
SP
FILL - SILTY SAND - fine to medium, loose to medium dense,
moist, reddish brown
FILL - CLAYEY SAND - fine to medium, loose to medium
dense, some Silt, mottled reddish brown and grey
FILL - SILTY SAND - fine to medium, loose to medium dense,
moist, dark reddish brown
FILL - CLAYEY SAND - fine, medium dense, organic odor,
dark greyish brown and dark grey
31% Passing #200 sieve
TERRACE DEPOSITS (Qt4)
Interbedded SILTSTONE and SANDSTONE - fine to medium
grained, dense, weakly to moderately cemented, light grey
NOTES: Groundwater not encountered. No caving. Boring
backfilled with soil cuttings.
LOG OF BORING*ELEVATION (ft.)DEPTH (ft.)RELATIVECOMPACTION %MOISTURE(% of dry wt.)DRY DENSITY(lbs./cu. ft.)**BLOWS/FOOTSPT "N" VALUESSAMPLE LOC. DATE DRILLED: 8/11/2015
EQUIPMENT USED: 6-inch Diameter Hollow-stem-auger
ELEVATION Note: The log of subsurface conditions shown hereon applies only at the specific boring location and at the date indicated.It is not warranted to be representative of subsurface conditionsat other locations and times.JOB G2015011-1 9/18/2015 F.T. BY SCK sck ENGR. REV.BORING BP-4
PLATE A-1 4DATE
5
10
15
20
25
30
35
40
90
91
8.2
11.9
12.7
21.1
118
119
121
107
39
25
53
56
75
SM
SM
FILL - SILTY SAND - fine to medium, medium dense, moist,
some Clay, dark brown
Lenses of Clay, dark grey
22% Passing #200 sieveMottled dark reddish brown
TERRACE DEPOSITS (Qt4)
SILTY SANDSTONE - fine to medium grained, weakly
cemented, moist, light grey
Light brown and yellowish brown
Dense to very dense, light greyish brown and light grey
SANDY SILTSTONE - moist, very dense, weakly cemented,
greyish brown and brownish grey
NOTES: Groundwater not encountered. No caving. Boring
backfilled with soil cuttings.
LOG OF BORING*ELEVATION (ft.)DEPTH (ft.)RELATIVECOMPACTION %MOISTURE(% of dry wt.)DRY DENSITY(lbs./cu. ft.)**BLOWS/FOOTSPT "N" VALUESSAMPLE LOC. DATE DRILLED: 8/11/2015
EQUIPMENT USED: 6-inch Diameter Hollow-stem-auger
ELEVATION Note: The log of subsurface conditions shown hereon applies only at the specific boring location and at the date indicated.It is not warranted to be representative of subsurface conditionsat other locations and times.JOB G2015011-1 9/18/2015 F.T. BY SCK sck ENGR. REV.BORING BP-5
PLATE A-1 5DATE
PLATE A-2PLATE A-2
dimaterial
MAJOR DIVISIONS GROUP
SYMBOLS TYPICAL NAMES
COARSE
GRAINED
SOILS
(More than 50% of
material is
LARGER than No.
20 sieve size)
GRAVELS
(More than 50% of
coarse
fraction is
LARGER than the
No. 4 seive size)
CLEAN GRAVELS
(Little or no fines)
GW Well graded gravels or gravel - sand mixtures,
little or no fines.
GP Poorly graded gravels or gravel - sand mixtures,
little or no fines.
GRAVELS
WITH FINES
(Appreciable
amount of fines)
GM Silty gravels, gravel - sand - silt mixtures.
GC Clayey gravels, gravel - sand - clay mixtures.
SANDS
(More than 50% of
coarse
fraction is
SMALLER than
the No. 4 seive
size)
CLEAN
SANDS
(Little or no fines)
SW Well graded sands, gravelly sands,
little or no fines.
SP Poorly graded sands, gravelly sands,
little or no fines.
SANDS
WITH FINES
(Appreciable
amount of fines)
SM Silty sands, sand - silt mixtures.
SC Clayey sands, sand - clay mixtures.
FINE
GRAINED
SOILS
(More than 50% of
material is is
SMALLER than
No. 200 sieve
size)
SILTS AND CLAYS
(Liquid limit LESS than 50)
ML Inorganic silts and very fine sands, rock flour, silty or
clayey fine sands or clayey silts with slight plasticity.
CL Inorganic clays of low to medium plasticity, gravelly clays,
sandy clays, silty clays, lean clays.
OL Organic silts and organic silty clays of low plasticiy.
SILTS AND CLAYS
(Liquid limit GREATER than 50)
MH Inorganic silts micaceous or diatomaceousInorganic silts, micaceous or atomaceous
fine sandy or silty soils, elastic silts.
CH Inorganic clays of high plasticity, fat clays.
OH Organic clays of medium to high plasticity,
organic silts.
HIGHLY ORGANIC SOILS Pt Peat and other highly organic soils.
BOUNDARY CLASSIFICATIONS: Soils possessing characteristics of two groups are designated by combinaions of group symbols.
No. 200 No. 40 No.10 No. 4 3/4" 3" 12"
SILT OR CLAY SAND GRAVEL COBBLES BOULDERS Fine Medium Coarse CoarseFine
PARTICLE SIZE LIMITS
US STANDARD SIEVE SIZE
California Sampler
Standard Penetration
No Recovery
Continuous Auger Coring
HQ Coring
Key:
Bulk or Chunk Sample
BP-5@ 0-3'
BP-5 @ 0-3'
BP-5@0-3'
0
1000
2000
3000
0 1000 2000 3000 4000 5000 6000
PRESSURE in Pounds per Square FootSHEAR STRENGTH in Pounds per Square Foot
4000
5000
6000SURCHARGE PVALUES USED IN
ANALYSIS
KEY:
Remolded samples (On-site soils: Compacted to 90%)
All samples tested after saturation
SHEAR SUMMARY
Job No. G2015011-1
PLATE A - 3
BORING NUMBER AND
SAMPLE DEPTH BP-5 @ 0 - 3'
SOIL TYPE FILL - SILTY SAND
MAXIMUM DRY DENSITY 131
(lbs per cubic foot)
OPTIMUM MOISTURE
CONTENT 9.2
(% of dry weight)
COMPACTION TEST DATA
(ASTM D1557)
Job No. G2015011-1
PLATE A - 4
BORING NUMBER AND
SAMPLE DEPTH BP-2 @ 1/2 - 2'BP-3 @ 2-1/2 - 5'
SOIL TYPE FILL - SILTY SAND FILL - SILTY SAND
FINAL MOISTURE
CONTENT 10.1 11.6
DRY DENSITY 119 115
(in pounds per cubic foot)
EXPANSION INDEX 15 26
EXPANSION POTENTIAL VERY LOW LOW
EXPANSION INDEX TEST DATA
(ASTM D4829)
Job No. G2015011-1
PLATE A - 5
BORING NUMBER
AND SAMPLE DEPTH BP-3 @ 2-1/2 - 5'Caltrans Method
SOIL TYPE FILL - SILTY SAND
pH 7.1 643
Resistivity
(in ohms-cm)900 643
Soluble Sulfate
(%)0.016 417
Soluble Chloride
(%)0.013 422
CORROSIVITY TEST DATA
Job No. G2015011-1
PLATE A - 6
BORING NUMBER AND
SAMPLE DEPTH BP-2 @ 1/2 - 2
SOIL TYPE FILL - SILTY SAND
R-VALUE
by Exudation 10
by Expansion ---
at Equilibrium 10
R-VALUE TEST DATA
(ASTM D1557)
Job No. G2015011-1
PLATE A - 7
Poinsettia Community
Park – Phase III
Supplemental Special
Provision B:
Structural Calculations
STRUCTURAL ▪ CIVIL ▪ SURVEY ▪ LAND PLANNING
9449 Balboa Avenue, Suite 270 ▪ San Diego, CA 92123
Phone (619) 299-5550 ▪ Fax (619) 299-9934
www.bwesd.com
ENGINEER: Chris Cobb, P.E.
DATE: May 11, 2016
PROJECT NUMBER: 12347A
STRUCTURAL CALCULATIONS
FOR
POINSETTIA PARK
RETAINING WALLS AND MISCELLANEOUS FOUNDATIONS
6600 Hidden Valley Road
Carlsbad, CA 92011
Prepared for
Schmidt Design Group, Inc.
1111 Sixth Avenue, Suite 500
San Diego, CA 92101
1
2
Project: POINSETTIA Date:5/13/2016Job #: 12347A Engineer: CCCaisson Design for Lateral Loading (CBC 2013)actual guessMusco Footing23.9976.000 150.000 997.500 500.000 15.0001.000 1.33Light Fixture 'L1'23.4625.000 150.000 798.000 300.000 15.0001.000 1.33Scoreboard23.5756.000 150.000 997.500 500.000 12.0001.000 1.33USA Shade Rectangle23.0964.000 150.000 598.500 300.000 9.0001.000 1.33USA Shade Circle35.92911.000 150.000 1995.000 3300.000 15.0001.000 1.33actual guessMusco Footing25.6846.000 150.000 399.000 500.000 15.0001.000 1.33Light Fixture 'L1'24.7165.000 150.000 332.500 300.000 15.0001.000 1.33Scoreboard25.1736.000 150.000 399.000 500.000 12.0001.000 1.33USA Shade Rectangle25.1263.000 150.000 199.500 300.000 9.0001.000 1.33USA Shade Circle39.54611.000 150.000 731.500 3300.000 15.0001.000 1.33Note: Current calc factors in 1/2 deflection increase per 1606.3.4 and depth increase per 1806.3.3, along with duration increase per soils report.Depth, ftMoment Arm, ftLateral Load, ASD, lbMoment Arm, ftFLAG POLE FOOTING DESIGNLateral Bearing Pressure, pcfDuration Factor1/2 deflectionConstrained per CBC 1807.3.2.2Allowable Soil Bearing Pressure, psfDia. of Footing, ftLateral Bearing Pressure, pcfAllowable Soil Bearing Pressure, psf1/2 deflectionDuration FactorUnconstrained per CBC 1807.3.2.1LoadingLoadingDia. of Footing, ftDepth, ftLateral Load, ASD, lb3
RetainPro (c) 1987-2015, Build 11.15.12.03 Cantilevered Retaining Wall Code: CBC 2013,ACI 318-11,ACI 530-11License : KW-06056430License To : BURKETT AND WONG ENGINEERS
3.00
0.00
0.00
12.00
1,500.0
45.0
0.0
300.0
Criteria Soil Data
Retained Height =ft
Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall
Height of Soil over Toe in
Water height over heel =ft
=
=
110.00=pcf
=
Soil Density, Heel
=
Passive Pressure =psf/ft
Allow Soil Bearing =psf
Soil Density, Toe 110.00 pcf
Footing||Soil Friction =0.300
Soil height to ignorefor passive pressure =12.00 in
Equivalent Fluid Pressure Method
Surcharge Loads Adjacent Footing Load
Load Type
0.0 Lateral Load =0.0 #/ft
0.0
0.0
0.00.0
Axial Load Applied to Stem
Wall to Ftg CL Dist =0.00 ft
Wind on Exposed Stem psf0.0=
Lateral Load Applied to Stem
Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs
Axial Dead Load
(Service Level)
=lbs
Footing Type Line Load
Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft
Used To Resist Sliding & Overturning
Used for Sliding & Overturning
==0.0 ft
Axial Live Load =
Base Above/Below Soil
lbs
=
Axial Load Eccentricity ==Poisson's Ratio 0.300
at Back of Wall
in (Service Level)
Wind (W)=
Design Summary
Wall Stability RatiosOverturning =2.09 OK
Sliding =2.14 OK
Total Bearing Load =1,068 lbs...resultant ecc.=6.10 in
Soil Pressure @ Toe =1,446 psf OK
Soil Pressure @ Heel =0 psf OK
Allowable =1,500 psfSoil Pressure Less Than Allowable
ACI Factored @ Toe =1,736 psf
ACI Factored @ Heel =0 psf
Footing Shear @ Toe =0.0 psi OK
Footing Shear @ Heel =2.7 psi OK
Allowable =82.2 psi
Sliding Calcs
Lateral Sliding Force =360.0 lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
0.0=
320.3
450.0
=
=
0.0
-
lbs
lbs
lbs OK
lbs OK
-
Masonry Block Type =Medium Weight
Stem Construction Bottom
Stem OKDesign Height Above Ftg =0.00ft
Wall Material Above "Ht"=Concrete
Thickness =6.00Rebar Size =#4
Rebar Spacing =18.00
Rebar Placed at =CenterDesign Data
fb/FB + fa/Fa =0.188
Total Force @ Section
=lbs
Moment....Actual
=ft-#
Moment.....Allowable =1,721.3
Shear.....Actual
=psi
Shear.....Allowable =82.2psi
Wall Weight =72.5psf
Rebar Depth 'd'=3.00in
Masonry Data
f'm =psi
Fs =psi
Solid Grouting =
Modular Ratio 'n'=
Short Term Factor =
Equiv. Solid Thick.=
Concrete Dataf'c =3,000.0psi
Fy =60,000.0
Masonry Design Method ASD=
Load FactorsBuilding Code CBC 2013,ACI
Dead Load 1.200
Live Load 1.600
Earth, H 1.600
Wind, W 1.000
Seismic, E 1.000
psi
Service Level
=324.0lbsStrength Level
Service Level
Strength Level =324.0ft-#
Service Level
Strength Level =9.0psi
Design Method =LRFD
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Page : 1
4
RetainPro (c) 1987-2015, Build 11.15.12.03 Cantilevered Retaining Wall Code: CBC 2013,ACI 318-11,ACI 530-11License : KW-06056430License To : BURKETT AND WONG ENGINEERS
0.00
2.00
12.00
0.000.00
=Min. As %0.0018
Footing Dimensions & Strengths
f'c =3,000psi
Toe Width =ft
Heel Width =
Key Distance from Toe
Key DepthKey Width =in=in
=0.00
Footing Thickness =in
2.00=
ft
Cover @ Top =2.00 in@ Btm.=3.00 in
Total Footing Width
=150.00 pcfFooting Concrete DensityFy =60,000 psi
Footing Design Results
Key:
=
No key defined
Factored Pressure
Mu' : Upward
Mu' : Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe:Not req'd: Mu < phi*5*lambda*sqrt(f'c)*SmNot req'd: Mu < phi*5*lambda*sqrt(f'c)*Sm
=None Spec'd
=
=
=
=
=
1,736
0
0
0
0.00
0.00
Heel:
0
182
648
466
2.67
82.16
HeelToe
psf
ft-#
ft-#
ft-#
psi
psi
Heel Reinforcing =# 6 @ 16.00 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing =# 7 @ 16.00 in
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING.....Force Distance Moment Distance MomentItemForceft-#lbs ftft
Heel Active Pressure =360.0 1.33 480.0 Soil Over Heel =495.0 1.25 618.8
ft-#lbs
Sloped Soil Over Heel=Surcharge over Heel =
Surcharge Over Heel
=
=
Adjacent Footing Load =Adjacent Footing Load
Axial Dead Load on Stem =
=* Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Surcharge Over Toe
Load @ Stem Above Soil
=
=
=
=
=
=
Stem Weight(s)
=
217.5 0.25 54.4
Earth @ Stem Transitions
=
55.0 0.58 32.1
Footing Weight
=
300.0 1.00 300.0
Key Weight
=
Added Lateral Load
lbs
=
480.0
Vert. Component
Total
=
1,067.5 1,005.2
* Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation.
Total =R.M.
=
360.0 O.T.M.
=
Resisting/Overturning Ratio =2.09
Vertical Loads used for Soil Pressure =1,067.5 lbs
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only)0.060 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.
Page : 2
5
RetainPro (c) 1987-2015, Build 11.15.12.03 Cantilevered Retaining Wall Code: CBC 2013,ACI 318-11,ACI 530-11License : KW-06056430License To : BURKETT AND WONG ENGINEERS
2.75
0.00
0.00
12.00
1,500.0
45.0
0.0
250.0
Criteria Soil Data
Retained Height =ft
Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall
Height of Soil over Toe in
Water height over heel =ft
=
=
110.00=pcf
=
Soil Density, Heel
=
Passive Pressure =psf/ft
Allow Soil Bearing =psf
Soil Density, Toe 0.00 pcf
Footing||Soil Friction =0.300
Soil height to ignorefor passive pressure =12.00 in
Equivalent Fluid Pressure Method
Surcharge Loads Adjacent Footing Load
Load Type
0.0 Lateral Load =0.0 #/ft
0.0
0.0
0.00.0
Axial Load Applied to Stem
Wall to Ftg CL Dist =0.00 ft
Wind on Exposed Stem psf0.0=
Lateral Load Applied to Stem
Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs
Axial Dead Load
(Service Level)
=lbs
Footing Type Line Load
Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft
Used To Resist Sliding & Overturning
Used for Sliding & Overturning
==0.0 ft
Axial Live Load =
Base Above/Below Soil
lbs
=
Axial Load Eccentricity ==Poisson's Ratio 0.300
at Back of Wall
in (Service Level)
Wind (W)=
Design Summary
Wall Stability RatiosOverturning =2.69 OK
Sliding =1.78 OK
Total Bearing Load =632 lbs...resultant ecc.=2.32 in
Soil Pressure @ Toe =370 psf OK
Soil Pressure @ Heel =136 psf OK
Allowable =1,500 psfSoil Pressure Less Than Allowable
ACI Factored @ Toe =444 psf
ACI Factored @ Heel =163 psf
Footing Shear @ Toe =0.2 psi OK
Footing Shear @ Heel =0.0 psi OK
Allowable =75.0 psi
Sliding Calcs
Lateral Sliding Force =316.4 lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
0.0=
189.5
375.0
=
=
0.0
-
lbs
lbs
lbs OK
lbs OK
-
Masonry Block Type =Medium Weight
Stem Construction Bottom
Stem OKDesign Height Above Ftg =0.00ft
Wall Material Above "Ht"=Concrete
Thickness =6.00Rebar Size =#4
Rebar Spacing =18.00
Rebar Placed at =3.75 iDesign Data
fb/FB + fa/Fa =0.116
Total Force @ Section
=lbs
Moment....Actual
=ft-#
Moment.....Allowable =2,155.6
Shear.....Actual
=psi
Shear.....Allowable =75.0psi
Wall Weight =75.0psf
Rebar Depth 'd'=3.75in
Masonry Data
f'm =psi
Fs =psi
Solid Grouting =
Modular Ratio 'n'=
Short Term Factor =
Equiv. Solid Thick.=
Concrete Dataf'c =2,500.0psi
Fy =60,000.0
Masonry Design Method ASD=
Load FactorsBuilding Code CBC 2013,ACI
Dead Load 1.200
Live Load 1.600
Earth, H 1.600
Wind, W 1.000
Seismic, E 1.000
psi
Service Level
=272.3lbsStrength Level
Service Level
Strength Level =249.6ft-#
Service Level
Strength Level =6.1psi
Design Method =LRFD
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Page : 1
6
RetainPro (c) 1987-2015, Build 11.15.12.03 Cantilevered Retaining Wall Code: CBC 2013,ACI 318-11,ACI 530-11License : KW-06056430License To : BURKETT AND WONG ENGINEERS
2.00
0.50
12.00
0.000.00
=Min. As %0.0018
Footing Dimensions & Strengths
f'c =2,500psi
Toe Width =ft
Heel Width =
Key Distance from Toe
Key DepthKey Width =in=in
=0.00
Footing Thickness =in
2.50=
ft
Cover @ Top =2.00 in@ Btm.=3.00 in
Total Footing Width
=150.00 pcfFooting Concrete DensityFy =60,000 psi
Footing Design Results
Key:
=
No key defined
Factored Pressure
Mu' : Upward
Mu' : Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe:Not req'd: Mu < phi*5*lambda*sqrt(f'c)*SmNot req'd: Mu < phi*5*lambda*sqrt(f'c)*Sm
=# 4 @ 9.26 in
=
=
=
=
=
444
738
624
114
0.19
75.00
Heel:
163
0
0
0
0.00
0.00
HeelToe
psf
ft-#
ft-#
ft-#
psi
psi
Heel Reinforcing =# 6 @ 16.00 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing =# 7 @ 16.00 in
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING.....Force Distance Moment Distance MomentItemForceft-#lbs ftft
Heel Active Pressure =316.4 1.25 395.5 Soil Over Heel =2.50
ft-#lbs
Sloped Soil Over Heel=Surcharge over Heel =
Surcharge Over Heel
=
=
Adjacent Footing Load =Adjacent Footing Load
Axial Dead Load on Stem =
=* Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Surcharge Over Toe
Load @ Stem Above Soil
=
=
=
1.00=
=
=
Stem Weight(s)
=
206.3 2.25 464.1
Earth @ Stem Transitions
=
50.4 2.58 130.2
Footing Weight
=
375.0 1.25 468.8
Key Weight
=
Added Lateral Load
lbs
=
395.5
Vert. Component
Total
=
631.7 1,063.1
* Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation.
Total =R.M.
=
316.4 O.T.M.
=
Resisting/Overturning Ratio =2.69
Vertical Loads used for Soil Pressure =631.7 lbs
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only)0.011 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.
Page : 2
7
RetainPro (c) 1987-2015, Build 11.15.12.03 Cantilevered Retaining Wall Code: CBC 2013,ACI 318-11,ACI 530-11License : KW-06056430License To : BURKETT AND WONG ENGINEERS
4.00
0.00
0.00
12.00
1,500.0
45.0
0.0
300.0
Criteria Soil Data
Retained Height =ft
Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall
Height of Soil over Toe in
Water height over heel =ft
=
=
110.00=pcf
=
Soil Density, Heel
=
Passive Pressure =psf/ft
Allow Soil Bearing =psf
Soil Density, Toe 110.00 pcf
Footing||Soil Friction =0.300
Soil height to ignorefor passive pressure =12.00 in
Equivalent Fluid Pressure Method
Surcharge Loads Adjacent Footing Load
Load Type
0.0 Lateral Load =0.0 #/ft
0.0
0.0
0.00.0
Axial Load Applied to Stem
Wall to Ftg CL Dist =0.00 ft
Wind on Exposed Stem psf0.0=
Lateral Load Applied to Stem
Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs
Axial Dead Load
(Service Level)
=lbs
Footing Type Line Load
Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft
Used To Resist Sliding & Overturning
Used for Sliding & Overturning
==0.0 ft
Axial Live Load =
Base Above/Below Soil
lbs
=
Axial Load Eccentricity ==Poisson's Ratio 0.300
at Back of Wall
in (Service Level)
Wind (W)=
Design Summary
Wall Stability RatiosOverturning =2.81 OK
Sliding =1.60 OK
Total Bearing Load =1,501 lbs...resultant ecc.=4.41 in
Soil Pressure @ Toe =868 psf OK
Soil Pressure @ Heel =132 psf OK
Allowable =1,500 psfSoil Pressure Less Than Allowable
ACI Factored @ Toe =1,042 psf
ACI Factored @ Heel =159 psf
Footing Shear @ Toe =3.2 psi OK
Footing Shear @ Heel =4.0 psi OK
Allowable =82.2 psi
Sliding Calcs
Lateral Sliding Force =562.5 lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
0.0=
450.3
450.0
=
=
0.0
-
lbs
lbs
lbs OK
lbs OK
-
Masonry Block Type =Medium Weight
Stem Construction Bottom
Stem OKDesign Height Above Ftg =0.00ft
Wall Material Above "Ht"=Concrete
Thickness =6.00Rebar Size =#4
Rebar Spacing =18.00
Rebar Placed at =CenterDesign Data
fb/FB + fa/Fa =0.446
Total Force @ Section
=lbs
Moment....Actual
=ft-#
Moment.....Allowable =1,721.3
Shear.....Actual
=psi
Shear.....Allowable =82.2psi
Wall Weight =72.5psf
Rebar Depth 'd'=3.00in
Masonry Data
f'm =psi
Fs =psi
Solid Grouting =
Modular Ratio 'n'=
Short Term Factor =
Equiv. Solid Thick.=
Concrete Dataf'c =3,000.0psi
Fy =60,000.0
Masonry Design Method ASD=
Load FactorsBuilding Code CBC 2013,ACI
Dead Load 1.200
Live Load 1.600
Earth, H 1.600
Wind, W 1.000
Seismic, E 1.000
psi
Service Level
=576.0lbsStrength Level
Service Level
Strength Level =768.0ft-#
Service Level
Strength Level =16.0psi
Design Method =LRFD
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Page : 1
8
RetainPro (c) 1987-2015, Build 11.15.12.03 Cantilevered Retaining Wall Code: CBC 2013,ACI 318-11,ACI 530-11License : KW-06056430License To : BURKETT AND WONG ENGINEERS
1.25
1.75
12.00
0.000.00
=Min. As %0.0018
Footing Dimensions & Strengths
f'c =3,000psi
Toe Width =ft
Heel Width =
Key Distance from Toe
Key DepthKey Width =in=in
=0.00
Footing Thickness =in
3.00=
ft
Cover @ Top =2.00 in@ Btm.=3.00 in
Total Footing Width
=150.00 pcfFooting Concrete DensityFy =60,000 psi
Footing Design Results
Key:
=
No key defined
Factored Pressure
Mu' : Upward
Mu' : Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe:#4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46Not req'd: Mu < phi*5*lambda*sqrt(f'c)*Sm
=None Spec'd
=
=
=
=
=
1,042
718
244
474
3.22
82.16
Heel:
159
220
553
333
4.01
82.16
HeelToe
psf
ft-#
ft-#
ft-#
psi
psi
Heel Reinforcing =# 6 @ 16.00 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing =# 7 @ 16.00 in
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING.....Force Distance Moment Distance MomentItemForceft-#lbs ftft
Heel Active Pressure =562.5 1.67 937.5 Soil Over Heel =550.0 2.38 1,306.3
ft-#lbs
Sloped Soil Over Heel=Surcharge over Heel =
Surcharge Over Heel
=
=
Adjacent Footing Load =Adjacent Footing Load
Axial Dead Load on Stem =
=* Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Surcharge Over Toe
Load @ Stem Above Soil
=
=
=
137.5 0.63 85.9=
=
=
Stem Weight(s)
=
290.0 1.50 435.0
Earth @ Stem Transitions
=
73.3 1.83 134.4
Footing Weight
=
450.0 1.50 675.0
Key Weight
=
Added Lateral Load
lbs
=
937.5
Vert. Component
Total
=
1,500.8 2,636.6
* Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation.
Total =R.M.
=
562.5 O.T.M.
=
Resisting/Overturning Ratio =2.81
Vertical Loads used for Soil Pressure =1,500.8 lbs
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only)0.032 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.
Page : 2
9
RetainPro (c) 1987-2015, Build 11.15.12.03 Cantilevered Retaining Wall Code: CBC 2013,ACI 318-11,ACI 530-11License : KW-06056430License To : BURKETT AND WONG ENGINEERS
4.25
0.00
0.00
12.00
1,500.0
45.0
0.0
300.0
Criteria Soil Data
Retained Height =ft
Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall
Height of Soil over Toe in
Water height over heel =ft
=
=
110.00=pcf
=
Soil Density, Heel
=
Passive Pressure =psf/ft
Allow Soil Bearing =psf
Soil Density, Toe 110.00 pcf
Footing||Soil Friction =0.300
Soil height to ignorefor passive pressure =12.00 in
Equivalent Fluid Pressure Method
Surcharge Loads Adjacent Footing Load
Load Type
0.0 Lateral Load =0.0 #/ft
0.0
0.0
0.00.0
Axial Load Applied to Stem
Wall to Ftg CL Dist =0.00 ft
Wind on Exposed Stem psf0.0=
Lateral Load Applied to Stem
Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs
Axial Dead Load
(Service Level)
=lbs
Footing Type Line Load
Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft
Used To Resist Sliding & Overturning
Used for Sliding & Overturning
==0.0 ft
Axial Live Load =
Base Above/Below Soil
lbs
=
Axial Load Eccentricity ==Poisson's Ratio 0.300
at Back of Wall
in (Service Level)
Wind (W)=
Design Summary
Wall Stability RatiosOverturning =3.06 OK
Sliding =1.77 OK
Total Bearing Load =2,159 lbs...resultant ecc.=7.05 in
Soil Pressure @ Toe =1,388 psf OK
Soil Pressure @ Heel =0 psf OK
Allowable =1,500 psfSoil Pressure Less Than Allowable
ACI Factored @ Toe =1,665 psf
ACI Factored @ Heel =0 psf
Footing Shear @ Toe =0.0 psi OK
Footing Shear @ Heel =1.9 psi OK
Allowable =82.2 psi
Sliding Calcs
Lateral Sliding Force =620.2 lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
0.0=
647.8
450.0
=
=
0.0
-
lbs
lbs
lbs OK
lbs OK
-
Masonry Block Type =Medium Weight
Stem Construction Bottom
Stem OKDesign Height Above Ftg =0.00ft
Wall Material Above "Ht"=Concrete
Thickness =6.00Rebar Size =#4
Rebar Spacing =18.00
Rebar Placed at =CenterDesign Data
fb/FB + fa/Fa =0.535
Total Force @ Section
=lbs
Moment....Actual
=ft-#
Moment.....Allowable =1,721.3
Shear.....Actual
=psi
Shear.....Allowable =82.2psi
Wall Weight =72.5psf
Rebar Depth 'd'=3.00in
Masonry Data
f'm =psi
Fs =psi
Solid Grouting =
Modular Ratio 'n'=
Short Term Factor =
Equiv. Solid Thick.=
Concrete Dataf'c =3,000.0psi
Fy =60,000.0
Masonry Design Method ASD=
Load FactorsBuilding Code CBC 2013,ACI
Dead Load 1.200
Live Load 1.600
Earth, H 1.600
Wind, W 1.000
Seismic, E 1.000
psi
Service Level
=650.3lbsStrength Level
Service Level
Strength Level =921.2ft-#
Service Level
Strength Level =18.1psi
Design Method =LRFD
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Page : 1
10
RetainPro (c) 1987-2015, Build 11.15.12.03 Cantilevered Retaining Wall Code: CBC 2013,ACI 318-11,ACI 530-11License : KW-06056430License To : BURKETT AND WONG ENGINEERS
0.00
3.25
12.00
0.000.00
=Min. As %0.0018
Footing Dimensions & Strengths
f'c =3,000psi
Toe Width =ft
Heel Width =
Key Distance from Toe
Key DepthKey Width =in=in
=0.00
Footing Thickness =in
3.25=
ft
Cover @ Top =2.00 in@ Btm.=3.00 in
Total Footing Width
=150.00 pcfFooting Concrete DensityFy =60,000 psi
Footing Design Results
Key:
=
No key defined
Factored Pressure
Mu' : Upward
Mu' : Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe:Not req'd: Mu < phi*5*lambda*sqrt(f'c)*SmNot req'd: Mu < phi*5*lambda*sqrt(f'c)*Sm
=None Spec'd
=
=
=
=
=
1,665
0
0
0
0.00
0.00
Heel:
0
1,589
2,802
1,212
1.86
82.16
HeelToe
psf
ft-#
ft-#
ft-#
psi
psi
Heel Reinforcing =# 6 @ 16.00 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing =# 7 @ 16.00 in
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING.....Force Distance Moment Distance MomentItemForceft-#lbs ftft
Heel Active Pressure =620.2 1.75 1,085.3 Soil Over Heel =1,285.6 1.88 2,410.5
ft-#lbs
Sloped Soil Over Heel=Surcharge over Heel =
Surcharge Over Heel
=
=
Adjacent Footing Load =Adjacent Footing Load
Axial Dead Load on Stem =
=* Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Surcharge Over Toe
Load @ Stem Above Soil
=
=
=
=
=
=
Stem Weight(s)
=
308.1 0.25 77.0
Earth @ Stem Transitions
=
77.9 0.58 45.5
Footing Weight
=
487.5 1.63 792.2
Key Weight
=
Added Lateral Load
lbs
=
1,085.3
Vert. Component
Total
=
2,159.2 3,325.2
* Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation.
Total =R.M.
=
620.2 O.T.M.
=
Resisting/Overturning Ratio =3.06
Vertical Loads used for Soil Pressure =2,159.2 lbs
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only)0.050 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.
Page : 2
11
RetainPro (c) 1987-2015, Build 11.15.12.03 Cantilevered Retaining Wall Code: CBC 2013,ACI 318-11,ACI 530-11License : KW-06056430License To : BURKETT AND WONG ENGINEERS
4.50
0.00
0.00
12.00
1,500.0
45.0
0.0
250.0
Criteria Soil Data
Retained Height =ft
Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall
Height of Soil over Toe in
Water height over heel =ft
=
=
110.00=pcf
=
Soil Density, Heel
=
Passive Pressure =psf/ft
Allow Soil Bearing =psf
Soil Density, Toe 0.00 pcf
Footing||Soil Friction =0.300
Soil height to ignorefor passive pressure =12.00 in
Equivalent Fluid Pressure Method
Surcharge Loads Adjacent Footing Load
Load Type
0.0 Lateral Load =0.0 #/ft
0.0
0.0
0.00.0
Axial Load Applied to Stem
Wall to Ftg CL Dist =0.00 ft
Wind on Exposed Stem psf0.0=
Lateral Load Applied to Stem
Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs
Axial Dead Load
(Service Level)
=lbs
Footing Type Line Load
Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft
Used To Resist Sliding & Overturning
Used for Sliding & Overturning
==0.0 ft
Axial Live Load =
Base Above/Below Soil
lbs
=
Axial Load Eccentricity ==Poisson's Ratio 0.300
at Back of Wall
in (Service Level)
Wind (W)=
Design Summary
Wall Stability RatiosOverturning =3.29 OK
Sliding =1.52 OK
Total Bearing Load =1,794 lbs...resultant ecc.=4.11 in
Soil Pressure @ Toe =485 psf OK
Soil Pressure @ Heel =209 psf OK
Allowable =1,500 psfSoil Pressure Less Than Allowable
ACI Factored @ Toe =583 psf
ACI Factored @ Heel =251 psf
Footing Shear @ Toe =0.1 psi OK
Footing Shear @ Heel =0.5 psi OK
Allowable =75.0 psi
Sliding Calcs
Lateral Sliding Force =855.6 lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
0.0=
538.3
763.9
=
=
0.0
-
lbs
lbs
lbs OK
lbs OK
-
Masonry Block Type =Medium Weight
Stem Construction Bottom
Stem OKDesign Height Above Ftg =0.00ft
Wall Material Above "Ht"=Concrete
Thickness =6.00Rebar Size =#4
Rebar Spacing =16.00
Rebar Placed at =3.75 iDesign Data
fb/FB + fa/Fa =0.453
Total Force @ Section
=lbs
Moment....Actual
=ft-#
Moment.....Allowable =2,411.8
Shear.....Actual
=psi
Shear.....Allowable =75.0psi
Wall Weight =75.0psf
Rebar Depth 'd'=3.75in
Masonry Data
f'm =psi
Fs =psi
Solid Grouting =
Modular Ratio 'n'=
Short Term Factor =
Equiv. Solid Thick.=
Concrete Dataf'c =2,500.0psi
Fy =60,000.0
Masonry Design Method ASD=
Load FactorsBuilding Code CBC 2013,ACI
Dead Load 1.200
Live Load 1.600
Earth, H 1.600
Wind, W 1.000
Seismic, E 1.000
psi
Service Level
=729.0lbsStrength Level
Service Level
Strength Level =1,093.5ft-#
Service Level
Strength Level =16.2psi
Design Method =LRFD
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Page : 1
12
RetainPro (c) 1987-2015, Build 11.15.12.03 Cantilevered Retaining Wall Code: CBC 2013,ACI 318-11,ACI 530-11License : KW-06056430License To : BURKETT AND WONG ENGINEERS
4.50
0.67
20.00
0.000.00
=Min. As %0.0018
Footing Dimensions & Strengths
f'c =2,500psi
Toe Width =ft
Heel Width =
Key Distance from Toe
Key DepthKey Width =in=in
=0.00
Footing Thickness =in
5.17=
ft
Cover @ Top =2.00 in@ Btm.=3.00 in
Total Footing Width
=150.00 pcfFooting Concrete DensityFy =60,000 psi
Footing Design Results
Key:
=
No key defined
Factored Pressure
Mu' : Upward
Mu' : Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe:#4@ 5.56 in, #5@ 8.61 in, #6@ 12.22 in, #7@ 16.67 in, #8@ 21.94 in, #9@ 27.Not req'd: Mu < phi*5*lambda*sqrt(f'c)*Sm
=# 4 @ 9.26 in
=
=
=
=
=
583
4,924
4,374
550
0.10
75.00
Heel:
251
4
12
9
0.51
75.00
HeelToe
psf
ft-#
ft-#
ft-#
psi
psi
Heel Reinforcing =# 6 @ 16.00 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing =# 7 @ 16.00 in
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING.....Force Distance Moment Distance MomentItemForceft-#lbs ftft
Heel Active Pressure =855.6 2.06 1,758.8 Soil Over Heel =82.5 5.08 419.4
ft-#lbs
Sloped Soil Over Heel=Surcharge over Heel =
Surcharge Over Heel
=
=
Adjacent Footing Load =Adjacent Footing Load
Axial Dead Load on Stem =
=* Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Surcharge Over Toe
Load @ Stem Above Soil
=
=
=
2.25=
=
=
Stem Weight(s)
=
337.5 4.75 1,603.1
Earth @ Stem Transitions
=
82.5 5.08 419.4
Footing Weight
=
1,291.7 2.58 3,336.8
Key Weight
=
Added Lateral Load
lbs
=
1,758.8
Vert. Component
Total
=
1,794.2 5,778.7
* Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation.
Total =R.M.
=
855.6 O.T.M.
=
Resisting/Overturning Ratio =3.29
Vertical Loads used for Soil Pressure =1,794.2 lbs
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only)0.012 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.
Page : 2
13
RetainPro (c) 1987-2015, Build 11.15.12.03 Cantilevered Retaining Wall Code: CBC 2013,ACI 318-11,ACI 530-11License : KW-06056430License To : BURKETT AND WONG ENGINEERS
6.00
0.00
0.00
12.00
1,500.0
45.0
0.0
250.0
Criteria Soil Data
Retained Height =ft
Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall
Height of Soil over Toe in
Water height over heel =ft
=
=
110.00=pcf
=
Soil Density, Heel
=
Passive Pressure =psf/ft
Allow Soil Bearing =psf
Soil Density, Toe 0.00 pcf
Footing||Soil Friction =0.300
Soil height to ignorefor passive pressure =12.00 in
Equivalent Fluid Pressure Method
Surcharge Loads Adjacent Footing Load
Load Type
0.0 Lateral Load =0.0 #/ft
0.0
0.0
0.00.0
Axial Load Applied to Stem
Wall to Ftg CL Dist =0.00 ft
Wind on Exposed Stem psf0.0=
Lateral Load Applied to Stem
Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs
Axial Dead Load
(Service Level)
=lbs
Footing Type Line Load
Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft
Used To Resist Sliding & Overturning
Used for Sliding & Overturning
==0.0 ft
Axial Live Load =
Base Above/Below Soil
lbs
=
Axial Load Eccentricity ==Poisson's Ratio 0.300
at Back of Wall
in (Service Level)
Wind (W)=
Design Summary
Wall Stability RatiosOverturning =4.65 OK
Sliding =1.49 Ratio < 1.5!
Total Bearing Load =4,006 lbs...resultant ecc.=0.58 in
Soil Pressure @ Toe =671 psf OK
Soil Pressure @ Heel =611 psf OK
Allowable =1,500 psfSoil Pressure Less Than Allowable
ACI Factored @ Toe =805 psf
ACI Factored @ Heel =733 psf
Footing Shear @ Toe =2.3 psi OK
Footing Shear @ Heel =4.6 psi OK
Allowable =75.0 psi
Sliding Calcs
Lateral Sliding Force =1,322.5 lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
0.0=
1,201.8
763.9
=
=
18.0
-
lbs
lbs
lbs OK
lbs NG
-
Masonry Block Type =Medium Weight
Stem Construction Bottom
Stem OKDesign Height Above Ftg =0.00ft
Wall Material Above "Ht"=Concrete
Thickness =8.00Rebar Size =#5
Rebar Spacing =16.00
Rebar Placed at =CenterDesign Data
fb/FB + fa/Fa =0.657
Total Force @ Section
=lbs
Moment....Actual
=ft-#
Moment.....Allowable =3,945.8
Shear.....Actual
=psi
Shear.....Allowable =82.2psi
Wall Weight =100.0psf
Rebar Depth 'd'=4.00in
Masonry Data
f'm =psi
Fs =psi
Solid Grouting =
Modular Ratio 'n'=
Short Term Factor =
Equiv. Solid Thick.=
Concrete Dataf'c =3,000.0psi
Fy =60,000.0
Masonry Design Method ASD=
Load FactorsBuilding Code CBC 2013,ACI
Dead Load 1.200
Live Load 1.600
Earth, H 1.600
Wind, W 1.000
Seismic, E 1.000
psi
Service Level
=1,296.0lbsStrength Level
Service Level
Strength Level =2,592.0ft-#
Service Level
Strength Level =27.0psi
Design Method =LRFD
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Page : 1
14
RetainPro (c) 1987-2015, Build 11.15.12.03 Cantilevered Retaining Wall Code: CBC 2013,ACI 318-11,ACI 530-11License : KW-06056430License To : BURKETT AND WONG ENGINEERS
2.79
3.46
20.00
0.000.00
=Min. As %0.0018
Footing Dimensions & Strengths
f'c =2,500psi
Toe Width =ft
Heel Width =
Key Distance from Toe
Key DepthKey Width =in=in
=0.00
Footing Thickness =in
6.25=
ft
Cover @ Top =2.00 in@ Btm.=3.00 in
Total Footing Width
=150.00 pcfFooting Concrete DensityFy =60,000 psi
Footing Design Results
Key:
=
No key defined
Factored Pressure
Mu' : Upward
Mu' : Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe:#4@ 5.56 in, #5@ 8.61 in, #6@ 12.22 in, #7@ 16.67 in, #8@ 21.94 in, #9@ 27.Not req'd: Mu < phi*5*lambda*sqrt(f'c)*Sm
=None Spec'd
=
=
=
=
=
805
3,092
1,681
1,410
2.29
75.00
Heel:
733
2,903
4,260
1,358
4.56
75.00
HeelToe
psf
ft-#
ft-#
ft-#
psi
psi
Heel Reinforcing =# 4 @ 16.00 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing =# 7 @ 16.00 in
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING.....Force Distance Moment Distance MomentItemForceft-#lbs ftft
Heel Active Pressure =1,322.5 2.56 3,379.7 Soil Over Heel =1,843.6 4.85 8,947.6
ft-#lbs
Sloped Soil Over Heel=Surcharge over Heel =
Surcharge Over Heel
=
=
Adjacent Footing Load =Adjacent Footing Load
Axial Dead Load on Stem =
=* Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Surcharge Over Toe
Load @ Stem Above Soil
=
=
=
1.40=
=
=
Stem Weight(s)
=
600.0 3.12 1,874.0
Earth @ Stem Transitions
=Footing Weight
=
1,562.5 3.13 4,882.8
Key Weight
=
Added Lateral Load
lbs
=
3,379.7
Vert. Component
Total
=
4,006.1 15,704.4
* Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation.
Total =R.M.
=
1,322.5 O.T.M.
=
Resisting/Overturning Ratio =4.65
Vertical Loads used for Soil Pressure =4,006.1 lbs
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only)0.018 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.
Page : 2
15
RetainPro (c) 1987-2015, Build 11.15.12.03 Cantilevered Retaining Wall Code: CBC 2013,ACI 318-11,ACI 530-11License : KW-06056430License To : BURKETT AND WONG ENGINEERS
6.00
0.00
0.00
12.00
1,500.0
45.0
0.0
250.0
Criteria Soil Data
Retained Height =ft
Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall
Height of Soil over Toe in
Water height over heel =ft
=
=
110.00=pcf
=
Soil Density, Heel
=
Passive Pressure =psf/ft
Allow Soil Bearing =psf
Soil Density, Toe 0.00 pcf
Footing||Soil Friction =0.300
Soil height to ignorefor passive pressure =12.00 in
Equivalent Fluid Pressure Method
Surcharge Loads Adjacent Footing Load
Load Type
0.0 Lateral Load =0.0 #/ft
0.0
0.0
0.00.0
Axial Load Applied to Stem
Wall to Ftg CL Dist =0.00 ft
Wind on Exposed Stem psf0.0=
Lateral Load Applied to Stem
Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs
Axial Dead Load
(Service Level)
=lbs
Footing Type Line Load
Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft
Used To Resist Sliding & Overturning
Used for Sliding & Overturning
==0.0 ft
Axial Live Load =
Base Above/Below Soil
lbs
=
Axial Load Eccentricity ==Poisson's Ratio 0.300
at Back of Wall
in (Service Level)
Wind (W)=
Design Summary
Wall Stability RatiosOverturning =5.70 OK
Sliding =1.96 OK
Total Bearing Load =6,075 lbs...resultant ecc.=7.60 in
Soil Pressure @ Toe =1,481 psf OK
Soil Pressure @ Heel =388 psf OK
Allowable =1,500 psfSoil Pressure Less Than Allowable
ACI Factored @ Toe =1,777 psf
ACI Factored @ Heel =466 psf
Footing Shear @ Toe =0.0 psi OK
Footing Shear @ Heel =1.0 psi OK
Allowable =75.0 psi
Sliding Calcs
Lateral Sliding Force =1,322.5 lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
0.0=
1,822.5
763.9
=
=
0.0
-
lbs
lbs
lbs OK
lbs OK
-
Masonry Block Type =Medium Weight
Stem Construction Bottom
Stem OKDesign Height Above Ftg =0.00ft
Wall Material Above "Ht"=Concrete
Thickness =8.00Rebar Size =#5
Rebar Spacing =16.00
Rebar Placed at =CenterDesign Data
fb/FB + fa/Fa =0.657
Total Force @ Section
=lbs
Moment....Actual
=ft-#
Moment.....Allowable =3,945.8
Shear.....Actual
=psi
Shear.....Allowable =82.2psi
Wall Weight =100.0psf
Rebar Depth 'd'=4.00in
Masonry Data
f'm =psi
Fs =psi
Solid Grouting =
Modular Ratio 'n'=
Short Term Factor =
Equiv. Solid Thick.=
Concrete Dataf'c =3,000.0psi
Fy =60,000.0
Masonry Design Method ASD=
Load FactorsBuilding Code CBC 2013,ACI
Dead Load 1.200
Live Load 1.600
Earth, H 1.600
Wind, W 1.000
Seismic, E 1.000
psi
Service Level
=1,296.0lbsStrength Level
Service Level
Strength Level =2,592.0ft-#
Service Level
Strength Level =27.0psi
Design Method =LRFD
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Page : 1
16
RetainPro (c) 1987-2015, Build 11.15.12.03 Cantilevered Retaining Wall Code: CBC 2013,ACI 318-11,ACI 530-11License : KW-06056430License To : BURKETT AND WONG ENGINEERS
0.00
6.50
20.00
0.000.00
=Min. As %0.0018
Footing Dimensions & Strengths
f'c =2,500psi
Toe Width =ft
Heel Width =
Key Distance from Toe
Key DepthKey Width =in=in
=0.00
Footing Thickness =in
6.50=
ft
Cover @ Top =2.00 in@ Btm.=3.00 in
Total Footing Width
=150.00 pcfFooting Concrete DensityFy =60,000 psi
Footing Design Results
Key:
=
No key defined
Factored Pressure
Mu' : Upward
Mu' : Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe:Not req'd: Mu < phi*5*lambda*sqrt(f'c)*SmNot req'd: Mu < phi*5*lambda*sqrt(f'c)*Sm
=None Spec'd
=
=
=
=
=
1,777
0
0
0
0.00
0.00
Heel:
466
14,602
18,579
3,977
1.05
75.00
HeelToe
psf
ft-#
ft-#
ft-#
psi
psi
Heel Reinforcing =# 5 @ 18.00 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing =# 7 @ 16.00 in
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING.....Force Distance Moment Distance MomentItemForceft-#lbs ftft
Heel Active Pressure =1,322.5 2.56 3,379.7 Soil Over Heel =3,850.0 3.58 13,795.8
ft-#lbs
Sloped Soil Over Heel=Surcharge over Heel =
Surcharge Over Heel
=
=
Adjacent Footing Load =Adjacent Footing Load
Axial Dead Load on Stem =
=* Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Surcharge Over Toe
Load @ Stem Above Soil
=
=
=
=
=
=
Stem Weight(s)
=
600.0 0.33 200.0
Earth @ Stem Transitions
=Footing Weight
=
1,625.0 3.25 5,281.3
Key Weight
=
Added Lateral Load
lbs
=
3,379.7
Vert. Component
Total
=
6,075.0 19,277.1
* Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation.
Total =R.M.
=
1,322.5 O.T.M.
=
Resisting/Overturning Ratio =5.70
Vertical Loads used for Soil Pressure =6,075.0 lbs
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only)0.038 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.
Page : 2
17
RetainPro (c) 1987-2015, Build 11.15.12.03 Cantilevered Retaining Wall Code: CBC 2013,ACI 318-11,ACI 530-11License : KW-06056430License To : BURKETT AND WONG ENGINEERS
6.50
0.00
0.00
12.00
1,500.0
45.0
0.0
250.0
Criteria Soil Data
Retained Height =ft
Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall
Height of Soil over Toe in
Water height over heel =ft
=
=
110.00=pcf
=
Soil Density, Heel
=
Passive Pressure =psf/ft
Allow Soil Bearing =psf
Soil Density, Toe 0.00 pcf
Footing||Soil Friction =0.300
Soil height to ignorefor passive pressure =12.00 in
Equivalent Fluid Pressure Method
Surcharge Loads Adjacent Footing Load
Load Type
0.0 Lateral Load =0.0 #/ft
0.0
0.0
0.00.0
Axial Load Applied to Stem
Wall to Ftg CL Dist =0.00 ft
Wind on Exposed Stem psf0.0=
Lateral Load Applied to Stem
Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs
Axial Dead Load
(Service Level)
=lbs
Footing Type Line Load
Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft
Used To Resist Sliding & Overturning
Used for Sliding & Overturning
==0.0 ft
Axial Live Load =
Base Above/Below Soil
lbs
=
Axial Load Eccentricity ==Poisson's Ratio 0.300
at Back of Wall
in (Service Level)
Wind (W)=
Design Summary
Wall Stability RatiosOverturning =1.96 OK
Sliding =1.59 OK
Total Bearing Load =2,242 lbs...resultant ecc.=13.01 in
Soil Pressure @ Toe =854 psf OK
Soil Pressure @ Heel =0 psf OK
Allowable =1,500 psfSoil Pressure Less Than Allowable
ACI Factored @ Toe =1,025 psf
ACI Factored @ Heel =0 psf
Footing Shear @ Toe =3.6 psi OK
Footing Shear @ Heel =0.0 psi OK
Allowable =75.0 psi
Sliding Calcs
Lateral Sliding Force =1,500.6 lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
0.0=
672.5
1,711.8
=
=
0.0
-
lbs
lbs
lbs OK
lbs OK
-
Masonry Block Type =Medium Weight
Stem Construction Bottom
Stem OKDesign Height Above Ftg =0.00ft
Wall Material Above "Ht"=Concrete
Thickness =8.00Rebar Size =#7
Rebar Spacing =16.00
Rebar Placed at =EdgeDesign Data
fb/FB + fa/Fa =0.323
Total Force @ Section
=lbs
Moment....Actual
=ft-#
Moment.....Allowable =10,188.8
Shear.....Actual
=psi
Shear.....Allowable =75.0psi
Wall Weight =100.0psf
Rebar Depth 'd'=5.56in
Masonry Data
f'm =psi
Fs =psi
Solid Grouting =
Modular Ratio 'n'=
Short Term Factor =
Equiv. Solid Thick.=
Concrete Dataf'c =2,500.0psi
Fy =60,000.0
Masonry Design Method ASD=
Load FactorsBuilding Code CBC 2013,ACI
Dead Load 1.200
Live Load 1.600
Earth, H 1.600
Wind, W 1.000
Seismic, E 1.000
psi
Service Level
=1,521.0lbsStrength Level
Service Level
Strength Level =3,295.5ft-#
Service Level
Strength Level =22.8psi
Design Method =LRFD
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Page : 1
18
RetainPro (c) 1987-2015, Build 11.15.12.03 Cantilevered Retaining Wall Code: CBC 2013,ACI 318-11,ACI 530-11License : KW-06056430License To : BURKETT AND WONG ENGINEERS
5.00
0.67
20.00
12.0014.00
=Min. As %0.0018
Footing Dimensions & Strengths
f'c =2,500psi
Toe Width =ft
Heel Width =
Key Distance from Toe
Key DepthKey Width =in=in
=2.50
Footing Thickness =in
5.67=
ft
Cover @ Top =2.00 in@ Btm.=3.00 in
Total Footing Width
=150.00 pcfFooting Concrete DensityFy =60,000 psi
Footing Design Results
Key:
=
#4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in,
Factored Pressure
Mu' : Upward
Mu' : Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe:#4@ 5.56 in, #5@ 8.61 in, #6@ 12.22 in, #7@ 16.67 in, #8@ 21.94 in, #9@ 27.Not req'd: Mu < phi*5*lambda*sqrt(f'c)*Sm
=# 4 @ 9.26 in
=
=
=
=
=
1,025
16,889
5,400
11,489
3.57
75.00
Heel:
0
0
0
0
0.00
0.00
HeelToe
psf
ft-#
ft-#
ft-#
psi
psi
Heel Reinforcing =# 6 @ 16.00 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing =# 7 @ 16.00 in
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING.....Force Distance Moment Distance MomentItemForceft-#lbs ftft
Heel Active Pressure =1,500.6 2.72 4,085.0 Soil Over Heel =5.67
ft-#lbs
Sloped Soil Over Heel=Surcharge over Heel =
Surcharge Over Heel
=
=
Adjacent Footing Load =Adjacent Footing Load
Axial Dead Load on Stem =
=* Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Surcharge Over Toe
Load @ Stem Above Soil
=
=
=
2.50=
=
=
Stem Weight(s)
=
650.0 5.33 3,466.7
Earth @ Stem Transitions
=Footing Weight
=
1,416.7 2.83 4,013.9
Key Weight
=
175.0 3.00 525.0
Added Lateral Load
lbs
=
4,085.0
Vert. Component
Total
=
2,241.7 8,005.6
* Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation.
Total =R.M.
=
1,500.6 O.T.M.
=
Resisting/Overturning Ratio =1.96
Vertical Loads used for Soil Pressure =2,241.7 lbs
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only)0.027 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.
Page : 2
19
RetainPro (c) 1987-2015, Build 11.15.12.03 Cantilevered Retaining Wall Code: CBC 2013,ACI 318-11,ACI 530-11License : KW-06056430License To : BURKETT AND WONG ENGINEERS
2.75
0.00
0.00
12.00
1,500.0
45.0
0.0
300.0
Criteria Soil Data
Retained Height =ft
Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall
Height of Soil over Toe in
Water height over heel =ft
=
=
110.00=pcf
=
Soil Density, Heel
=
Passive Pressure =psf/ft
Allow Soil Bearing =psf
Soil Density, Toe 110.00 pcf
Footing||Soil Friction =0.300
Soil height to ignorefor passive pressure =12.00 in
Equivalent Fluid Pressure Method
Surcharge Loads Adjacent Footing Load
Load Type
0.0 Lateral Load =0.0 #/ft
0.0
0.0
0.00.0
Axial Load Applied to Stem
Wall to Ftg CL Dist =0.00 ft
Wind on Exposed Stem psf0.0=
Lateral Load Applied to Stem
Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs
Axial Dead Load
(Service Level)
=lbs
Footing Type Line Load
Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft
Used To Resist Sliding & Overturning
Used for Sliding & Overturning
==0.0 ft
Axial Live Load =
Base Above/Below Soil
lbs
=
Axial Load Eccentricity ==Poisson's Ratio 0.300
at Back of Wall
in (Service Level)
Wind (W)=
Design Summary
Wall Stability RatiosOverturning =2.44 OK
Sliding =2.24 OK
Total Bearing Load =859 lbs...resultant ecc.=4.03 in
Soil Pressure @ Toe =862 psf OK
Soil Pressure @ Heel =0 psf OK
Allowable =1,500 psfSoil Pressure Less Than Allowable
ACI Factored @ Toe =1,035 psf
ACI Factored @ Heel =0 psf
Footing Shear @ Toe =0.3 psi OK
Footing Shear @ Heel =2.3 psi OK
Allowable =82.2 psi
Sliding Calcs
Lateral Sliding Force =316.4 lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
0.0=
257.8
450.0
=
=
0.0
-
lbs
lbs
lbs OK
lbs OK
-
Masonry Block Type =Medium Weight
Stem Construction Bottom
Stem OKDesign Height Above Ftg =0.00ft
Wall Material Above "Ht"=Concrete
Thickness =6.00Rebar Size =#4
Rebar Spacing =18.00
Rebar Placed at =CenterDesign Data
fb/FB + fa/Fa =0.145
Total Force @ Section
=lbs
Moment....Actual
=ft-#
Moment.....Allowable =1,721.3
Shear.....Actual
=psi
Shear.....Allowable =82.2psi
Wall Weight =72.5psf
Rebar Depth 'd'=3.00in
Masonry Data
f'm =psi
Fs =psi
Solid Grouting =
Modular Ratio 'n'=
Short Term Factor =
Equiv. Solid Thick.=
Concrete Dataf'c =3,000.0psi
Fy =60,000.0
Masonry Design Method ASD=
Load FactorsBuilding Code CBC 2013,ACI
Dead Load 1.200
Live Load 1.600
Earth, H 1.600
Wind, W 1.000
Seismic, E 1.000
psi
Service Level
=272.3lbsStrength Level
Service Level
Strength Level =249.6ft-#
Service Level
Strength Level =7.6psi
Design Method =LRFD
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Page : 1
20
RetainPro (c) 1987-2015, Build 11.15.12.03 Cantilevered Retaining Wall Code: CBC 2013,ACI 318-11,ACI 530-11License : KW-06056430License To : BURKETT AND WONG ENGINEERS
0.75
1.25
12.00
0.000.00
=Min. As %0.0018
Footing Dimensions & Strengths
f'c =3,000psi
Toe Width =ft
Heel Width =
Key Distance from Toe
Key DepthKey Width =in=in
=0.00
Footing Thickness =in
2.00=
ft
Cover @ Top =2.00 in@ Btm.=3.00 in
Total Footing Width
=150.00 pcfFooting Concrete DensityFy =60,000 psi
Footing Design Results
Key:
=
No key defined
Factored Pressure
Mu' : Upward
Mu' : Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe:#4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46Not req'd: Mu < phi*5*lambda*sqrt(f'c)*Sm
=None Spec'd
=
=
=
=
=
1,035
255
88
167
0.27
82.16
Heel:
0
35
153
117
2.32
82.16
HeelToe
psf
ft-#
ft-#
ft-#
psi
psi
Heel Reinforcing =# 6 @ 16.00 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing =# 7 @ 16.00 in
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING.....Force Distance Moment Distance MomentItemForceft-#lbs ftft
Heel Active Pressure =316.4 1.25 395.5 Soil Over Heel =226.9 1.63 368.7
ft-#lbs
Sloped Soil Over Heel=Surcharge over Heel =
Surcharge Over Heel
=
=
Adjacent Footing Load =Adjacent Footing Load
Axial Dead Load on Stem =
=* Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Surcharge Over Toe
Load @ Stem Above Soil
=
=
=
82.5 0.38 30.9=
=
=
Stem Weight(s)
=
199.4 1.00 199.4
Earth @ Stem Transitions
=
50.4 1.33 67.2
Footing Weight
=
300.0 1.00 300.0
Key Weight
=
Added Lateral Load
lbs
=
395.5
Vert. Component
Total
=
859.2 966.2
* Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation.
Total =R.M.
=
316.4 O.T.M.
=
Resisting/Overturning Ratio =2.44
Vertical Loads used for Soil Pressure =859.2 lbs
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only)0.033 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.
Page : 2
21
RetainPro (c) 1987-2015, Build 11.15.12.03 Cantilevered Retaining Wall Code: CBC 2013,ACI 318-11,ACI 530-11License : KW-06056430License To : BURKETT AND WONG ENGINEERS
6.50
0.00
0.00
12.00
1,500.0
45.0
0.0
350.0
Criteria Soil Data
Retained Height =ft
Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall
Height of Soil over Toe in
Water height over heel =ft
=
=
110.00=pcf
=
Soil Density, Heel
=
Passive Pressure =psf/ft
Allow Soil Bearing =psf
Soil Density, Toe 0.00 pcf
Footing||Soil Friction =0.300
Soil height to ignorefor passive pressure =12.00 in
Equivalent Fluid Pressure Method
Surcharge Loads Adjacent Footing Load
Load Type
0.0 Lateral Load =0.0 #/ft
0.0
0.0
0.00.0
Axial Load Applied to Stem
Wall to Ftg CL Dist =0.00 ft
Wind on Exposed Stem psf0.0=
Lateral Load Applied to Stem
Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs
Axial Dead Load
(Service Level)
=lbs
Footing Type Line Load
Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft
Used To Resist Sliding & Overturning
Used for Sliding & Overturning
==0.0 ft
Axial Live Load =
Base Above/Below Soil
lbs
=
Axial Load Eccentricity ==Poisson's Ratio 0.300
at Back of Wall
in (Service Level)
Wind (W)=
Design Summary
Wall Stability RatiosOverturning =3.55 OK
Sliding =1.63 OK
Total Bearing Load =4,740 lbs...resultant ecc.=6.70 in
Soil Pressure @ Toe =1,479 psf OK
Soil Pressure @ Heel =327 psf OK
Allowable =1,500 psfSoil Pressure Less Than Allowable
ACI Factored @ Toe =1,775 psf
ACI Factored @ Heel =392 psf
Footing Shear @ Toe =0.5 psi OK
Footing Shear @ Heel =5.3 psi OK
Allowable =75.0 psi
Sliding Calcs
Lateral Sliding Force =1,440.0 lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
0.0=
1,422.0
918.8
=
=
0.0
-
lbs
lbs
lbs OK
lbs OK
-
Masonry Block Type =Medium Weight
Stem Construction Bottom
As < Min %Design Height Above Ftg =0.00ft
Wall Material Above "Ht"=Concrete
Thickness =24.00Rebar Size =#4
Rebar Spacing =12.00
Rebar Placed at =EdgeDesign Data
fb/FB + fa/Fa =No Good
Total Force @ Section
=lbs
Moment....Actual
=ft-#
Moment.....Allowable =19,848.0
Shear.....Actual
=psi
Shear.....Allowable =82.2psi
Wall Weight =300.0psf
Rebar Depth 'd'=22.25in
Masonry Data
f'm =psi
Fs =psi
Solid Grouting =
Modular Ratio 'n'=
Short Term Factor =
Equiv. Solid Thick.=
Concrete Dataf'c =3,000.0psi
Fy =60,000.0
Masonry Design Method ASD=
Load FactorsBuilding Code CBC 2013,ACI
Dead Load 1.200
Live Load 1.600
Earth, H 1.600
Wind, W 1.000
Seismic, E 1.000
psi
Service Level
=1,521.0lbsStrength Level
Service Level
Strength Level =3,295.5ft-#
Service Level
Strength Level =5.7psi
Design Method =LRFD
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Page : 1
22
RetainPro (c) 1987-2015, Build 11.15.12.03 Cantilevered Retaining Wall Code: CBC 2013,ACI 318-11,ACI 530-11License : KW-06056430License To : BURKETT AND WONG ENGINEERS
1.00
4.25
18.00
0.000.00
=Min. As %0.0018
Footing Dimensions & Strengths
f'c =2,500psi
Toe Width =ft
Heel Width =
Key Distance from Toe
Key DepthKey Width =in=in
=0.00
Footing Thickness =in
5.25=
ft
Cover @ Top =2.00 in@ Btm.=3.00 in
Total Footing Width
=150.00 pcfFooting Concrete DensityFy =60,000 psi
Footing Design Results
Key:
=
No key defined
Factored Pressure
Mu' : Upward
Mu' : Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe:#4@ 6.17 in, #5@ 9.57 in, #6@ 13.58 in, #7@ 18.52 in, #8@ 24.38 in, #9@ 30.Not req'd: Mu < phi*5*lambda*sqrt(f'c)*Sm
=None Spec'd
=
=
=
=
=
1,775
843
201
642
0.53
75.00
Heel:
392
1,493
2,855
1,362
5.32
75.00
HeelToe
psf
ft-#
ft-#
ft-#
psi
psi
Heel Reinforcing =# 6 @ 16.00 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing =# 7 @ 16.00 in
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING.....Force Distance Moment Distance MomentItemForceft-#lbs ftft
Heel Active Pressure =1,440.0 2.67 3,840.0 Soil Over Heel =1,608.8 4.13 6,636.1
ft-#lbs
Sloped Soil Over Heel=Surcharge over Heel =
Surcharge Over Heel
=
=
Adjacent Footing Load =Adjacent Footing Load
Axial Dead Load on Stem =
=* Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Surcharge Over Toe
Load @ Stem Above Soil
=
=
=
0.50=
=
=
Stem Weight(s)
=
1,950.0 2.00 3,900.0
Earth @ Stem Transitions
=Footing Weight
=
1,181.3 2.63 3,100.8
Key Weight
=
Added Lateral Load
lbs
=
3,840.0
Vert. Component
Total
=
4,740.0 13,636.9
* Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation.
Total =R.M.
=
1,440.0 O.T.M.
=
Resisting/Overturning Ratio =3.55
Vertical Loads used for Soil Pressure =4,740.0 lbs
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only)0.051 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.
Page : 2
23
Beam:M1
Shape:
Material:
Length:
I Joint:
J Joint:
Code Check:
Report Based On 97 Sections
W8x13
A992
14 ft
N1
N2
LC 1: 1
0.327 (bending)
A k
.5 at 0 ft
Vy k
Vz k
T k-ft My k-ft
6 at 0 ft
Mz k-ft
-.681 at 14 ft
Dy in
Dz in
fa ksi
7.264 at 0 ft
fc ksi
-7.264 at 0 ft
ft ksi
AISC 14th(360-10): ASD Code Check
Direct Analysis Method
Max Bending Check Max Shear Check
Location Location
Equation Max Defl Ratio
0.327
0 ft
H1-1b
0.014 (y)
0 ft
L/247
Bending Flange Compression Flange
Bending Web Compression Web
Compact Non-Slender
Compact Non-Slender
Fy 50 ksi
Pnc/om
Pnt/om
Mny/om
Mnz/om
Vny/om
Vnz/om
14.539 k
114.97 k
5.364 k-ft
18.325 k-ft
36.754 k
36.647 k
Cb 1.875
y-y z-z
Lb
KL/r
14 ft 14 ft
199.248 52.315
L Comp Flange 14 ft
Warp Length 14 ft
L-torque 14 ft
Tau_b 1
24
GEOTECHNICAL CONSULTANTS
12595 RAGWEED STREET, SAN DIEGO, CALIFORNIA 92129 • PHONE (858)484-2347 • FAX (858)484-8682
REVISED FINAL
SOILS INVESTIGATION
PROPOSED
POINSETTIA COMMUNITY PARK EXPANSION
8600 HIDDEN VALLEY ROAD
CARLSBAD, CALIFORNIA
(K2 Engineering Job No. G2015011-1)
R1
Schmidt Design Group G2015011-1
Poinsettia Community Park Expansion, Carlsbad, California Revised Final
Page 7
A minimum overexcavation of 2 feet is recommended beneath the proposed arena and 1 foot beneath
paved and/or hardscaped areas. The overexcavation and replacement should extend a minimum of 5
feet beyond the proposed footings and 2 feet beyond the edge of hardscape.
6.2 FOUNDATIONS
6.2.1 Bearing Value
To provide more uniform support and to reduce the potential for damage due to differential
movement, we recommend that footings for the proposed retaining wall extend at least 1½ feet below
the lowest adjacent final grade. A bearing value of 1,500 pounds per square foot may be used for
footings at least 12 inches in width and supported on non-expansive compacted fill soils.
Foundations for the proposed shade structure should extend at least 3 feet below the final grade. A
bearing value of 1,000 pounds per square foot may be used for footings at least 12 inches in width and
supported on the existing fill soils.
A one-third increase in the bearing value may be used for wind or seismic loads. Since the
recommended bearing value is a net value, the weight of the concrete in the footings may be taken as
equal to 50 pounds per cubic foot, and the weight of the soil backfill may be neglected.
6.2.2 Settlement
If the footings are supported on reinforced non-expansive fill that is compacted in accordance with
this report, the total settlement is estimated to be within acceptable limits for the proposed structure.
6.2.3 Lateral Loads
Lateral loads may be resisted by friction and by the passive resistance of the non-expansive
compacted fill or lime treated soils beneath the footings. A coefficient of friction of 0.3 may be used
between the foundations and the supporting materials. The passive resistance of the compacted fill
soils may be assumed to be equal to the pressure developed by an equivalent fluid with a density of
250 pounds per cubic foot. The frictional resistance and the passive resistance of the materials may be
combined without reduction in determining the total lateral resistance.
R2
Schmidt Design Group G2015011-1
Poinsettia Community Park Expansion, Carlsbad, California Revised Final
Page 9
6.2.6 Light Pole Foundations
Fill soils up to 14½ feet in thickness were encountered in the exploratory borings. The fill soils
were placed during mass grading of the site but documentation regarding fill placement was not
available for review. Due to the potential variations of the in-place fills, we are providing
foundation design parameters for those conditions.
Individual piers should be adequate to support the lighting pole foundations. Embedment depth
and diameter for the lighting pole piers to resist lateral loads where no-constraint is provided at
ground surface may be determined using the following formula per 2013 CBC Section 1807.3.2.1:
d = A/2 {1 + [1+(4.36h/A)]½}
Where:
A = 2.34P/S1b
b = Pier diameter in feet
d = Embedment depth in feet (but not over 12 ft for purpose of computing
lateral pressure)
h = Distance in feet from ground surface to point of application of “P”
P = Applied lateral force in pounds
S1 = Allowable lateral soil bearing pressure S1 = 150 psf/ft. (Table 1806.2 for
Class 4 soil and Section 1806)
An allowable soil vertical bearing pressure of 2,000 pounds per square foot may used in the design
of the piers at least 2 feet in diameter and extending at least 3 feet below the lowest adjacent grade.
The values provided are for the medium dense fill soils. Excavations may need to be deepened to
obtain the desired resistance.
Installation: The drilled pier shall be placed in conformance to ACI 336 guidelines. Excavation
for piers should be inspected by the geotechnical consultant. The bottom of the excavation for piers
should be reasonably free of loose or slough material. A tremie pipe should be used to pour
concrete from the bottom up and to ensure less than five feet of free fall.
R3
Schmidt Design Group G2015011-1
Poinsettia Community Park Expansion, Carlsbad, California Revised Final
Page 13
6.6 RETAINING WALLS
6.6.1 Lateral Pressures
For design of cantilevered retaining walls with heights of 15 feet or less, where the backfill consists of
on-site or non-expansive granular materials and the surface of backfill is level and well drained, it
may be assumed that the non-expansive soils will exert lateral pressures equal to that developed by a
fluid with a density of 45 pounds per cubic foot. Where wall rotation or movement is not acceptable,
we recommend that the walls below grade be designed for "at rest" pressures. When considering "at
rest" pressures where the surface of the retained earth is level it may be assumed that the soils will
exert an equivalent fluid pressure of 66 pounds per cubic foot. For backfills sloped back 2:1, the
lateral active pressure may be assumed equal 68 pounds per cubic foot. The at rest pressure may be
assumed that the soils will exert a pressure of 99 pounds per cubic foot.
6.6.2 Backfill
All required backfill should be mechanically compacted in layers not more than 8 inches in loose
thickness; flooding should not be permitted. Compaction of the backfill as recommended will be
necessary to reduce settlement of the backfill and of overlying slabs, walks, and paving and to reduce
infiltration of surface water into the backfill. The backfill should be compacted to at least 90% of the
maximum density obtainable by the ASTM Designation D1557-12 method of compaction.
6.6.3 Drainage
If the backfill is placed and compacted as recommended and good surface drainage is provided,
infiltration of water into the backfill adjacent to the proposed retaining walls should be small. To
reduce the potential for water entrapment, surface and subsurface drains behind all retaining walls are
recommended.
Weep holes, backdrains, or other drainage measures should be provided in retaining walls to reduce
the potential for entrapment of water in the backfill behind the walls. Adequate drainage of adjacent
planters should be provided to prevent water infiltration into wall backfills. Drainage could consist of
vertical gravel drains about 12 inches wide connected to a 4-inch-diameter perforated pipe. The
perforated pipe should be surrounded by at least 1 foot of filter gravel (or uniformly graded gravel or
Class II permeable material) wrapped in a geosynthetic filter fabric, such as Mirafi 140 N.S. The
R4
STRUCTURAL ▪ CIVIL ▪ SURVEY ▪ LAND PLANNING
9449 Balboa Avenue, Suite 270 ▪ San Diego, CA 92123
Phone (619) 299-5550 ▪ Fax (619) 299-9934
www.bwesd.com
ENGINEER: Chris Cobb, P.E.
DATE: December 2, 2016
PROJECT NUMBER: 12707A
STRUCTURAL CALCULATIONS
FOR
Poinsettia Pickle Ball Courts
Carlsbad, CA
Prepared for
Schmidt Design Group, Inc.
1111 Sixth Avenue, Suite 500
San Diego, CA 92101
Project: POINSETTIA PICKLE BALL Date:12/2/2016Job #: 12720A Engineer: CCCaisson Design for Lateral Loading (CBC 2013)actual guess3.512.0642.5350.000 1396.500 400.000 3.5002.000 1.338'1.53.2703.500 350.000 2327.500 1464.000 6.0002.000 1.3310'1.53.8544.000 350.000 2793.000 1830.000 8.0002.000 1.33Light Pole24.0914.000 350.000 1396.500 500.000 22.0001.000 1.33actual guess3.5'12.8323.5350.000 775.833400 3.52.0001.338'1.54.5095.000 350.000 1241.333 1464.000 6.0002.000 1.3310'1.54.7465.500 350.000 1706.833 1830.000 8.0002.000 1.33Light Pole25.0545.000 300.000 665.000 500.000 22.0001.000 1.33Note: Current calc factors in 1/2 deflection increase per 1606.3.4 and depth increase per 1806.3.3, along with duration increase per soils report.1/2 deflectionAllowable Soil Bearing Pressure, psf1/2 deflectionLateral Bearing Pressure, pcfDepth, ftUnconstrained per CBC 1807.3.2.1Depth, ftMoment Arm, ftLateral Load, ASD, lbMoment Arm, ftDuration FactorDia. of Footing, ftAllowable Soil Bearing Pressure, psfDuration FactorFLAG POLE FOOTING DESIGNLateral Bearing Pressure, pcfLoadingLoadingDia. of Footing, ftLateral Load, ASD, lbConstrained per CBC 1807.3.2.2
Poinsettia Community
Park – Phase III
3
APPENDICES
APPENDIX A: Mitigation Monitoring and Reporting Plan
APPENDIX B: Hydrology Memorandum
APPENDIX C: Storm Water Quality Management Plan
APPENDIX D: Storm Water Pollution Prevention Plan
Poinsettia Community
Park – Phase III
Appendix A:
Mitigation Monitoring and Reporting Plan
Poinsettia Community
Park – Phase III
Appendix B:
Hydrology Memorandum
6390 GREENWICH DR., STE. 170, SAN DIEGO, CA 92122 TEL 858.554.1500 FAX 858.597.0335 WWW.FUSCOE.COM
HYDROLOGY MEMORANDUM
POINSETTIA COMMUNITY PARK PHASE III
PREPARED FOR: City of Carlsbad
PREPARED BY: Kenneth T. Kozlik, PE
Fuscoe Engineering, Inc.
DATE:
November 14, 2017
PURPOSE
The purpose of this memorandum is to document the design of the drainage system for the
Poinsettia Community Park Phase III project, and assess the capacity of the existing drainage
system to accept these flows. The project has three main work areas, which will include the
construction of an expansion of the tot lot, a soccer arena, and pickleball courts, along with
associated walkways. The site of the proposed tot lot expansion includes an existing tot lot,
walkways, and turf areas. The site of the proposed soccer arena is currently a rough graded pad.
The site of the pickleball courts is currently an open field.
METHODOLOGY
For hydrology calculations, the peak 100-year storm event was used. Flow was determined using
the Rational Method, given as Q = C x I x A. Components of the equation are described below.
Runoff Coefficient, C:
Based on review of the Soil Hydrologic Groups map given in the County Hydrology Manual, the
hydrologic soil groups in the area of the site are Groups B and D. See Attachment 1. As a
conservative assumption, Group D soils have been assumed. In the existing condition, minor
amounts of impervious surfaces are present throughout the site. An existing imperviousness
percentage of 20% is used, resulting in a runoff coefficient of 0.46. Where additional impervious
surfaces will be constructed as a part of the project, a runoff coefficient of 0.52 is used, reflecting
the low density park land use and an approximate impervious percentage of 30%. This is the case
in the tot lot area of the site. In the soccer arena, only pervious surfacing is proposed, so the
existing conditions runoff coefficient of 0.46 is also used for the proposed conditions. In the
Pickleball Courts area, the existing runoff coefficient of 0.46 will be used, but a proposed runoff
coefficient of 0.71 is used, reflecting an approximate impervious percentage of 65%.
POINSETTIA COMMUNITY PARK PHASE III – HYDROLOGY MEMORANDUM NOVEMBER 2017
PAGE 2 OF 3
Rainfall Intensity, I:
The rainfall intensity is dependent on the time of concentration for a given drainage basin. Given
the relatively small size of the drainage basins on site (less than one acre), a time of concentration
of 5 minutes has been assumed. This is the minimum time of concentration allowable by the
Hydrology Manual and again is a conservative assumption. Based on isopluvial maps in the
Hydrology Manual, the P6 for the 100-year storm is 2.6”. See Attachment 2.
Rainfall intensity is determined from the equation given in the Hydrology Manual as:
I = 7.44 x P6 x Tc-0.645 = 7.44 x 2.6 x 5.0-0.645 = 6.85 in/hr
Basin Area, A:
The tributary basin area is determined based on topography, either existing or proposed. The
three project work areas have been divided into separate drainage basins. A fourth existing
drainage basin which contributes to the drainage area was also analyzed. Basin A is 0.69 acres
and includes the tot lot area. Basin B consists of an existing grass area which will remain
undisturbed, and is 1.46 acres. The soccer arena is 1.38 acres and has been designated as
Basin C. Basin D is 0.52 acres and includes the pickleball courts area. The proposed
improvements are contained within the interior portions of these drainage basins. Therefore, the
basin boundaries and areas remain the same in proposed conditions.
Flow Rate, Q:
The 100-year peak flowrate of runoff is then calculated as follows:
Q100 = C x I100 x A
HYDROLOGY RESULTS
The table below summarized the hydrology results for the existing and proposed conditions.
Basin Condition Runoff
Coefficient
Intensity
in/hr
Area
ac
Q(100)
cfs
A Existing 0.46 6.85 0.69 2.2
Proposed 0.52 6.85 0.69 2.5
B Existing 0.46 6.85 1.46 4.6
Proposed 0.46 6.85 1.46 4.6
C Existing 0.46 6.85 1.38 4.3
Proposed 0.46 6.85 1.38 4.3
D Existing 0.46 6.85 0.52 1.6
Proposed 0.71 6.85 0.52 2.5
Basin A exhibits a slight increase in peak discharge in proposed conditions. Basin A then
combines with Basin B before exiting the site. Due to the use of permeable surfacing in Basin C,
the peak discharge does not change in this basin. Basin D exhibits a slightly higher increase in
peak discharge in proposed condition. The following section will address the capacity of the
proposed and existing storm drain system in Basins A, B, and D to illustrate sufficient capacity is
available to convey the proposed flows.
POINSETTIA COMMUNITY PARK PHASE III – HYDROLOGY MEMORANDUM NOVEMBER 2017
PAGE 3 OF 3
HYDRAULICS CALCULATIONS
To assess the capacity of the existing drains in Basins A and B, pipe flow calculations were
prepared using the FlowMaster program by Bentley Systems. These pipe segments have been
identified as SD Pipes 1 and 2 on the attached Proposed Conditions Hydrology Map. For CMP
pipes, a Manning’s n factor of 0.024 was used. A Manning’s n factor of 0.013 was used for RCP
pipe. The normal depth was calculated to ensure that the pipes have adequate capacity for the
proposed 100-year peak flows.
SD Pipes 1 and 2 convey runoff from significant offsite areas as well. To obtain the total flows
conveyed by the pipe segments in existing conditions, the as-built grading plans were consulted
(Drawing 331-3). These plans indicate a 100-year peak flow rate of 34.3 cfs for SD Pipe 1, and
32.2 cfs for SD Pipe 2. To account for the increase in proposed flow rates, these flow rates were
increased accordingly. The increase in Basin A is 0.3, so the proposed flow rate in SD Pipe 1 is
analyzed as 34.6. Since SD Pipe 1 consists of two parallel 18” CMP pipes, this flow is divided
evenly between the two pipes, resulting is 17.3 cfs in each pipe. SD Pipe 2 conveys runoff from
both Basins A and B. The total increase in these two basins is 0.3 cfs, so flow in SD Pipe 2 is
analyzed as 32.5 cfs.
SD Pipe 3 in Basin D was designed to convey the peak flow rate for a future community center.
The impervious area for the proposed development of Pickleball Courts is comparable to the
percent impervious of the construction of a community center. Therefore, it is assumed the existing
SD Pipe 3 has adequate capacity to convey the peak flow from the Pickleball Courts.
Results of the hydraulic calculations are included in Attachment 5. SD Pipe 1 will easily convey
the proposed flow rate without becoming pressurized. SD Pipe 2 will be pressurized under
proposed conditions. However, the proposed Hydraulic Grade Line of 123.9 at the upstream end
of the pipe is more than 1 foot below the proposed flow line of the inlet of 126.50. Therefore, the
proposed flow rates will not cause flooding or overflow within Basin B.
CONCLUSION
While the proposed Poinsettia Community Park Phase III project will slightly increase runoff from
existing conditions in Basin A, the 100-year peak flow is within the capacity of the existing and
proposed storm drain system.
ATTACHMENTS
Attachment 1 Soil Group Map
Attachment 2 Isopluvial Map
Attachment 3 Existing Conditions Hydrology Map
Attachment 4 Proposed Conditions Hydrology Map
Attachment 5 FlowMaster Hydraulics Calculations
BASIN A
C= 0.46
AREA= 0.69 AC
Q(100)= 2.2 CFS
BASIN B
C= 0.46
AREA= 1.46 AC
Q(100)= 4.6 CFS
BASIN C
C= 0.46
AREA= 1.38 AC
Q(100)= 4.3 CFS
BASIN D
C= 0.46
AREA= 0.52 AC
Q(100)= 1.6CFS
POINSETTIA COMMUNITY PARK
EXISTING CONDITIONS HYDROLOGY EXHIBIT GNIREENEIGN
6390 Greenwich Dr., Suite 170, San Diego, California 92122
tel 858.554.1500 fax 858.597.0335 www.fuscoe.com
SDG PROJECT NO: 15-406 PLT DATE: 11/16/16
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LEGEND
EXISTING CONTOUR
EXISTING STORM DRAIN
HYDROLOGY BASIN
FLOW DIRECTION
HYDROLOGY CALCULATIONS
Q=C*I*A
SOIL TYPE D
Tc= 5 MIN, P6= 2.6 IN => I= 6.85 IN/HR
BASIN A
C= 0.52
AREA= 0.69 AC
Q(100)= 2.5 CFS
BASIN B
C= 0.46
AREA= 1.46 AC
Q(100)= 4.6 CFS
BASIN C
C= 0.46
AREA= 1.38 AC
Q(100)= 4.3 CFS
SD PIPE 1
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POINSETTIA COMMUNITY PARK
PROPOSED CONDITIONS HYDROLOGY EXHIBIT GNIREENEIGN
6390 Greenwich Dr., Suite 170, San Diego, California 92122
tel 858.554.1500 fax 858.597.0335 www.fuscoe.com
SDG PROJECT NO: 15-406 PLT DATE: 11/14/17
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LEGEND
EXISTING CONTOUR
PROPOSED CONTOUR
EXISTING STORM DRAIN
PROPOSED STORM DRAIN
HYDROLOGY BASIN
FLOW DIRECTION
HYDROLOGY CALCULATIONS
Q=C*I*A
SOIL TYPE D
Tc= 5 MIN, P6= 2.6 IN => I= 6.85 IN/HR
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.16300 ft/ft
Diameter 1.50 ft
Discharge 17.30 ft³/s
Results
Normal Depth 0.97 ft
Flow Area 1.21 ft²
Wetted Perimeter 2.81 ft
Hydraulic Radius 0.43 ft
Top Width 1.43 ft
Critical Depth 1.44 ft
Percent Full 64.8 %
Critical Slope 0.08069 ft/ft
Velocity 14.27 ft/s
Velocity Head 3.17 ft
Specific Energy 4.14 ft
Froude Number 2.74
Maximum Discharge 24.71 ft³/s
Discharge Full 22.97 ft³/s
Slope Full 0.09246 ft/ft
Flow Type SuperCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 64.82 %
Downstream Velocity Infinity ft/s
Worksheet for SD Pipe 1
11/14/2017 11:14:55 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 0.97 ft
Critical Depth 1.44 ft
Channel Slope 0.16300 ft/ft
Critical Slope 0.08069 ft/ft
Worksheet for SD Pipe 1
11/14/2017 11:14:55 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Pressure at 1
Input Data
Pressure 2 0.00 feet H2O
Elevation 1 123.90 ft
Elevation 2 115.50 ft
Length 99.56 ft
Roughness Coefficient 0.013
Diameter 1.50 ft
Discharge 32.50 ft³/s
Results
Pressure 1 1.13 feet H2O
Headloss 9.53 ft
Energy Grade 1 130.29 ft
Energy Grade 2 120.76 ft
Hydraulic Grade 1 125.03 ft
Hydraulic Grade 2 115.50 ft
Flow Area 1.77 ft²
Wetted Perimeter 4.71 ft
Velocity 18.39 ft/s
Velocity Head 5.26 ft
Friction Slope 0.09574 ft/ft
Worksheet for SD Pipe 2
11/14/2017 11:15:23 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page
Poinsettia Community
Park – Phase III
Appendix C:
Storm Water Quality Management Plan
STORM WATER QUALITY MANAGEMENT PLAN
POINSETTIA COMMUNITY
PARK
December 2015
Carlsbad, Calfiornia
prepared for:
City of Carlsbad Parks and Recreation
799 Pine Ave., Suite 200
Carlsbad, CA. 92008
Fuscoe Engineering, Inc.
6390 Greenwich Drive, Suite 170
San Diego, California 92122
858.554.1500
www.fuscoe.com
Kenneth T. Kozlik
Job # 1440-001-01
Poinsettia Community Park
Storm Water Quality Management Plan
1 November 2017
CITY OF CARLSBAD
PRIORITY DEVELOPMENT PROJECT (PDP)
STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) FOR
POINSETTIA COMMUNITY PARK
CIP: 4605
SWQMP:
DWG: 507-9A
ENGINEER OF WORK:
___________________________________________________________________________________
KENNETH T. KOZLIK, RCE 71883
PREPARED FOR:
CITY OF CARLSBAD PARKS AND RECREATION
799 PINE AVENUE, SUITE 200
CARLSBAD, CA 92008
760-434-2826
PREPARED BY:
FUSCOE ENGINEERING, INC.
6390 GREENWICH DRIVE, SUITE 170
SAN DIEGO, CA 92122
858-554-1500
DATE:
NOVEMBER 2017
Poinsettia Community Park
Storm Water Quality Management Plan
2 November 2017
Poinsettia Community Park
Storm Water Quality Management Plan
3 November 2017
TABLE OF CONTENTS
Certification Page
Project Vicinity Map
FORM I-1 Storm Water Standards Questionnaire (E-34) (Standard Project or PDP)
FORM I-3B Site Information Checklist for PDPs
FORM I-4 Source Control BMP Checklist for All Development Projects
FORM I-5 Site Design BMP Checklist for All Development Projects FORM
I-6 Summary of PDP Structural BMPs
Attachment 1: Backup for PDP Pollutant Control BMPs
Attachment 1a: DMA Exhibit
Attachment 1b: Tabular Summary of DMAs and Design Capture Volume Calculations
Attachment 1c: Harvest and Use Feasibility Screening (when applicable)
Attachment 1d: Categorization of Infiltration Feasibility Condition (when applicable)
Attachment 1e: Pollutant Control BMP Design Worksheets / Calculations
Attachment 2: Backup for PDP Hydromodification Control Measures
Attachment 2a: Hydromodification Management Exhibit
Attachment 2b: Management of Critical Coarse Sediment Yield Areas
Attachment 2c: Geomorphic Assessment of Receiving Channels
Attachment 2d: Flow Control Facility Design
Attachment 3: Structural BMP Maintenance Plan
Attachment 3a: Structural BMP Maintenance Thresholds and Actions
Attachment 4: Single-sheet BMP (SSBMP) Plan
Poinsettia Community Park
Storm Water Quality Management Plan
4 November 2017
CERTIFICATION PAGE
Project Name: Poinsettia Community Park
Project ID: [Insert Project ID #]
I hereby declare that I am the Engineer in Responsible Charge of design of storm water BMPs for this project,
and that I have exercised responsible charge over the design of the project as defined in Section 6703 of the
Business and Professions Code, and that the design is consistent with the requirements of the BMP Design
Manual, which is based on the requirements of SDRWQCB Order No. R9-2013-0001 (MS4 Permit).
I have read and understand that the [City Engineer] has adopted minimum requirements for managing urban
runoff, including storm water, from land development activities, as described in the BMP Design Manual. I
certify that this PDP SWQMP has been completed to the best of my ability and accurately reflects the project
being proposed and the applicable source control and site design BMPs proposed to minimize the potentially
negative impacts of this project's land development activities on water quality. I understand and acknowledge
that the plan check review of this PDP SWQMP by the [City Engineer] is confined to a review and does not
relieve me, as the Engineer in Responsible Charge of design of storm water BMPs for this project, of my
responsibilities for project design.
________________________________________________________
Engineer of Work's Signature, PE Number & Expiration Date
Kenneth T. Kozlik, PE
Print Name
Fuscoe Engineering, Inc.
Company
____________________________
Date
Poinsettia Community Park
Storm Water Quality Management Plan
5 November 2017
PROJECT VICINITY MAP
Project Name: Poinsettia Community Park
Project ID: 4605
Poinsettia Community Park
Storm Water Quality Management Plan
6 November 2017
Storm Water Standards Questionnaire Part 1
(Storm Water Intake Form for all Development Permit Applications)
Form I-1
Carlsbad BMP Design
Manual
[DRAFT]
Project Identification
Project Name: Poinsettia Community Park
Project ID: 4605 Date: November 8, 2017
Determination of Requirements
The purpose of this form is to identify permanent, post-construction requirements that apply to the project. This
form serves as a short summary of applicable requirements, in some cases referencing separate forms that will serve
as the backup for the determination of requirements.
Answer each step below, starting with Step 1 and progressing through each step until reaching "Stop". Refer to
BMP Design Manual sections and/or separate forms referenced in each step below.
Step Answer Progression
Step 1: Is the project a "development project"? See
Section 1.3 of the BMP Design Manual for guidance.
Yes Go to Step 2.
No Stop.
Permanent BMP requirements do not
apply. No SWQMP will be required.
Provide discussion below.
Discussion / justification if the project is not a "development project" (e.g., the project includes only interior
remodels within an existing building):
Step 2: Is the project a Standard Project, Priority
Development Project (PDP), or exception to PDP
definitions?
To answer this item, see Section 1.4 of the BMP Design
Manual in its entirety for guidance, AND complete Form
I-2, Project Type Determination.
Standard
Project
Stop.
Standard Project requirements apply,
including Standard Project SWQMP.
PDP PDP requirements apply, including
PDP SWQMP.
Go to Step 3.
Exception
to PDP
definitions
Stop.
Standard Project requirements apply.
Provide discussion and list any additional
requirements below.
Prepare Standard Project SWQMP.
Discussion / justification, and additional requirements for exceptions to PDP definitions, if applicable:
Poinsettia Community Park
Storm Water Quality Management Plan
7 November 2017
Form I-1 Page 2
Step Answer Progression
Step 3. Is the project subject to earlier PDP
requirements due to a prior lawful approval? See
Section 1.10 of the BMP Design Manual for
guidance.
Yes Consult the [City Engineer] to
determine requirements. Provide
discussion and identify
requirements below.
Go to Step 4.
No BMP Design Manual PDP
requirements apply.
Go to Step 4.
Discussion / justification of prior lawful approval, and identify requirements (not required if prior lawful approval
does not apply):
Step 4. Do hydromodification control requirements
apply?
See Section 1.6 of the BMP Design Manual for
guidance.
Yes PDP structural BMPs required for
pollutant control (Chapter 5) and
hydromodification control (Chapter
6).
Go to Step 5.
No Stop.
PDP structural BMPs required for
pollutant control (Chapter 5) only.
Provide brief discussion of exemption
to hydromodification control below.
Discussion / justification if hydromodification control requirements do not apply:
Step 5. Does protection of critical coarse sediment
yield areas apply?
See Section 6.2 of the BMP Design Manual for
guidance.
Yes Management measures required for
protection of critical coarse sediment
yield areas (Chapter 6.2).
Stop.
No Management measures not required
for protection of critical coarse
sediment yield areas.
Provide brief discussion below.
Stop.
Discussion / justification if protection of critical coarse sediment yield areas does not apply:
No Potential Critical Coarse Sediment Yield Areas have been mapped on the project site. Please refer to the
WMAA map provided in Attachment 2b.
Poinsettia Community Park
Storm Water Quality Management Plan
8 November 2017
Storm Water Standards Questionnaire Part 2
Carlsbad BMP Design Manual
[DRAFT]
Project Information
Project Name: Poinsettia Community Park
Project ID: 4605
Project Type Determination: Standard Project or Priority Development Project (PDP)
The project is (select one): New Development Redevelopment
The total proposed newly created or replaced impervious area is: 19,744 ft2 (0.45 acres)
Is the project in any of the following categories, (a) through (f)?
Yes
No
(a) New development projects that create 10,000 square feet or more of impervious surfaces
(collectively over the entire project site). This includes commercial, industrial, residential,
mixed-use, and public development projects on public or private land.
Yes
No
(b) Redevelopment projects that create and/or replace 5,000 square feet or more of
impervious surface (collectively over the entire project site on an existing site of 10,000
square feet or more of impervious surfaces). This includes commercial, industrial,
residential, mixed-use, and public development projects on public or private land.
Yes
No
(c) New and redevelopment projects that create 5,000 square feet or more of impervious
surface (collectively over the entire project site), and support one or more of the following
uses:
(v) Restaurants. This category is defined as a facility that sells prepared foods and
drinks for consumption, including stationary lunch counters and refreshment
stands selling prepared foods and drinks for immediate consumption (Standard
Industrial Classification (SIC) code 5812).
(vi) Hillside development projects. This category includes development on any natural
slope that is twenty-five percent or greater.
(vii) Parking lots. This category is defined as a land area or facility for the temporary
parking or storage of motor vehicles used personally, for business, or for
commerce.
(viii) Streets, roads, highways, freeways, and driveways. This category is
defined as any paved impervious surface used for the transportation of
automobiles, trucks, motorcycles, and other vehicles.
Poinsettia Community Park
Storm Water Quality Management Plan
9 November 2017
Form I-2 Page 2 of 2
Yes
No
(d) New or redevelopment projects that create or replace 2,500 square feet or more of
impervious surface (collectively over the entire project site), and discharging directly to an
Environmentally Sensitive Area (ESA). “Discharging directly to” includes flow that is
conveyed overland a distance of 200 feet or less from the project to the ESA, or conveyed
in a pipe or open channel any distance as an isolated flow from the project to the ESA
(i.e. not commingled with flows from adjacent lands).
Note: ESAs are areas that include but are not limited to all Clean Water Act Section 303(d) impaired
water bodies; areas designated as Areas of Special Biological Significance by the State Water Board and
San Diego Water Board; State Water Quality Protected Areas; water bodies designated with the RARE
beneficial use by the State Water Board and San Diego Water Board; and any other equivalent
environmentally sensitive areas which have been identified by the Copermittees. See BMP Design Manual
Section 1.4.2 for additional guidance.
Yes
No
(e) New development projects that support one or more of the following uses:
(iii) Automotive repair shops. This category is defined as a facility that is categorized
in any one of the following SIC codes: 5013, 5014, 5541, 7532-7534, or
75367539.
(iv) Retail gasoline outlets (RGOs). This category includes RGOs that meet the
following criteria: (a) 5,000 square feet or more or (b) a projected Average Daily
Traffic (ADT) of 100 or more vehicles per day.
Yes
No
(f) New or redevelopment projects that result in the disturbance of one or more acres of land
and are expected to generate pollutants post construction.
Note: See BMP Design Manual Section 1.4.2 for additional guidance.
Does the project meet the definition of one or more of the Priority Development Project categories (a) through
(f) listed above?
No – the project is not a Priority Development Project (Standard Project).
Yes – the project is a Priority Development Project (PDP).
The following is for redevelopment PDPs only:
The area of existing (pre-project) impervious area at the project site is: +/- 21,097 ft2 (A)
The total proposed newly created or replaced impervious area is 19,744 ft2 (B)
Percent impervious surface created or replaced (A/B)*100: -6.4 %
The percent impervious surface created or replaced is (select one based on the above calculation):
less than or equal to fifty percent (50%) – only new impervious areas are considered PDP
OR
greater than fifty percent (50%) – the entire project site is a PDP
Poinsettia Community Park
Storm Water Quality Management Plan
10 November 2017
Site Information Checklist
For PDPs
Form I-3B (PDPs)
Model BMP Design Manual
Project Summary Information
Project Name Poinsettia Community Park
Project Address 6600 Hidden Valley Road
Carlsbad, CA 92011
Assessor's Parcel Number(s) (APN(s)) 214-140-13, -23, & -39
Project ID 4605
Project Watershed (Hydrologic Unit) Select One:
Santa Margarita 902
San Luis Rey 903
Carlsbad 904
San Dieguito 905
Penasquitos 906
San Diego 907
Pueblo San Diego 908
Sweetwater 909
Otay 910
Tijuana 911
Parcel Area
(total area of Assessor's Parcel(s) associated with
the project)
41.14 Acres (1,792,000 Square Feet)
Area to be disturbed by the project
(Project Area)
1.77 Acres (77,138 Square Feet)
Project Proposed Impervious Area
(subset of Project Area)
0.45 Acres (19,744 Square Feet)
Project Proposed Pervious Area
(subset of Project Area)
1.32 Acres (57,394 Square Feet)
Note: Proposed Impervious Area + Proposed Pervious Area = Area to be Disturbed by the Project. This
may be less than the Parcel Area.
Poinsettia Community Park
Storm Water Quality Management Plan
11 November 2017
Form I-3B Page 2 of 9
Description of Existing Site Condition and Drainage Patterns
Current Status of the Site (select all that apply):
Existing development
Previously graded but not built out
Agricultural or other non-impervious use
Vacant, undeveloped/natural
Description / Additional Information:
The project area consists of a mix of existing park improvements, open grass areas, and a graded pad.
Existing Land Cover Includes (select all that apply):
Vegetative Cover
Non-Vegetated Pervious Areas
Impervious Areas
Description / Additional Information:
Existing land covers include planted park areas, a non-vegetated pad, and existing hardscape.
Underlying Soil belongs to Hydrologic Soil Group (select all that apply):
NRCS Type A
NRCS Type B
NRCS Type C
NRCS Type D
Approximate Depth to Groundwater (GW):
GW Depth < 5 feet
5 feet < GW Depth < 10 feet
10 feet < GW Depth < 20 feet
GW Depth > 20 feet
Poinsettia Community Park
Storm Water Quality Management Plan
12 November 2017
Existing Natural Hydrologic Features (select all that apply):
Watercourses
Seeps
Springs
Wetlands
None
Description / Additional Information:
The site has been previously graded and developed, so there are no natural hydrologic features within the
site.
Poinsettia Community Park
Storm Water Quality Management Plan
13 November 2017
Form I-3B Page 3 of 9
Description of Existing Site Topography and Drainage [How is storm water runoff conveyed from the site?
At a minimum, this description should answer (1) whether existing drainage conveyance is natural or urban;
(2) describe existing constructed storm water conveyance systems, if applicable; and (3) is runoff from offsite
conveyed through the site? if so, describe]:
The Poinsettia Park site can be broken up into four drainage basins corresponding to the four work areas for
the proposed improvements. Basin 1 consists of the tot lot area, which drains towards the southwest via
surface flow and an area drain system under the existing tot lot. The runoff is treated in BMP 1 and then joins
offsite runoff in an existing dual culvert system. Basin 2 consists of the proposed walkway area that will drain
to BMP 2, an infiltration basin. The proposed soccer arena site, and is currently a graded pad will use pervious
pavement, thus this area will be self-mitigating. Basin 3 & 4 consists of proposed pickleball court which will
drain via surface flow and graded swale to the two basins located on each side. The eastern basin connects to
the western basin that will connect to an existing storm drain system located along the northern boundary of
the project limits.
Poinsettia Community Park
Storm Water Quality Management Plan
14 November 2017
Form I-3B Page 4 of 9
Description of Proposed Site Development and Drainage Patterns
Project Description / Proposed Land Use and/or Activities:
The project proposed to expand the existing tot lot, construct a soccer arena on an existing graded pad and
pickleball courts.
List/describe proposed impervious features of the project (e.g., buildings, roadways, parking lots, courtyards,
athletic courts, other impervious features):
The project will include impervious sidewalk and plaza areas.
List/describe proposed pervious features of the project (e.g., landscape areas):
The majority of the project area will remain pervious. Pervious concrete will be used around the soccer area.
The resilient rubberized surfacing in the tot lot will be pervious. The artificial turf in the soccer arena is also
pervious.
Does the project include grading and changes to site topography?
Yes
No
Description / Additional Information:
The tot lot will require minor grading to make the topography suitable for the proposed uses. Retaining
walls are proposed along the south side of the tot lot. The soccer arena pad will be raised about 3 feet, with
3:1 slopes along the westerly side of the plaza. The pickleball courts will require minor grading.
Poinsettia Community Park
Storm Water Quality Management Plan
15 November 2017
Does the project include changes to site drainage (e.g., installation of new storm water conveyance systems)?
Yes
No
Description / Additional Information:
A subdrain system will be installed below the tot lot surfacing, which will direct runoff to the southwest into a
proposed 6” PVC and into a proposed biofiltration basin. After treatment, the runoff will outlet to joining
the offsite runoff in a rock swale. The combined runoff will then be conveyed through existing dual culverts.
The proposed walkway will drainage will be collected by a storm drain inlet that will direct the runoff into a
infiltration through 4” PVC pipe.
In the soccer arena, the existing storm drain system will be modified to avoid conflicts with the proposed
improvements. This includes relocating a portion of the storm drain line and an inlet. Inlets will be added
along the easterly side of the soccer arena to collect runoff from the slope to the east. A subdrain system will
also be installed under the proposed artificial turf areas.
The Pickleball courts will drain to surrounding swales and new subdrain systems that will connect to existing
storm drain systems.
Poinsettia Community Park
Storm Water Quality Management Plan
16 November 2017
Form I-3B Page 5 of 9
Identify whether any of the following features, activities, and/or pollutant source areas will be present (select
all that apply):
On-site storm drain inlets
Interior floor drains and elevator shaft sump pumps
Interior parking garages
Need for future indoor & structural pest control
Landscape/Outdoor Pesticide Use
Pools, spas, ponds, decorative fountains, and other water features
Food service
Refuse areas
Industrial processes
Outdoor storage of equipment or materials
Vehicle and Equipment Cleaning
Vehicle/Equipment Repair and Maintenance
Fuel Dispensing Areas
Loading Docks
Fire Sprinkler Test Water
Miscellaneous Drain or Wash Water
Plazas, sidewalks, and parking lots
Poinsettia Community Park
Storm Water Quality Management Plan
17 November 2017
Form I-3B Page 6 of 9
Identification of Receiving Water Pollutants of Concern
Describe path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or reservoir, as
applicable):
The storm drain systems for Poinsettia Park discharge to the canyon to the west. This canyon then flows
north for about 0.4 miles to a confluence with Encina Creek. The creek then flows about 0.8 miles west to
discharge to the Pacific Ocean.
List any 303(d) impaired water bodies within the path of storm water from the project site to the Pacific
Ocean (or bay, lagoon, lake or reservoir, as applicable), identify the pollutant(s)/stressor(s) causing
impairment, and identify any TMDLs for the impaired water bodies:
303(d) Impaired Water Body Pollutant(s)/Stressor(s) TMDLs
None
Poinsettia Community Park
Storm Water Quality Management Plan
18 November 2017
Form I-3B Page 7 of 9
Hydromodification Management Requirements
Do hydromodification management requirements apply (see Section 1.6 of the BMP Design Manual)?
Yes, hydromodification management flow control structural BMPs required.
No, the project will discharge runoff directly to existing underground storm drains discharging directly to
water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean.
No, the project will discharge runoff directly to conveyance channels whose bed and bank are
concretelined all the way from the point of discharge to water storage reservoirs, lakes, enclosed
embayments, or the Pacific Ocean.
No, the project will discharge runoff directly to an area identified as appropriate for an exemption by the
WMAA for the watershed in which the project resides.
Description / Additional Information (to be provided if a 'No' answer has been selected above):
Critical Coarse Sediment Yield Areas*
*This Section only required if hydromodification management requirements apply
Based on the maps provided within the WMAA, do potential critical coarse sediment yield areas exist within
the project drainage boundaries?
Yes
No, No critical coarse sediment yield areas to be protected based on WMAA maps
If yes, have any of the optional analyses presented in Section 6.2 of the BMP Design Manual been
performed?
6.2.1 Verification of Geomorphic Landscape Units (GLUs) Onsite
6.2.2 Downstream Systems Sensitivity to Coarse Sediment
6.2.3 Optional Additional Analysis of Potential Critical Coarse Sediment Yield Areas Onsite
No optional analyses performed, the project will avoid critical coarse sediment yield areas identified based
on WMAA maps
If optional analyses were performed, what is the final result?
No critical coarse sediment yield areas to be protected based on verification of GLUs onsite
Critical coarse sediment yield areas exist but additional analysis has determined that protection is not
required. Documentation attached in Attachment 8 of the SWQMP.
Critical coarse sediment yield areas exist and require protection. The project will implement management
measures described in Sections 6.2.4 and 6.2.5 as applicable, and the areas are identified on the SWQMP
Exhibit.
Discussion / Additional Information:
Poinsettia Community Park
Storm Water Quality Management Plan
19 November 2017
Form I-3B Page 8 of 9
Flow Control for Post-Project Runoff*
*This Section only required if hydromodification management requirements apply
List and describe point(s) of compliance (POCs) for flow control for hydromodification management (see
Section 6.3.1). For each POC, provide a POC identification name or number correlating to the project's HMP
Exhibit and a receiving channel identification name or number correlating to the project's HMP Exhibit.
The project has three POCs. POC 1 is the discharge point of the existing dual culvert system south west of
the tot lot. POC 2 is the discharge point of the existing storm drain system from the soccer arena area to the
natural canyon to the west. POC 3 is the connection proposed storm drain line to the existing storm drain in
the pickleball courts area.
Has a geomorphic assessment been performed for the receiving channel(s)?
No, the low flow threshold is 0.1Q2 (default low flow threshold)
Yes, the result is the low flow threshold is 0.1Q2
Yes, the result is the low flow threshold is 0.3Q2
Yes, the result is the low flow threshold is 0.5Q2
If a geomorphic assessment has been performed, provide title, date, and preparer:
Discussion / Additional Information: (optional)
Poinsettia Community Park
Storm Water Quality Management Plan
20 November 2017
Form I-3B Page 9 of 9
Other Site Requirements and Constraints
When applicable, list other site requirements or constraints that will influence storm water management
design, such as zoning requirements including setbacks and open space, or local codes governing minimum
street width, sidewalk construction, allowable pavement types, and drainage requirements.
Optional Additional Information or Continuation of Previous Sections As Needed
Poinsettia Community Park
Storm Water Quality Management Plan
21 November 2017
Source Control BMP Checklist
for All Development Projects
(Standard Projects and Priority Development Projects)
Form I-4
Carlsbad BMP Design
Manual
Project Identification
Project Name: Poinsettia Community Park
Project ID: 4605
Source Control BMPs
All development projects must implement source control BMPs SC-1 through SC-6 where applicable and feasible.
See Chapter 4 and Appendix E of the Model BMP Design Manual for information to implement source control
BMPs shown in this checklist.
Answer each category below pursuant to the following.
• "Yes" means the project will implement the source control BMP as described in Chapter 4 and/or
Appendix E of the Model BMP Design Manual. Discussion / justification is not required.
• "No" means the BMP is applicable to the project but it is not feasible to implement. Discussion /
justification must be provided.
• "N/A" means the BMP is not applicable at the project site because the project does not include the feature
that is addressed by the BMP (e.g., the project has no outdoor materials storage areas). Discussion /
justification may be provided.
Source Control Requirement Applied?
SC-1 Prevention of Illicit Discharges into the MS4 Yes No N/A
Discussion / justification if SC-1 not implemented:
SC-2 Storm Drain Stenciling or Signage Yes No N/A
Discussion / justification if SC-2 not implemented:
SC-3 Protect Outdoor Materials Storage Areas from Rainfall, Run-On,
Runoff, and Wind Dispersal
Yes No N/A
Discussion / justification if SC-3 not implemented:
SC-4 Protect Materials Stored in Outdoor Work Areas from Rainfall, Run-
On, Runoff, and Wind Dispersal
Yes No N/A
Discussion / justification if SC-4 not implemented:
Poinsettia Community Park
Storm Water Quality Management Plan
22 November 2017
Form I-4 Page 2 of 2
Source Control Requirement Applied?
SC-5 Protect Trash Storage Areas from Rainfall, Run-On, Runoff, and
Wind Dispersal
Yes No N/A
Discussion / justification if SC-5 not implemented:
SC-6 Additional BMPs Based on Potential Sources of Runoff Pollutants
(must answer for each source listed below)
On-site storm drain inlets
Interior floor drains and elevator shaft sump pumps
Interior parking garages
Need for future indoor & structural pest control
Landscape/Outdoor Pesticide Use
Pools, spas, ponds, decorative fountains, and other water features
Food service
Refuse areas
Industrial processes
Outdoor storage of equipment or materials
Vehicle and Equipment Cleaning
Vehicle/Equipment Repair and Maintenance
Fuel Dispensing Areas
Loading Docks
Fire Sprinkler Test Water
Miscellaneous Drain or Wash Water
Plazas, sidewalks, and parking lots
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
Discussion / justification if SC-6 not implemented. Clearly identify which sources of runoff pollutants are
discussed. Justification must be provided for all "No" answers shown above.
Poinsettia Community Park
Storm Water Quality Management Plan
23 November 2017
Site Design BMP Checklist
for All Development Projects
(Standard Projects and Priority Development Projects)
Form I-5
Carlsbad BMP Design
Manual
Project Identification
Project Name: Poinsettia Community Park
Project ID: 4605
Site Design BMPs
All development projects must implement site design BMPs SD-1 through SD-8 where applicable and feasible.
See Chapter 4 and Appendix E of the Model BMP Design Manual for information to implement site design BMPs
shown in this checklist.
Answer each category below pursuant to the following.
• "Yes" means the project will implement the site design BMP as described in Chapter 4 and/or Appendix
E of the Model BMP Design Manual. Discussion / justification is not required.
• "No" means the BMP is applicable to the project but it is not feasible to implement. Discussion /
justification must be provided.
• "N/A" means the BMP is not applicable at the project site because the project does not include the
feature that is addressed by the BMP (e.g., the project site has no existing natural areas to conserve).
Discussion / justification may be provided.
Site Design Requirement Applied?
SD-1 Maintain Natural Drainage Pathways and Hydrologic Features Yes No N/A
Discussion / justification if SD-1 not implemented:
The project site has been previously graded and improved, so there are no natural hydrologic features onsite.
SD-2 Conserve Natural Areas, Soils, and Vegetation Yes No N/A
Discussion / justification if SD-2 not implemented:
The project site has been previously graded and improved, so there are no natural conditions onsite.
SD-3 Minimize Impervious Area Yes No N/A
Discussion / justification if SD-3 not implemented:
SD-4 Minimize Soil Compaction Yes No N/A
Poinsettia Community Park
Storm Water Quality Management Plan
24 November 2017
Discussion / justification if SD-4 not implemented:
SD-5 Impervious Area Dispersion Yes No N/A
Discussion / justification if SD-5 not implemented:
Poinsettia Community Park
Storm Water Quality Management Plan
25 November 2017
Form I-5 Page 2 of 2
Site Design Requirement Applied?
SD-6 Runoff Collection Yes No N/A
Discussion / justification if SD-6 not implemented:
Due to the existing irrigation system in place and low demand for indoor
reuse of storm water, it is not feasible to collect and reuse storm water
runoff.
SD-7 Landscaping with Native or Drought Tolerant Species Yes No N/A
Discussion / justification if SD-7 not implemented:
SD-8 Harvesting and Using Precipitation Yes No N/A
Discussion / justification if SD-8 not implemented:
Due to the existing irrigation system in place and low demand for indoor
reuse of storm water, it is not feasible to harvest and reuse storm water
runoff.
Poinsettia Community Park
Storm Water Quality Management Plan
26 November 2017
Summary of PDP Structural BMPs
Form I-6 (PDPs)
Carlsbad BMP Design Manual
Project Identification
Project Name: Poinsettia Community Park
Project ID: 4605
PDP Structural BMPs
All PDPs must implement structural BMPs for storm water pollutant control (see Chapter 5 of the BMP
Design Manual). Selection of PDP structural BMPs for storm water pollutant control must be based on the
selection process described in Chapter 5. PDPs subject to hydromodification management requirements must
also implement structural BMPs for flow control for hydromodification management (see Chapter 6 of the
BMP Design Manual). Both storm water pollutant control and flow control for hydromodification
management can be achieved within the same structural BMP(s).
PDP structural BMPs must be verified by the local jurisdiction at the completion of construction. This may
include requiring the project owner or project owner's representative to certify construction of the structural
BMPs (see Section 1.12 of the BMP Design Manual). PDP structural BMPs must be maintained into
perpetuity, and the local jurisdiction must confirm the maintenance (see Section 7 of the BMP Design
Manual).
Use this form to provide narrative description of the general strategy for structural BMP implementation at
the project site in the box below. Then complete the PDP structural BMP summary information sheet (page 3
of this form) for each structural BMP within the project (copy the BMP summary information page as many
times as needed to provide summary information for each individual structural BMP).
Describe the general strategy for structural BMP implementation at the site. This information must describe
how the steps for selecting and designing storm water pollutant control BMPs presented in Section 5.1 of the
BMP Design Manual were followed, and the results (type of BMPs selected). For projects requiring
hydromodification flow control BMPs, indicate whether pollutant control and flow control BMPs are
integrated or separate.
The Poinsettia Community Park project proposes to make extensive use of pervious pavements to reduce the
need for structural BMPs. Where impervious surfaces are required, biofiltration with partial retention BMPs,
unlined biofiltration or infiltration basins will be utilized to provide both pollutant control and flow control.
Biofiltration with cistern will be implemented at the Pickleball Courts. Harvest and reuse of storm water is
considered infeasible due to the lack of indoor demand, and the infeasibility of modifying the existing
irrigation system to integrate storm water reuse. Retention by infiltration or bioretention is considered
infeasible downstream of the existing dual culvert systems due to the low percolation rates (400 min/in).
Poinsettia Community Park
Storm Water Quality Management Plan
27 November 2017
Form I-6 Page 2 of 5 (Copy as many as needed)
Structural BMP Summary Information
(Copy this page as needed to provide information for each individual proposed structural BMP)
Structural BMP ID No. 1
Construction Plan Sheet No. C1.2 C1.3
Type of structural BMP:
Retention by harvest and use (HU-1)
Retention by infiltration basin (INF-1)
Retention by bioretention (INF-2)
Retention by permeable pavement (INF-3)
Partial retention by biofiltration with partial retention (PR-1)
Biofiltration (BF-1)
Flow-thru treatment control with prior lawful approval to meet earlier PDP requirements (provide BMP
type/description in discussion section below)
Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP
(provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion
section below)
Flow-thru treatment control with alternative compliance (provide BMP type/description in discussion section
below)
Detention pond or vault for hydromodification management
Other (describe in discussion section below)
Purpose:
Pollutant control only
Hydromodification control only
Combined pollutant control and hydromodification control
Pre-treatment/forebay for another structural BMP Other
(describe in discussion section below)
Who will certify construction of this BMP?
Provide name and contact information for the party
responsible to sign BMP verification forms if required
by the [City Engineer] (See Section 1.12 of the BMP
Design Manual)
City Inspector
Who will be the final owner of this BMP?
City of Carlsbad
Who will maintain this BMP into perpetuity?
City of Carlsbad
What is the funding mechanism for maintenance?
City of Carlsbad
Poinsettia Community Park
Storm Water Quality Management Plan
28 November 2017
Form I-6 Page 3 of 5 (Copy as many as needed)
Structural BMP Summary Information
(Copy this page as needed to provide information for each individual proposed structural BMP)
Structural BMP ID No. 2
Construction Plan Sheet No. C1.2, C1.3
Type of structural BMP:
Retention by harvest and use (HU-1)
Retention by infiltration basin (INF-1)
Retention by bioretention (INF-2)
Retention by permeable pavement (INF-3)
Partial retention by biofiltration with partial retention (PR-1)
Biofiltration (BF-1)
Flow-thru treatment control with prior lawful approval to meet earlier PDP requirements (provide BMP
type/description in discussion section below)
Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP
(provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion
section below)
Flow-thru treatment control with alternative compliance (provide BMP type/description in discussion section
below)
Detention pond or vault for hydromodification management
Other (describe in discussion section below)
Purpose:
Pollutant control only
Hydromodification control only
Combined pollutant control and hydromodification control
Pre-treatment/forebay for another structural BMP Other
(describe in discussion section below)
Who will certify construction of this BMP?
Provide name and contact information for the party
responsible to sign BMP verification forms if required
by the [City Engineer] (See Section 1.12 of the BMP
Design Manual)
City Inspector
Who will be the final owner of this BMP?
City of Carlsbad
Who will maintain this BMP into perpetuity?
City of Carlsbad
What is the funding mechanism for maintenance?
City of Carlsbad
Poinsettia Community Park
Storm Water Quality Management Plan
29 November 2017
Form I-6 Page 3 of 4 (Copy as many as needed)
Structural BMP Summary Information
(Copy this page as needed to provide information for each individual proposed structural BMP)
Structural BMP ID No. 3
Construction Plan Sheet No. C1.5
Type of structural BMP:
Retention by harvest and use (HU-1)
Retention by infiltration basin (INF-1)
Retention by bioretention (INF-2)
Retention by permeable pavement (INF-3)
Partial retention by biofiltration with partial retention (PR-1)
Biofiltration (BF-1)
Flow-thru treatment control with prior lawful approval to meet earlier PDP requirements (provide BMP
type/description in discussion section below)
Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP
(provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion
section below)
Flow-thru treatment control with alternative compliance (provide BMP type/description in discussion section
below)
Detention pond or vault for hydromodification management
Other (describe in discussion section below)
Purpose:
Pollutant control only
Hydromodification control only
Combined pollutant control and hydromodification control
Pre-treatment/forebay for another structural BMP Other
(describe in discussion section below)
Who will certify construction of this BMP?
Provide name and contact information for the party
responsible to sign BMP verification forms if required
by the [City Engineer] (See Section 1.12 of the BMP
Design Manual)
City Inspector
Who will be the final owner of this BMP?
City of Carlsbad
Who will maintain this BMP into perpetuity?
City of Carlsbad
What is the funding mechanism for maintenance?
City of Carlsbad
Poinsettia Community Park
Storm Water Quality Management Plan
30 November 2017
Form I-6 Page 4 of 4 (Copy as many as needed)
Structural BMP Summary Information
(Copy this page as needed to provide information for each individual proposed structural BMP)
Structural BMP ID No. 4
Construction Plan Sheet No. C1.5
Type of structural BMP:
Retention by harvest and use (HU-1)
Retention by infiltration basin (INF-1)
Retention by bioretention (INF-2)
Retention by permeable pavement (INF-3)
Partial retention by biofiltration with partial retention (PR-1)
Biofiltration (BF-1) (with Cistern)
Flow-thru treatment control with prior lawful approval to meet earlier PDP requirements (provide BMP
type/description in discussion section below)
Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP
(provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion
section below)
Flow-thru treatment control with alternative compliance (provide BMP type/description in discussion section
below)
Detention pond or vault for hydromodification management
Other (describe in discussion section below)
Purpose:
Pollutant control only
Hydromodification control only
Combined pollutant control and hydromodification control
Pre-treatment/forebay for another structural BMP Other
(describe in discussion section below)
Who will certify construction of this BMP?
Provide name and contact information for the party
responsible to sign BMP verification forms if required
by the [City Engineer] (See Section 1.12 of the BMP
Design Manual)
City Inspector
Who will be the final owner of this BMP?
City of Carlsbad
Who will maintain this BMP into perpetuity?
City of Carlsbad
What is the funding mechanism for maintenance?
City of Carlsbad
Poinsettia Community Park
Storm Water Quality Management Plan
31 December 2015
ATTACHMENT 1
BACKUP FOR PDP POLLUTANT CONTROL BMPS
This is the cover sheet for Attachment 1.
Indicate which Items are Included behind this cover sheet:
Attachment
Sequence
Contents Checklist
Attachment 1a DMA Exhibit (Required)
See DMA Exhibit Checklist on the back of
this Attachment cover sheet.
Included
Attachment 1b Tabular Summary of DMAs Showing DMA
ID matching DMA Exhibit, DMA
Area, and DMA Type (Required)*
*Provide table in this Attachment OR on
DMA Exhibit in Attachment 1a
Included on DMA Exhibit in
Attachment 1a
Attachment 1c Form I-7, Harvest and Use Feasibility
Screening Checklist (Required unless the
entire project will use infiltration BMPs)
Refer to Appendix B.3-1 of the BMP Design
Manual to complete Form I-7.
Included
Attachment 1d Form I-8, Categorization of Infiltration
Feasibility Condition (Required unless the
project will use harvest and use BMPs)
Refer to Appendices C and D of the BMP
Design Manual to complete Form I-8.
Included
Attachment 1e Pollutant Control BMP Design Worksheets
/ Calculations (Required)
Refer to Appendices B and E of the BMP
Design Manual for structural pollutant
control BMP design guidelines
Included
DMA 1
0.51 AC
DRAINS TO BMP
BMP 1
840 SF
DMA 2
0.02 AC
DRAINS TO BMP
DMA DM
230 SF
DE MINIMIS
BMP 2
330 SF
DMA SM
0.71 AC
SELF-MITIGATING
DMA 3
0.16 AC
DRAINS TO BMP
DMA 4
0.37 AC
DRAINS TO BMP
BMP 3
430 SF
BMP 4
850 SF
LEGEND
CONTOUR
STORM DRAIN
DRAINAGE MANAGEMENT AREA
PERVIOUS RESILIENT SURFACING
PERVIOUS PAVEMENT
IMPERVIOUS PAVEMENT
BIOFILTRATION W/ PARTIAL RETENTION
BMP 3: BIOFILTRATION
BMP 4: BIOFILTRATION + CISTERN DMA
3 & 4
DMA
1 & 2
DMA 2
KEY MAP
N.T.S.
BMP 1: BIOFILTRATION W/ PARTIAL RETENTION
BMP 2: INFILTRATION BASIN
POINSETTIA COMMUNITY PARK
DMA AND HYDROMODIFICATION MANAGEMENT EXHIBIT GNIREENEIGN
6390 Greenwich Dr., Suite 170, San Diego, California 92122
tel 858.554.1500 fax 858.597.0335 www.fuscoe.com
SDG PROJECT NO: 15-406 PLT DATE: 10/19/17
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SITE DATA
UNDERLYING HYDROLOGIC SOIL GROUP: D
DEPTH TO GROUNDWATER: >20'
EXISTING HYDROLOGIC FEATURES ONSITE: NONE
CRITICAL COARSE SEDIMENT YIELD AREAS: NONE
DMA AND BMP TABLE
Value Units
Impervious Tributary Area 4490 sf
Impervious Runoff Factor 0.9
Pervious Tributary Area 17735 sf
Pervious Runoff Factor 0.1
Area Weighted Runoff Factor C 0.26
85th percentile, 24-hr storm even rainfall depth d 0.58 inches
Total Area 0.51 ac
1 Remaining DCV after implementiong retention BMPs 281 cubic-feet
2 Infiltration rate if partial infiltration is feasible (Factor of Safety= 2.0)0.08 in/hr.
3 Allowable drawdown time for aggregate stoarage below the undredrain 36 hours
4 Depth of runoff that can be infiltrated 3 inches
5 Aggregate pore space 0.40 in/in
6 Required depth of gravel below the underdrain 7 inches
7 Assumed surface area of the biofiltration BMP1 815 sq-ft
8 Media retained pore space 0.1 in/in
9 Volume retained by BMP 318 cubic-feet
10 DCV that requires biofiltration (37) cubic-feet
11 Surface Ponding (6"-12")10 inches
12 Media Thickness (18" min)18 inches
13 Aggregate Storage above underdrain invert (12" typ)2 6 inches
14 Media avialble pore space 0.2 in/in
15 Media filtration rate to be used for sizing 5 in/hr.
16 Allowable Routing Time for sizing 6 hours
17 Depth filtered during storm 30 inches
18 Depth of Detention Storage 16 inches
19 Total Depth Treated 46 inches
20 Required biofiltered volume (55) cubic-feet
21 Required Footprint (14) sq-ft
22 Required Storage (surface + pores) Volume (28) cubic-feet
23 Required Footprint (21) sq-ft
24 Area draining to the BMP 22,225 sq-ft
25 Adjusted Runoff Factor for drainage area 0.26
26 Minimum BMP Footprint 174 sq-ft
27 Footprint of the BMP 174 sq-ft
1Line 7 is used to estimate the amount of volume retained by the BMP. Update assumed surface area
in Line 7 until its equivalent to the required biofiltration footprint (either Line 21 or Line 23)
2Use 0 inches for sizing if the aggregate is not over the entire bottom surface area
Poinsettia Community Park SWQMP
Attachment 1e
BMP 1 - Tot Lot
Simpe Sizng Method for Biofiltration BMPS
Footprint of the BMP
Partial Retention
BMP Parameters
Baseline Calculations
Option 1 - Biofilter 1.5 times the DCV
Option 2 - Store 0.75 of remaining DCV in pores and ponding
Value Units
Impervious Tributary Area 958 sf
Impervious Runoff Factor 0.9
Pervious Tributary Area 0 sf
Pervious Runoff Factor 0.1
Area Weighted Runoff Factor C 0.90
85th percentile, 24-hr storm even rainfall depth d 0.58 inches
Total Area 0.02 ac
1 Remaining DCV after implementiong retention BMPs 42 cubic-feet
2 Infiltration rate if partial infiltration is feasible (Factor of Safety= 2.0)0.08 in/hr.
3 Allowable drawdown time for aggregate stoarage below the undredrain 36 hours
4 Depth of runoff that can be infiltrated 3 inches
5 Aggregate pore space 0.40 in/in
6 Required depth of gravel below the underdrain 7 inches
7 Assumed surface area of the biofiltration BMP1 815 sq-ft
8 Media retained pore space 0.1 in/in
9 Volume retained by BMP 318 cubic-feet
10 DCV that requires biofiltration (276) cubic-feet
11 Surface Ponding (6"-12")10 inches
12 Media Thickness (18" min)18 inches
13 Aggregate Storage above underdrain invert (12" typ)2 6 inches
14 Media avialble pore space 0.2 in/in
15 Media filtration rate to be used for sizing 5 in/hr.
16 Allowable Routing Time for sizing 6 hours
17 Depth filtered during storm 30 inches
18 Depth of Detention Storage 16 inches
19 Total Depth Treated 46 inches
20 Required biofiltered volume (414) cubic-feet
21 Required Footprint (108) sq-ft
22 Required Storage (surface + pores) Volume (207) cubic-feet
23 Required Footprint (155) sq-ft
24 Area draining to the BMP 958 sq-ft
25 Adjusted Runoff Factor for drainage area 0.90
26 Minimum BMP Footprint 26 sq-ft
27 Footprint of the BMP 26 sq-ft
1Line 7 is used to estimate the amount of volume retained by the BMP. Update assumed surface area
in Line 7 until its equivalent to the required biofiltration footprint (either Line 21 or Line 23)
2Use 0 inches for sizing if the aggregate is not over the entire bottom surface area
Baseline Calculations
Option 1 - Biofilter 1.5 times the DCV
Option 2 - Store 0.75 of remaining DCV in pores and ponding
Footprint of the BMP
Poinsettia Community Park SWQMP
Attachment 1e
BMP 2 - Walkway
Simpe Sizng Method for Biofiltration BMPS
Partial Retention
BMP Parameters
Value Units
Impervious Tributary Area 2848 sf
Impervious Runoff Factor 0.9
Pervious Tributary Area 4085 sf
Pervious Runoff Factor 0.1
Area Weighted Runoff Factor C 0.43
85th percentile, 24-hr storm even rainfall depth d 0.58 inches
Total Area 0.16 ac
1 Remaining DCV after implementiong retention BMPs 144 cubic-feet
2 Infiltration rate if partial infiltration is feasible (Factor of Safety= 2.0)0.00 in/hr.
3 Allowable drawdown time for aggregate stoarage below the undredrain 36 hours
4 Depth of runoff that can be infiltrated - inches
5 Aggregate pore space 0.40 in/in
6 Required depth of gravel below the underdrain - inches
7 Assumed surface area of the biofiltration BMP1 89 sq-ft
8 Media retained pore space 0.1 in/in
9 Volume retained by BMP 13 cubic-feet
10 DCV that requires biofiltration 130 cubic-feet
11 Surface Ponding (6"-12")10 inches
12 Media Thickness (18" min)18 inches
13 Aggregate Storage above underdrain invert (12" typ)2 6 inches
14 Media avialble pore space 0.2 in/in
15 Media filtration rate to be used for sizing 5 in/hr.
16 Allowable Routing Time for sizing 6 hours
17 Depth filtered during storm 30 inches
18 Depth of Detention Storage 16 inches
19 Total Depth Treated 46 inches
20 Required biofiltered volume 195 cubic-feet
21 Required Footprint 51 sq-ft
22 Required Storage (surface + pores) Volume 98 cubic-feet
23 Required Footprint 73 sq-ft
24 Area draining to the BMP 6,933 sq-ft
25 Adjusted Runoff Factor for drainage area 0.43
26 Minimum BMP Footprint 89 sq-ft
27 Footprint of the BMP 89 sq-ft
1Line 7 is used to estimate the amount of volume retained by the BMP. Update assumed surface area
in Line 7 until its equivalent to the required biofiltration footprint (either Line 21 or Line 23)
2Use 0 inches for sizing if the aggregate is not over the entire bottom surface area
Baseline Calculations
Option 1 - Biofilter 1.5 times the DCV
Option 2 - Store 0.75 of remaining DCV in pores and ponding
Footprint of the BMP
Poinsettia Community Park SWQMP
Attachment 1e
BMP 3 - Pickleball West
Simpe Sizng Method for Biofiltration BMPS
Partial Retention
BMP Parameters
Value Units
Impervious Tributary Area 11218 sf
Impervious Runoff Factor 0.9
Pervious Tributary Area 4716 sf
Pervious Runoff Factor 0.1
Area Weighted Runoff Factor C 0.66
85th percentile, 24-hr storm even rainfall depth d 0.58 inches
Total Area 0.37 ac
1 Remaining DCV after implementiong retention BMPs 511 cubic-feet
2 Infiltration rate if partial infiltration is feasible (Factor of Safety= 2.0)0.00 in/hr.
3 Allowable drawdown time for aggregate stoarage below the undredrain 36 hours
4 Depth of runoff that can be infiltrated - inches
5 Aggregate pore space 0.40 in/in
6 Required depth of gravel below the underdrain - inches
7 Assumed surface area of the biofiltration BMP1 317 sq-ft
8 Media retained pore space 0.1 in/in
9 Volume retained by BMP 48 cubic-feet
10 DCV that requires biofiltration 463 cubic-feet
11 Surface Ponding (6"-12")10 inches
12 Media Thickness (18" min)18 inches
13 Aggregate Storage above underdrain invert (12" typ)2 6 inches
14 Media avialble pore space 0.2 in/in
15 Media filtration rate to be used for sizing 5 in/hr.
16 Allowable Routing Time for sizing 6 hours
17 Depth filtered during storm 30 inches
18 Depth of Detention Storage 16 inches
19 Total Depth Treated 46 inches
20 Required biofiltered volume 695 cubic-feet
21 Required Footprint 181 sq-ft
22 Required Storage (surface + pores) Volume 347 cubic-feet
23 Required Footprint 261 sq-ft
24 Area draining to the BMP 15,934 sq-ft
25 Adjusted Runoff Factor for drainage area 0.66
26 Minimum BMP Footprint 317 sq-ft
27 Footprint of the BMP 317 sq-ft
1Line 7 is used to estimate the amount of volume retained by the BMP. Update assumed surface area
in Line 7 until its equivalent to the required biofiltration footprint (either Line 21 or Line 23)
2Use 0 inches for sizing if the aggregate is not over the entire bottom surface area
Baseline Calculations
Option 1 - Biofilter 1.5 times the DCV
Option 2 - Store 0.75 of remaining DCV in pores and ponding
Footprint of the BMP
Poinsettia Community Park SWQMP
Attachment 1e
BMP 4 - Pickleball East
Simpe Sizng Method for Biofiltration BMPS
Partial Retention
BMP Parameters
Project Name:Poinsettia Park
Project Applicant:City of Carlsbad
Jurisdiction:City of Carlsbad
Parcel (APN):214-140-13,23,39
Hydrologic Unit:Carlsbad
Rain Gauge:Oceanside
Total Project Area (sf):
Channel Susceptibility:High
BMP Sizing Spreadsheet V2.0
Project Name:Hydrologic Unit:Project Applicant:Rain Gauge:Jurisdiction:Total Project Area:Parcel (APN):Low Flow Threshold:BMP Name:BMP Type:BMP Native Soil Type:BMP Infiltration Rate (in/hr):DMA NameArea (sf) Soil Type Pre-project SlopePost Project Surface TypeRunoff Factor(Table G.2-1)1Bioretention Surface Area Surface VolumeSubsurface VolumeBioretention Surface Area (sf)Surface Volume (cf) N/AImpervious 4,490 D Flat Impervious 1.00.13 0.1083 0.078 584 486 350Pervious 17,735 D Flat Pervious 0.10.13 0.1083 0.078 231 192 138Total BMP Area22,225Minimum BMP Size814.255678489Proposed BMP Size*84070050418.00in9.69in39.70in10.00inNotes:1. Runoff factors which are used for hydromodification management flow control (Table G.2-1) are different from the runoff factors used for pollutant control BMP sizing (Table B.1-1). Table references are taken from the San Diego Region Model BMP Design Manual, February 2016.BMP Sizing Spreadsheet V2.00.024Biofiltration w/ Partial Retention & Biofiltration w/o Impermeable Liner0.1Q2OceansideCarlsbadBMP 1Poinsettia ParkCity of CarlsbadSoil Matrix DepthHMP Sizing FactorsAreas Draining to BMPCity of Carlsbad214-140-13,23,39DMinimum BMP SizeThis BMP Sizing Spreadsheet has been updated in conformance with the San Diego Region Model BMP Design Manual, February 2016. For questions or concerns please contact the jurisdiction in which your project is located.Describe the BMP's in sufficient detail in your PDP SWQMP to demonstrate the area, volume, and other criteria can be met within the constraints of the site.BMP's must be adapted and applied to the conditions specific to the development project such as unstable slopes or the lack of available head. Designated Staff have final review and approval authority over the project design.Minimum Ponding DepthMaximum Ponding DepthSelected Ponding Depth
Project Name:Hydrologic Unit:Project Applicant:Rain Gauge:Jurisdiction:Total Project Area:Parcel (APN):Low Flow Threshold:BMP NameBMP Type:Rain GaugeQ2 Sizing FactorDMA Area (ac)Orifice Flow - %Q2Orifice AreaSoil Type Cover Slope (cfs/ac)(cfs) (in2)ImperviousOceansideDScrubModerate0.2120.1030.0020.05PerviousOceansideDScrubFlat0.1750.4070.0070.17ScrubScrubScrubScrubScrubScrubScrubScrubScrubScrubScrubScrubScrub0.0090.230.54Tot. Allowable Orifice FlowTot. AllowableOrifice AreaMax Orifice Diameter(cfs)(in2)(in)0.0080.200.50Actual Orifice Flow Actual Orifice AreaSelected Orifice Diameter(cfs)(in2)(in)Drawdown (Hrs) 24.2DMA NamePoinsettia ParkCity of CarlsbadOceansideCarlsbadBMP Sizing Spreadsheet V2.0City of Carlsbad214-140-13,23,39BMP 1Biofiltration w/ Partial Retention & Biofiltration w/o Impermeable Liner0.1Q2Drawdown time exceeds 96 Hrs. Project must implement a vector control program.Pre-developed Condition
Project Name:Hydrologic Unit:Project Applicant:Rain Gauge:Jurisdiction:Total Project Area:Parcel (APN):Low Flow Threshold:BMP Name:BMP Type:BMP Native Soil Type:BMP Infiltration Rate (in/hr):DMA NameArea (sf) Soil Type Pre-project SlopePost Project Surface TypeRunoff Factor(Table G.2-1)1Surface AreaInfiltration VolumeN/ASurface Area (sf)Infiltration Volume (cf) N/AImpervious 958 B Flat Impervious 1.00.065 0.169 N/A 62 162 N/ATotal BMP Area958Minimum BMP Size62.27162Proposed BMP Size*330165N/A5.89in7.68in7.50inNotes:1. Runoff factors which are used for hydromodification management flow control (Table G.2-1) are different from the runoff factors used for pollutant control BMP sizing (Table B.1-1). Table references are taken from the San Diego Region Model BMP Design Manual, February 2016.City of CarlsbadBMP Sizing Spreadsheet V2.0Poinsettia ParkCarlsbadCity of CarlsbadOceansideMaximum Infiltration Depth214-140-13,23,390.1Q2BMP 2Infiltration FacilitiesC0.08Areas Draining to BMPHMP Sizing FactorsMinimum BMP SizeMinimum Infiltration DepthSelected Infiltration DepthDescribe the BMP's in sufficient detail in your PDP SWQMP to demonstrate the area, volume, and other criteria can be met within the constraints of the site.BMP's must be adapted and applied to the conditions specific to the development project such as unstable slopes or the lack of available head. Designated Staff have final review and approval authority over the project design.This BMP Sizing Spreadsheet has been updated in conformance with the San Diego Region Model BMP Design Manual, February 2016. For questions or concerns please contact the jurisdiction in which your project is located.
Project Name:Hydrologic Unit:Project Applicant:Rain Gauge:Jurisdiction:Total Project Area:Parcel (APN):Low Flow Threshold:BMP NameBMP Type:Rain GaugeQ2 Sizing FactorDMA Area (ac)Orifice Flow - %Q2Orifice AreaSoil Type Cover Slope (cfs/ac)(cfs) (in2)ImperviousOceansideDScrubModerate0.2120.022N/AN/AScrubN/AN/AScrubN/AN/AScrubN/AN/AScrubN/AN/AScrubN/AN/AScrubN/AN/AScrubN/AN/AScrubN/AN/AScrubN/AN/AScrubN/AN/AScrubN/AN/AScrubN/AN/AScrubN/AN/AScrubN/AN/AN/AN/AN/ATot. Allowable Orifice FlowTot. AllowableOrifice AreaMax Orifice Diameter(cfs)(in2)(in)0.0000.010.10Actual Orifice Flow Actual Orifice AreaSelected Orifice Diameter(cfs)(in2)(in)Drawdown (Hrs) 93.8City of CarlsbadBMP Sizing Spreadsheet V2.0Poinsettia ParkCarlsbadCity of CarlsbadOceanside214-140-13,23,390.1Q2BMP 2Infiltration FacilitiesDMA NamePre-developed ConditionDrawdown time exceeds 96 Hrs. Project must implement a vector control program.
Project Name:Hydrologic Unit:Project Applicant:Rain Gauge:Jurisdiction:Total Project Area:Parcel (APN):Low Flow Threshold:BMP Name:BMP Type:BMP Native Soil Type:BMP Infiltration Rate (in/hr):DMA NameArea (sf) Soil Type Pre-project SlopePost Project Surface TypeRunoff Factor(Table G.2-1)1Bioretention Surface Area Surface VolumeSubsurface VolumeBioretention Surface Area (sf)Surface Volume (cf) N/AImpervious 2,848 D Flat Impervious 1.00.13 0.1083 0.078 370 308 222Pervious 4,085 D Flat Pervious 0.10.13 0.1083 0.078 53 44 32Total BMP Area6,933Minimum BMP Size423.345353254Proposed BMP Size*43035825818.00in9.84in27.92in10.00inNotes:1. Runoff factors which are used for hydromodification management flow control (Table G.2-1) are different from the runoff factors used for pollutant control BMP sizing (Table B.1-1). Table references are taken from the San Diego Region Model BMP Design Manual, February 2016.City of CarlsbadBMP Sizing Spreadsheet V2.0Poinsettia ParkCarlsbadCity of CarlsbadOceansideMaximum Ponding Depth214-140-13,23,390.1Q2BMP 3Biofiltration w/ Partial Retention & Biofiltration w/o Impermeable LinerD0.024Areas Draining to BMPHMP Sizing FactorsMinimum BMP SizeSoil Matrix DepthMinimum Ponding DepthSelected Ponding DepthDescribe the BMP's in sufficient detail in your PDP SWQMP to demonstrate the area, volume, and other criteria can be met within the constraints of the site.BMP's must be adapted and applied to the conditions specific to the development project such as unstable slopes or the lack of available head. Designated Staff have final review and approval authority over the project design.This BMP Sizing Spreadsheet has been updated in conformance with the San Diego Region Model BMP Design Manual, February 2016. For questions or concerns please contact the jurisdiction in which your project is located.
Project Name:Hydrologic Unit:Project Applicant:Rain Gauge:Jurisdiction:Total Project Area:Parcel (APN):Low Flow Threshold:BMP NameBMP Type:Rain GaugeQ2 Sizing FactorDMA Area (ac)Orifice Flow - %Q2Orifice AreaSoil Type Cover Slope (cfs/ac)(cfs) (in2)ImperviousOceansideDScrubModerate0.2120.0650.0010.03PerviousOceansideDScrubModerate0.2120.0940.0020.05ScrubScrubScrubScrubScrubScrubScrubScrubScrubScrubScrubScrubScrub0.0030.080.32Tot. Allowable Orifice FlowTot. AllowableOrifice AreaMax Orifice Diameter(cfs)(in2)(in)0.0030.070.30Actual Orifice Flow Actual Orifice AreaSelected Orifice Diameter(cfs)(in2)(in)Drawdown (Hrs) 34.4City of CarlsbadBMP Sizing Spreadsheet V2.0Poinsettia ParkCarlsbadCity of CarlsbadOceanside214-140-13,23,390.1Q2BMP 3Biofiltration w/ Partial Retention & Biofiltration w/o Impermeable LinerDMA NamePre-developed ConditionDrawdown time exceeds 96 Hrs. Project must implement a vector control program.
Project Name:Hydrologic Unit:Project Applicant:Rain Gauge:Jurisdiction:Total Project Area:Parcel (APN):Low Flow Threshold:BMP Name:BMP Type:BMP Native Soil Type:BMP Infiltration Rate (in/hr):DMA NameArea (sf) Soil Type Pre-project SlopePost Project Surface TypeRunoff Factor(Table G.2-1)1N/A Cistern VolumeN/AN/ACistern Volume (cf) N/AImpervious 11,218 D Flat Impervious 1.0N/A 0.2 N/A N/A 2244 N/APervious 4,716 D Flat Pervious 0.1N/A 0.2 N/A N/A 94 N/ATotal BMP Area15,934Minimum BMP Size2338Proposed BMP Size*1430N/AN/AN/AinN/Ain18.00in2420cubic feetNotes:1. Runoff factors which are used for hydromodification management flow control (Table G.2-1) are different from the runoff factors used for pollutant control BMP sizing (Table B.1-1). Table references are taken from the San Diego Region Model BMP Design Manual, February 2016.City of CarlsbadBMP Sizing Spreadsheet V2.0Poinsettia ParkCarlsbadCity of CarlsbadOceansideMaximum Cistern Depth214-140-13,23,390.1Q2BMP 4CisternN/A - Impervious LinerN/AAreas Draining to BMPHMP Sizing FactorsMinimum BMP SizeMinimum Cistern DepthSelected Cistern DepthSelected Cistern VolumeDescribe the BMP's in sufficient detail in your PDP SWQMP to demonstrate the area, volume, and other criteria can be met within the constraints of the site.BMP's must be adapted and applied to the conditions specific to the development project such as unstable slopes or the lack of available head. Designated Staff have final review and approval authority over the project design.This BMP Sizing Spreadsheet has been updated in conformance with the San Diego Region Model BMP Design Manual, February 2016. For questions or concerns please contact the jurisdiction in which your project is located.
Project Name:Hydrologic Unit:Project Applicant:Rain Gauge:Jurisdiction:Total Project Area:Parcel (APN):Low Flow Threshold:BMP NameBMP Type:Rain GaugeQ2 Sizing FactorDMA Area (ac)Orifice Flow - %Q2Orifice AreaSoil Type Cover Slope (cfs/ac)(cfs) (in2)ImperviousOceansideDScrubFlat0.1750.2580.0050.12PerviousOceansideDScrubFlat0.1750.1080.0020.05ScrubScrubScrubScrubScrubScrubScrubScrubScrubScrubScrubScrubScrub0.0060.170.46Tot. Allowable Orifice FlowTot. AllowableOrifice AreaMax Orifice Diameter(cfs)(in2)(in)0.0050.130.40Actual Orifice Flow Actual Orifice AreaSelected Orifice Diameter(cfs)(in2)(in)Drawdown (Hrs)provide hand calculationCity of CarlsbadBMP Sizing Spreadsheet V2.0Poinsettia ParkCarlsbadCity of CarlsbadOceanside214-140-13,23,390.1Q2BMP 4CisternDMA NamePre-developed ConditionDrawdown time exceeds 96 Hrs. Project must implement a vector control program.
BMP 4 Drawdown Calculations
Top Grate Elev.177.58
Bottom Basin Elev.176.75
Cicular
0.6
0.4
3.93
0.01
991.00
33.05
Total Drawdown (hr)33.05
Bottom Basin Elev.176.75
Bottom Soil Mix Elev.175.25
Cicular
0.6
0.4
3.10
0.01
0.00
0.00
Total Drawdown (hr)33.05
Bottom Soil Mix Elev.175.25
Bottom Choker Layer Elev.174.92
Cicular
0.6
0.4
1.60
0.01
113.33
5.92
Total Drawdown (hr)38.97
Bottom Choker Layer Elev.174.92
Bottom Storage System Elev.173.40
Cicular
0.6
0.4
1.27
0.005
Storage System w/ 90% void (cf)1913.00
112.40
Total Drawdown (hr)151.37
1Effective Head is measured from centerline of the orifice to WS elevation
Note: Total Drawdown to the bottom of storage system will surpass 96 hours, however the entire
storage layer of the basin will be underground, vector control is not required.
Ponding Volume (cf)
Soil Mix Volume (cf)
Soil Mix Volume (cf)
Drawdown Time (hr)
Drawdown Time (hr)
Drawdown Time (hr)
Drawdown Time (hr)
D0, Dia (in)
Ho, Effective Head (ft)1
Q, Discharge (cfs)
C0, Orifice Coefficient
D0, Dia (in)
Ho, Effective Head (ft)1
Q, Discharge (cfs)
Orifice Discharge
C0, Orifice Coefficient
Orifice Discharge
C0, Orifice Coefficient
D0, Dia (in)
Ho, Effective Head (ft)1
Q, Discharge (cfs)
Orifice Discharge
Orifice Discharge
C0, Orifice Coefficient
Ho, Effective Head (ft)1
Q, Discharge (cfs)
D0, Dia (in)
Poinsettia Community Park
Storm Water Quality Management Plan
32 December 2015
ATTACHMENT 2
BACKUP FOR PDP HYDROMODIFICATION CONTROL MEASURES
This is the cover sheet for Attachment 2. Mark this box if this attachment is empty because the
project is exempt from PDP hydromodification management requirements.
Indicate which Items are Included behind this cover sheet:
Attachment
Sequence
Contents Checklist
Attachment 2a Hydromodification Management Exhibit
(Required)
Combined with DMA Exhibit
(Attachment 1a)
Attachment 2b Management of Critical Coarse Sediment
Yield Areas (WMAA Exhibit is required,
additional analyses are optional)
See Section 6.2 of the BMP Design Manual.
Exhibit showing project drainage
boundaries marked on WMAA Critical
Coarse Sediment Yield Area Map
(Required)
Attachment 2c Geomorphic Assessment of Receiving
Channels (Optional)
See Section 6.3.4 of the BMP Design Manual.
Not performed
Attachment 2d Flow Control Facility Design and Structural
BMP Drawdown Calculations (Required)
See Chapter 6 and Appendix G of the BMP
Design Manual
Included
Attachment 2e Vector Control Plan (Required when
structural BMPs will not drain in 96 hours)
Not required because BMPs will drain in
less than 96 hours
Poinsettia Community Park
Storm Water Quality Management Plan
33 December 2015
ATTACHMENT 2b
WMAA Map with Potential Critical Coarse Sediment Areas
and Project Boundary
Poinsettia Community Park
Storm Water Quality Management Plan
34 December 2015
ATTACHMENT 3
Structural BMP Maintenance Information
This is the cover sheet for Attachment 3.
Indicate which Items are Included behind this cover sheet:
Attachment
Sequence
Contents Checklist
Attachment 3a Structural BMP Maintenance Thresholds
and Actions (Required)
Included
See Structural BMP Maintenance
Information Checklist on the back of this
Attachment cover sheet.
Attachment 3b Draft Maintenance Agreement (when
applicable)
Not Applicable
INF-1
Infiltration Basin
BMP MAINTENANCE FACT SHEET
FOR
STRUCTURAL BMP INF-1 INFILTRATION BASIN
An infiltration basin typically consists of an earthen basin with a flat bottom constructed in uncompacted native
soils. An infiltration basin retains storm water and allows it to evaporate and/or percolate into the underlying soils.
Infiltration basins can also be constructed as linear trenches or as underground infiltration galleries. Typical
infiltration basin components include:
• Inflow distribution mechanisms (e.g., perimeter flow spreader or filter strips)
• Energy dissipation mechanism for concentrated inflows (e.g., splash blocks or riprap)
• Forebay to provide pretreatment, or other pretreatment device (e.g., drainage inlet inserts, hydrodynamic
separator installed within storm drain system)
• Surface ponding for captured flows
• Vegetation or other surface cover such as mulch or rocks selected based on basin use, climate, and
ponding depth
• Uncompacted native soils at the bottom of the facility
• Overflow structure
Normal Expected Maintenance
Infiltration basins require routine maintenance to: remove accumulated materials such as sediment, trash or
debris from the forebay and the basin; maintain vegetation health if the BMP includes vegetation; and maintain
integrity of side slopes, inlets, energy dissipators, and outlets. A summary table of standard inspection and
maintenance indicators is provided within this Fact Sheet.
Non-Standard Maintenance or BMP Failure
If any of the following scenarios are observed, the BMP is not performing as intended to protect downstream
waterways from pollution and/or erosion. Corrective maintenance, increased inspection and maintenance, BMP
replacement, or a different BMP type will be required.
• The BMP is not drained between storm events. Surface ponding longer than approximately 24 hours
following a storm event may be detrimental to vegetation health, and surface or subsurface ponding
longer than approximately 96 hours following a storm event poses a risk of vector (mosquito) breeding.
Poor drainage can result from clogging of the underlying native soils, or clogging of covers applied at the
basin surface such as topsoil, mulch, or rock layer. The specific cause of the drainage issue must be
determined and corrected. For surface-level basins (i.e., not underground infiltration galleries), surface
cover materials can be removed and replaced, and/or native soils can be scarified or tilled to help
reestablish infiltration. If it is determined that the underlying native soils have been compacted or do not
have the infiltration capacity expected, or if the infiltration surface area is not accessible (e.g., an
underground infiltration gallery) the [City Engineer] shall be contacted prior to any additional repairs or
reconstruction.
• Sediment, trash, or debris accumulation has filled the forebay or other pretreatment device within one
month, or if no forebay or other pretreatment device is present, has filled greater than 25% of the surface
ponding volume within one maintenance cycle. This means the load from the tributary drainage area is
too high, reducing BMP function or clogging the BMP. This would require adding a forebay or other
pretreatment measures within the tributary area draining to the BMP to intercept the materials if no
pretreatment component is present, or increased maintenance frequency for an existing forebay or other
pretreatment device. Pretreatment components, especially for sediment, will extend the life of the
infiltration basin.
INF-1 Page 1 of 12
January 12, 2017
INF-1
Infiltration Basin
• Erosion due to concentrated storm water runoff flow that is not readily corrected by adding erosion
control blankets, adding stone at flow entry points, or minor re-grading to restore proper drainage
according to the original plan. If the issue is not corrected by restoring the BMP to the original plan and
grade, the [City Engineer] shall be contacted prior to any additional repairs or reconstruction.
Other Special Considerations
If the infiltration basin is vegetated: Vegetated structural BMPs that are constructed in the vicinity of, or
connected to, an existing jurisdictional water or wetland could inadvertently result in creation of expanded waters
or wetlands. As such, vegetated structural BMPs have the potential to come under the jurisdiction of the United
States Army Corps of Engineers, SDRWQCB, California Department of Fish and Wildlife, or the United States Fish
and Wildlife Service. This could result in the need for specific resource agency permits and costly mitigation to
perform maintenance of the structural BMP. Along with proper placement of a structural BMP, routine
maintenance is key to preventing this scenario.
INF-1 Page 2 of 12
January 12, 2017
INF-1
Infiltration Basin
SUMMARY OF STANDARD INSPECTION AND MAINTENANCE FOR INF-1 INFILTRATION BASIN
The property owner is responsible to ensure inspection, operation and maintenance of permanent BMPs on their property unless responsibility has been formally transferred to
an agency, community facilities district, homeowners association, property owners association, or other special district.
Maintenance frequencies listed in this table are average/typical frequencies. Actual maintenance needs are site-specific, and maintenance may be required more frequently.
Maintenance must be performed whenever needed, based on maintenance indicators presented in this table. The BMP owner is responsible for conducting regular inspections
to see when maintenance is needed based on the maintenance indicators. During the first year of operation of a structural BMP, inspection is recommended at least once prior
to August 31 and then monthly from September through May. Inspection during a storm event is also recommended. After the initial period of frequent inspections, the
minimum inspection and maintenance frequency can be determined based on the results of the first year inspections.
Threshold/Indicator Maintenance Action Typical Maintenance Frequency
Accumulation of sediment, litter, or debris in forebay
and/or basin
Remove and properly dispose of accumulated materials,
(without damage to vegetation when applicable).
• Inspect monthly. If the forebay is 25% full* or more in
one month, increase inspection frequency to monthly
plus after every 0.1-inch or larger storm event.
• Remove any accumulated materials found within the
infiltration area at each inspection.
• When the BMP includes a forebay, materials must be
removed from the forebay when the forebay is 25%
full*, or if accumulation within the forebay blocks flow
to the infiltration area.
Obstructed inlet or outlet structure Clear blockage. • Inspect monthly and after every 0.5-inch or larger
storm event.
• Remove any accumulated materials found at each
inspection.
Poor vegetation establishment (when the BMP includes
vegetated surface by design)
Re-seed, re-plant, or re-establish vegetation per original
plans.
• Inspect monthly.
• Maintenance when needed.
Dead or diseased vegetation (when the BMP includes
vegetated surface by design)
Remove dead or diseased vegetation, re-seed, re-plant,
or re-establish vegetation per original plans. • Inspect monthly.
• Maintenance when needed.
Overgrown vegetation (when the BMP includes
vegetated surface by design)
Mow or trim as appropriate. • Inspect monthly.
• Maintenance when needed.
*“25% full” is defined as ¼ of the depth from the design bottom elevation to the crest of the outflow structure (e.g., if the height to the outflow opening is 12 inches from the
bottom elevation, then the materials must be removed when there is 3 inches of accumulation – this should be marked on the outflow structure).
INF-1 Page 3 of 12
January 12, 2017
INF-1
Infiltration Basin
SUMMARY OF STANDARD INSPECTION AND MAINTENANCE FOR INF-1 INFILTRATION BASIN (Continued from previous page)
Threshold/Indicator Maintenance Action Typical Maintenance Frequency
Erosion due to concentrated irrigation flow Repair/re-seed/re-plant eroded areas and adjust the
irrigation system.
• Inspect monthly.
• Maintenance when needed.
Erosion due to concentrated storm water runoff flow Repair/re-seed/re-plant eroded areas, and make
appropriate corrective measures such as adding erosion
control blankets, adding stone at flow entry points, or
minor re-grading to restore proper drainage according
to the original plan. If the issue is not corrected by
restoring the BMP to the original plan and grade, the
[City Engineer] shall be contacted prior to any additional
repairs or reconstruction.
• Inspect after every 0.5-inch or larger storm event. If
erosion due to storm water flow has been observed,
increase inspection frequency to after every 0.1-inch
or larger storm event.
• Maintenance when needed. If the issue is not
corrected by restoring the BMP to the original plan
and grade, the [City Engineer] shall be contacted prior
to any additional repairs or reconstruction.
Standing water in infiltration basin without subsurface
infiltration gallery for longer than 24-96 hours following
a storm event
Make appropriate corrective measures such as adjusting
irrigation system, removing obstructions of debris or
invasive vegetation, or removing/replacing clogged or
compacted surface treatments and/or scarifying or
tilling native soils. Always remove deposited sediments
before scarification, and use a hand-guided rotary tiller.
If it is determined that the underlying native soils have
been compacted or do not have the infiltration capacity
expected, the [City Engineer] shall be contacted prior to
any additional repairs or reconstruction.
• Inspect monthly and after every 0.5-inch or larger
storm event. If standing water is observed, increase
inspection frequency to after every 0.1-inch or larger
storm event.
• Maintenance when needed.
Standing water in subsurface infiltration gallery for
longer than 24-96 hours following a storm event
This condition requires investigation of why infiltration is
not occurring. If feasible, corrective action shall be taken
to restore infiltration (e.g., flush fine sediment or
remove and replace clogged soils). BMP may require
retrofit if infiltration cannot be restored. The [City
Engineer] shall be contacted prior to any repairs or
reconstruction.
• Inspect monthly and after every 0.5-inch or larger
storm event. If standing water is observed, increase
inspection frequency to after every 0.1-inch or larger
storm event.
• Maintenance when needed.
INF-1 Page 4 of 12
January 12, 2017
INF-1
Infiltration Basin
SUMMARY OF STANDARD INSPECTION AND MAINTENANCE FOR INF-1 INFILTRATION BASIN (Continued from previous page)
Threshold/Indicator Maintenance Action Typical Maintenance Frequency
Presence of mosquitos/larvae
For images of egg rafts, larva, pupa, and adult
mosquitos, see
http://www.mosquito.org/biology
If mosquitos/larvae are observed: first, immediately
remove any standing water by dispersing to nearby
landscaping; second, make corrective measures as
applicable to restore BMP drainage to prevent standing
water. For subsurface infiltration galleries, ensure access
covers are tight fitting, with gaps or holes no greater
than 1/16 inch, and/or install barriers such as inserts or
screens that prevent mosquito access to the subsurface
storage.
If mosquitos persist following corrective measures to
remove standing water, or if the BMP design does not
meet the 96-hour drawdown criteria because the
underlying native soils have been compacted or do not
have the infiltration capacity expected, the [City
Engineer] shall be contacted to determine a solution. A
different BMP type, or a Vector Management Plan
prepared with concurrence from the County of San
Diego Department of Environmental Health, may be
required.
• Inspect monthly and after every 0.5-inch or larger
storm event. If mosquitos are observed, increase
inspection frequency to after every 0.1-inch or larger
storm event.
• Maintenance when needed
Damage to structural components such as weirs, inlet or
outlet structures
Repair or replace as applicable. • Inspect annually.
• Maintenance when needed.
References
American Mosquito Control Association.
http://www.mosquito.org/
California Storm Water Quality Association (CASQA). 2003. Municipal BMP Handbook.
https://www.casqa.org/resources/bmp-handbooks/municipal-bmp-handbook
County of San Diego. 2014. Low Impact Development Handbook.
http://www.sandiegocounty.gov/content/sdc/dpw/watersheds/susmp/lid.html
San Diego County Copermittees. 2016. Model BMP Design Manual, Appendix E, Fact Sheet INF-1.
http://www.projectcleanwater.org/index.php?option=com_content&view=article&id=250&Itemid=220
INF-1 Page 5 of 12
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Page Intentionally Blank for Double-Sided Printing
INF-1 Page 6 of 12
January 12, 2017
INF-1
Infiltration Basin
Date: Inspector: BMP ID No.:
Permit No.: APN(s):
Property / Development Name:
Responsible Party Name and Phone Number:
Property Address of BMP:
Responsible Party Address:
INSPECTION AND MAINTENANCE CHECKLIST FOR INF-1 INFILTRATION BASIN PAGE 1 of 5
Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted
Accumulation of sediment, litter, or debris
Materials must be removed from the forebay
when the forebay is 25% full*. In any case,
materials must be removed if accumulation
blocks flow to the infiltration area.
Materials must be removed from the infiltration
area any time accumulation is observed in the
infiltration area.
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Remove and properly dispose of
accumulated materials, (without
damage to the vegetation when
applicable)
☐ If accumulation within the forebay is
greater than 25% in one month,
increase the inspection and
maintenance frequency**
☐ Other / Comments:
*“25% full” is defined as ¼ of the depth from the design bottom elevation to the crest of the outflow structure (e.g., if the height to the outflow opening is 12 inches from the
bottom elevation, then the materials must be removed when there is 3 inches of accumulation – this should be marked on the outflow structure).
**If no forebay is present, if sediment, litter, or debris accumulation exceeds 25% of the surface ponding volume within one month, add a forebay or other pre-treatment
measures within the tributary area draining to the BMP to intercept the materials.
INF-1 Page 7 of 12
January 12, 2017
INF-1
Infiltration Basin
Date: Inspector: BMP ID No.:
Permit No.: APN(s):
INSPECTION AND MAINTENANCE CHECKLIST FOR INF-1 INFILTRATION BASIN PAGE 2 of 5
Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted
Poor vegetation establishment
(when the BMP includes vegetated surface by
design)
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Re-seed, re-plant, or re-establish
vegetation per original plans
☐ Other / Comments:
Dead or diseased vegetation
(when the BMP includes vegetated surface by
design)
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Remove dead or diseased vegetation,
re-seed, re-plant, or re-establish
vegetation per original plans
☐ Other / Comments:
Overgrown vegetation
(when the BMP includes vegetated surface by
design)
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Mow or trim as appropriate
☐ Other / Comments:
INF-1 Page 8 of 12
January 12, 2017
INF-1
Infiltration Basin
Date: Inspector: BMP ID No.:
Permit No.: APN(s):
INSPECTION AND MAINTENANCE CHECKLIST FOR INF-1 INFILTRATION BASIN PAGE 3 of 5
Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted
Erosion due to concentrated irrigation flow
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Repair/re-seed/re-plant eroded areas
and adjust the irrigation system
☐ Other / Comments:
Erosion due to concentrated storm water runoff
flow
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Repair/re-seed/re-plant eroded areas,
and make appropriate corrective
measures such as adding erosion
control blankets, adding stone at flow
entry points, or minor re-grading to
restore proper drainage according to
the original plan
☐ If the issue is not corrected by restoring
the BMP to the original plan and
grade, the [City Engineer] shall be
contacted prior to any additional
repairs or reconstruction
☐ Other / Comments:
INF-1 Page 9 of 12
January 12, 2017
INF-1
Infiltration Basin
Date: Inspector: BMP ID No.:
Permit No.: APN(s):
INSPECTION AND MAINTENANCE CHECKLIST FOR INF-1 INFILTRATION BASIN PAGE 4 of 5
Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted
Obstructed inlet or outlet structure
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Clear blockage
☐ Other / Comments:
Damage to structural components such as weirs,
inlet or outlet structures
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Repair or replace as applicable
☐ Other / Comments:
INF-1 Page 10 of 12
January 12, 2017
INF-1
Infiltration Basin
Date: Inspector: BMP ID No.:
Permit No.: APN(s):
INSPECTION AND MAINTENANCE CHECKLIST FOR INF-1 INFILTRATION BASIN PAGE 5 of 5
Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted
Standing water in infiltration basin without
subsurface infiltration gallery for longer than 24-
96 hours following a storm event*
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Make appropriate corrective measures
such as adjusting irrigation system,
removing obstructions of debris or
invasive vegetation, or
removing/replacing clogged or
compacted surface treatments and/or
scarifying or tilling native soils.
☐ Other / Comments:
Standing water in subsurface infiltration gallery
for longer than 24-96 hours following a storm
event*
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ If feasible, take corrective action to
restore infiltration (e.g., flush fine
sediment or remove and replace
clogged soils). BMP may require
retrofit if infiltration cannot be
restored. The [City Engineer] shall be
contacted prior to any repairs or
reconstruction.
☐ Other / Comments:
Presence of mosquitos/larvae
For images of egg rafts, larva, pupa, and adult
mosquitos, see
http://www.mosquito.org/biology
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Apply corrective measures to remove
standing water in BMP when standing
water occurs for longer than 24-96
hours following a storm event.**
☐ Other / Comments:
INF-1 Page 11 of 12
January 12, 2017
INF-1
Infiltration Basin
*Surface ponding longer than approximately 24 hours following a storm event may be detrimental to vegetation health, and surface or subsurface ponding longer than approximately 96
hours following a storm event poses a risk of vector (mosquito) breeding. Poor drainage can result from clogging of the underlying native soils, or clogging of covers applied at the basin
surface such as topsoil, mulch, or rock layer. The specific cause of the drainage issue must be determined and corrected. If it is determined that the underlying native soils have been
compacted or do not have the infiltration capacity expected, or if the infiltration surface is not accessible (e.g., an underground infiltration gallery) the [City Engineer] shall be contacted
prior to any additional repairs or reconstruction.
**If mosquitos persist following corrective measures to remove standing water, or if the BMP design does not meet the 96-hour drawdown criteria because the underlying native soils
have been compacted or do not have the infiltration capacity expected, the [City Engineer] shall be contacted to determine a solution. A different BMP type, or a Vector Management Plan
prepared with concurrence from the County of San Diego Department of Environmental Health, may be required.
INF-1 Page 12 of 12
January 12, 2017
PR-1
Biofiltration with Partial Retention
BMP MAINTENANCE FACT SHEET
FOR
STRUCTURAL BMP PR-1 BIOFILTRATION WITH PARTIAL RETENTION
Biofiltration with partial retention facilities are vegetated surface water systems that filter water through
vegetation and soil or engineered media prior to infiltrating into native soils, discharge via underdrain, or overflow
to the downstream conveyance system. These BMPs have an elevated underdrain discharge point that creates
storage capacity in the aggregate storage layer. Typical biofiltration with partial retention components include:
• Inflow distribution mechanisms (e.g., perimeter flow spreader or filter strips)
• Energy dissipation mechanism for concentrated inflows (e.g., splash blocks or riprap)
• Shallow surface ponding for captured flows
• Side slope and basin bottom vegetation selected based on climate and ponding depth
• Non-floating mulch layer
• Media layer (planting mix or engineered media) capable of supporting vegetation growth
• Filter course layer consisting of aggregate to prevent the migration of fines into uncompacted native soils
or the aggregate storage layer
• Aggregate storage layer with underdrain(s)
• Uncompacted native soils at the bottom of the facility
• Overflow structure
Normal Expected Maintenance
Biofiltration with partial retention requires routine maintenance to: remove accumulated materials such as
sediment, trash or debris; maintain vegetation health; maintain infiltration capacity of the media layer; replenish
mulch; and maintain integrity of side slopes, inlets, energy dissipators, and outlets. A summary table of standard
inspection and maintenance indicators is provided within this Fact Sheet.
Non-Standard Maintenance or BMP Failure
If any of the following scenarios are observed, the BMP is not performing as intended to protect downstream
waterways from pollution and/or erosion. Corrective maintenance, increased inspection and maintenance, BMP
replacement, or a different BMP type will be required.
• The BMP is not drained between storm events. Surface ponding longer than approximately 24 hours
following a storm event may be detrimental to vegetation health, and surface ponding longer than
approximately 96 hours following a storm event poses a risk of vector (mosquito) breeding. Poor drainage
can result from clogging of the media layer, filter course, aggregate storage layer, underdrain, or outlet
structure. The specific cause of the drainage issue must be determined and corrected.
• Sediment, trash, or debris accumulation greater than 25% of the surface ponding volume within one
month. This means the load from the tributary drainage area is too high, reducing BMP function or
clogging the BMP. This would require pretreatment measures within the tributary area draining to the
BMP to intercept the materials. Pretreatment components, especially for sediment, will extend the life of
components that are more expensive to replace such as media, filter course, and aggregate layers.
PR-1 Page 1 of 11
January 12, 2017
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Biofiltration with Partial Retention
• Erosion due to concentrated storm water runoff flow that is not readily corrected by adding erosion
control blankets, adding stone at flow entry points, or minor re-grading to restore proper drainage
according to the original plan. If the issue is not corrected by restoring the BMP to the original plan and
grade, the [City Engineer] shall be contacted prior to any additional repairs or reconstruction.
Other Special Considerations
Biofiltration with partial retention is a vegetated structural BMP. Vegetated structural BMPs that are constructed
in the vicinity of, or connected to, an existing jurisdictional water or wetland could inadvertently result in creation
of expanded waters or wetlands. As such, vegetated structural BMPs have the potential to come under the
jurisdiction of the United States Army Corps of Engineers, SDRWQCB, California Department of Fish and Wildlife, or
the United States Fish and Wildlife Service. This could result in the need for specific resource agency permits and
costly mitigation to perform maintenance of the structural BMP. Along with proper placement of a structural BMP,
routine maintenance is key to preventing this scenario.
PR-1 Page 2 of 11
January 12, 2017
PR-1
Biofiltration with Partial Retention
SUMMARY OF STANDARD INSPECTION AND MAINTENANCE FOR PR-1 BIOFILTRATION WITH PARTIAL RETENTION
The property owner is responsible to ensure inspection, operation and maintenance of permanent BMPs on their property unless responsibility has been formally transferred to
an agency, community facilities district, homeowners association, property owners association, or other special district.
Maintenance frequencies listed in this table are average/typical frequencies. Actual maintenance needs are site-specific, and maintenance may be required more frequently.
Maintenance must be performed whenever needed, based on maintenance indicators presented in this table. The BMP owner is responsible for conducting regular inspections
to see when maintenance is needed based on the maintenance indicators. During the first year of operation of a structural BMP, inspection is recommended at least once prior
to August 31 and then monthly from September through May. Inspection during a storm event is also recommended. After the initial period of frequent inspections, the
minimum inspection and maintenance frequency can be determined based on the results of the first year inspections.
Threshold/Indicator Maintenance Action Typical Maintenance Frequency
Accumulation of sediment, litter, or debris Remove and properly dispose of accumulated materials,
without damage to the vegetation or compaction of the
media layer.
• Inspect monthly. If the BMP is 25% full* or more in
one month, increase inspection frequency to monthly
plus after every 0.1-inch or larger storm event.
• Remove any accumulated materials found at each
inspection.
Obstructed inlet or outlet structure Clear blockage. • Inspect monthly and after every 0.5-inch or larger
storm event.
• Remove any accumulated materials found at each
inspection.
Damage to structural components such as weirs, inlet or
outlet structures
Repair or replace as applicable. • Inspect annually.
• Maintenance when needed.
Poor vegetation establishment Re-seed, re-plant, or re-establish vegetation per original
plans. • Inspect monthly.
• Maintenance when needed.
Dead or diseased vegetation Remove dead or diseased vegetation, re-seed, re-plant,
or re-establish vegetation per original plans.
• Inspect monthly.
• Maintenance when needed.
Overgrown vegetation Mow or trim as appropriate. • Inspect monthly.
• Maintenance when needed.
2/3 of mulch has decomposed, or mulch has been
removed
Remove decomposed fraction and top off with fresh
mulch to a total depth of 3 inches.
• Inspect monthly.
• Replenish mulch annually, or more frequently when
needed based on inspection.
*“25% full” is defined as ¼ of the depth from the design bottom elevation to the crest of the outflow structure (e.g., if the height to the outflow opening is 12 inches from the
bottom elevation, then the materials must be removed when there is 3 inches of accumulation – this should be marked on the outflow structure).
PR-1 Page 3 of 11
January 12, 2017
PR-1
Biofiltration with Partial Retention
SUMMARY OF STANDARD INSPECTION AND MAINTENANCE FOR PR-1 BIOFILTRATION WITH PARTIAL RETENTION (Continued from previous page)
Threshold/Indicator Maintenance Action Typical Maintenance Frequency
Erosion due to concentrated irrigation flow Repair/re-seed/re-plant eroded areas and adjust the
irrigation system.
• Inspect monthly.
• Maintenance when needed.
Erosion due to concentrated storm water runoff flow Repair/re-seed/re-plant eroded areas, and make
appropriate corrective measures such as adding erosion
control blankets, adding stone at flow entry points, or
minor re-grading to restore proper drainage according
to the original plan. If the issue is not corrected by
restoring the BMP to the original plan and grade, the
[City Engineer] shall be contacted prior to any additional
repairs or reconstruction.
• Inspect after every 0.5-inch or larger storm event. If
erosion due to storm water flow has been observed,
increase inspection frequency to after every 0.1-inch
or larger storm event.
• Maintenance when needed. If the issue is not
corrected by restoring the BMP to the original plan
and grade, the [City Engineer] shall be contacted prior
to any additional repairs or reconstruction.
Standing water in BMP for longer than 24 hours
following a storm event
Surface ponding longer than approximately 24 hours
following a storm event may be detrimental to
vegetation health
Make appropriate corrective measures such as adjusting
irrigation system, removing obstructions of debris or
invasive vegetation, clearing underdrains, or
repairing/replacing clogged or compacted soils.
• Inspect monthly and after every 0.5-inch or larger
storm event. If standing water is observed, increase
inspection frequency to after every 0.1-inch or larger
storm event.
• Maintenance when needed.
Presence of mosquitos/larvae
For images of egg rafts, larva, pupa, and adult
mosquitos, see
http://www.mosquito.org/biology
If mosquitos/larvae are observed: first, immediately
remove any standing water by dispersing to nearby
landscaping; second, make corrective measures as
applicable to restore BMP drainage to prevent standing
water.
If mosquitos persist following corrective measures to
remove standing water, or if the BMP design does not
meet the 96-hour drawdown criteria due to release
rates controlled by an orifice installed on the
underdrain, the [City Engineer] shall be contacted to
determine a solution. A different BMP type, or a Vector
Management Plan prepared with concurrence from the
County of San Diego Department of Environmental
Health, may be required.
• Inspect monthly and after every 0.5-inch or larger
storm event. If mosquitos are observed, increase
inspection frequency to after every 0.1-inch or larger
storm event.
• Maintenance when needed.
Underdrain clogged Clear blockage. • Inspect if standing water is observed for longer than
24-96 hours following a storm event.
• Maintenance when needed.
PR-1 Page 4 of 11
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PR-1
Biofiltration with Partial Retention
References
American Mosquito Control Association.
http://www.mosquito.org/
California Storm Water Quality Association (CASQA). 2003. Municipal BMP Handbook.
https://www.casqa.org/resources/bmp-handbooks/municipal-bmp-handbook
County of San Diego. 2014. Low Impact Development Handbook.
http://www.sandiegocounty.gov/content/sdc/dpw/watersheds/susmp/lid.html
San Diego County Copermittees. 2016. Model BMP Design Manual, Appendix E, Fact Sheet PR-1.
http://www.projectcleanwater.org/index.php?option=com_content&view=article&id=250&Itemid=220
PR-1 Page 5 of 11
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PR-1
Biofiltration with Partial Retention
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PR-1 Page 6 of 11
January 12, 2017
PR-1
Biofiltration with Partial Retention
Date: Inspector: BMP ID No.:
Permit No.: APN(s):
Property / Development Name:
Responsible Party Name and Phone Number:
Property Address of BMP:
Responsible Party Address:
INSPECTION AND MAINTENANCE CHECKLIST FOR PR-1 BIOFILTRATION WITH PARTIAL RETENTION PAGE 1 of 5
Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted
Accumulation of sediment, litter, or debris
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Remove and properly dispose of
accumulated materials, without damage
to the vegetation
☐ If sediment, litter, or debris accumulation
exceeds 25% of the surface ponding
volume within one month (25% full*),
add a forebay or other pre-treatment
measures within the tributary area
draining to the BMP to intercept the
materials.
☐ Other / Comments:
Poor vegetation establishment
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Re-seed, re-plant, or re-establish
vegetation per original plans
☐ Other / Comments:
*“25% full” is defined as ¼ of the depth from the design bottom elevation to the crest of the outflow structure (e.g., if the height to the outflow opening is 12 inches from the
bottom elevation, then the materials must be removed when there is 3 inches of accumulation – this should be marked on the outflow structure).
PR-1 Page 7 of 11
January 12, 2017
PR-1
Biofiltration with Partial Retention
Date: Inspector: BMP ID No.:
Permit No.: APN(s):
INSPECTION AND MAINTENANCE CHECKLIST FOR PR-1 BIOFILTRATION WITH PARTIAL RETENTION PAGE 2 of 5
Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted
Dead or diseased vegetation
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Remove dead or diseased vegetation, re-
seed, re-plant, or re-establish vegetation
per original plans
☐ Other / Comments:
Overgrown vegetation
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Mow or trim as appropriate
☐ Other / Comments:
2/3 of mulch has decomposed, or mulch has
been removed
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Remove decomposed fraction and top off
with fresh mulch to a total depth of 3
inches
☐ Other / Comments:
PR-1 Page 8 of 11
January 12, 2017
PR-1
Biofiltration with Partial Retention
Date: Inspector: BMP ID No.:
Permit No.: APN(s):
INSPECTION AND MAINTENANCE CHECKLIST FOR PR-1 BIOFILTRATION WITH PARTIAL RETENTION PAGE 3 of 5
Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted
Erosion due to concentrated irrigation flow
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Repair/re-seed/re-plant eroded areas and
adjust the irrigation system
☐ Other / Comments:
Erosion due to concentrated storm water
runoff flow
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Repair/re-seed/re-plant eroded areas, and
make appropriate corrective measures
such as adding erosion control blankets,
adding stone at flow entry points, or
minor re-grading to restore proper
drainage according to the original plan
☐ If the issue is not corrected by restoring the
BMP to the original plan and grade, the
[City Engineer] shall be contacted prior to
any additional repairs or reconstruction
☐ Other / Comments:
PR-1 Page 9 of 11
January 12, 2017
PR-1
Biofiltration with Partial Retention
Date: Inspector: BMP ID No.:
Permit No.: APN(s):
INSPECTION AND MAINTENANCE CHECKLIST FOR PR-1 BIOFILTRATION WITH PARTIAL RETENTION PAGE 4 of 5
Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted
Obstructed inlet or outlet structure
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Clear blockage
☐ Other / Comments:
Underdrain clogged (inspect underdrain if
standing water is observed for longer than 24-
96 hours following a storm event)
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Clear blockage
☐ Other / Comments:
Damage to structural components such as
weirs, inlet or outlet structures
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Repair or replace as applicable
☐ Other / Comments:
PR-1 Page 10 of 11
January 12, 2017
PR-1
Biofiltration with Partial Retention
Date: Inspector: BMP ID No.:
Permit No.: APN(s):
INSPECTION AND MAINTENANCE CHECKLIST FOR PR-1 BIOFILTRATION WITH PARTIAL RETENTION PAGE 5 of 5
Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted
Standing water in BMP for longer than 24 hours
following a storm event*
Surface ponding longer than approximately 24
hours following a storm event may be
detrimental to vegetation health
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Make appropriate corrective measures such
as adjusting irrigation system, removing
obstructions of debris or invasive
vegetation, clearing underdrains, or
repairing/replacing clogged or compacted
soils
☐ Other / Comments:
Presence of mosquitos/larvae
For images of egg rafts, larva, pupa, and adult
mosquitos, see
http://www.mosquito.org/biology
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Apply corrective measures to remove
standing water in BMP when standing
water occurs for longer than 24-96 hours
following a storm event.**
☐ Other / Comments:
*Surface ponding longer than approximately 24 hours following a storm event may be detrimental to vegetation health, and surface ponding longer than approximately 96 hours
following a storm event poses a risk of vector (mosquito) breeding. Poor drainage can result from clogging of the media layer, filter course, aggregate storage layer, underdrain,
or outlet structure. The specific cause of the drainage issue must be determined and corrected.
**If mosquitos persist following corrective measures to remove standing water, or if the BMP design does not meet the 96-hour drawdown criteria due to release rates
controlled by an orifice installed on the underdrain, the [City Engineer] shall be contacted to determine a solution. A different BMP type, or a Vector Management Plan prepared
with concurrence from the County of San Diego Department of Environmental Health, may be required.
PR-1 Page 11 of 11
January 12, 2017
BF-1
Biofiltration
BMP MAINTENANCE FACT SHEET
FOR
STRUCTURAL BMP BF-1 BIOFILTRATION
Biofiltration facilities are vegetated surface water systems that filter water through vegetation, and soil or
engineered media prior to discharge via underdrain or overflow to the downstream conveyance system.
Biofiltration facilities have limited or no infiltration. They are typically designed to provide enough hydraulic head
to move flows through the underdrain connection to the storm drain system. Typical biofiltration components
include:
• Inflow distribution mechanisms (e.g., perimeter flow spreader or filter strips)
• Energy dissipation mechanism for concentrated inflows (e.g., splash blocks or riprap)
• Shallow surface ponding for captured flows
• Side slope and basin bottom vegetation selected based on climate and ponding depth
• Non-floating mulch layer
• Media layer (planting mix or engineered media) capable of supporting vegetation growth
• Filter course layer consisting of aggregate to prevent the migration of fines into uncompacted native soils
or the aggregate storage layer
• Aggregate storage layer with underdrain(s)
• Impermeable liner or uncompacted native soils at the bottom of the facility
• Overflow structure
Normal Expected Maintenance
Biofiltration requires routine maintenance to: remove accumulated materials such as sediment, trash or debris;
maintain vegetation health; maintain infiltration capacity of the media layer; replenish mulch; and maintain
integrity of side slopes, inlets, energy dissipators, and outlets. A summary table of standard inspection and
maintenance indicators is provided within this Fact Sheet.
Non-Standard Maintenance or BMP Failure
If any of the following scenarios are observed, the BMP is not performing as intended to protect downstream
waterways from pollution and/or erosion. Corrective maintenance, increased inspection and maintenance, BMP
replacement, or a different BMP type will be required.
• The BMP is not drained between storm events. Surface ponding longer than approximately 24 hours
following a storm event may be detrimental to vegetation health, and surface ponding longer than
approximately 96 hours following a storm event poses a risk of vector (mosquito) breeding. Poor drainage
can result from clogging of the media layer, filter course, aggregate storage layer, underdrain, or outlet
structure. The specific cause of the drainage issue must be determined and corrected.
• Sediment, trash, or debris accumulation greater than 25% of the surface ponding volume within one
month. This means the load from the tributary drainage area is too high, reducing BMP function or
clogging the BMP. This would require pretreatment measures within the tributary area draining to the
BMP to intercept the materials. Pretreatment components, especially for sediment, will extend the life of
components that are more expensive to replace such as media, filter course, and aggregate layers.
• Erosion due to concentrated storm water runoff flow that is not readily corrected by adding erosion
control blankets, adding stone at flow entry points, or minor re-grading to restore proper drainage
according to the original plan. If the issue is not corrected by restoring the BMP to the original plan and
grade, the [City Engineer] shall be contacted prior to any additional repairs or reconstruction.
BF-1 Page 1 of 11
January 12, 2017
BF-1
Biofiltration
Other Special Considerations
Biofiltration is a vegetated structural BMP. Vegetated structural BMPs that are constructed in the vicinity of, or
connected to, an existing jurisdictional water or wetland could inadvertently result in creation of expanded waters
or wetlands. As such, vegetated structural BMPs have the potential to come under the jurisdiction of the United
States Army Corps of Engineers, SDRWQCB, California Department of Fish and Wildlife, or the United States Fish
and Wildlife Service. This could result in the need for specific resource agency permits and costly mitigation to
perform maintenance of the structural BMP. Along with proper placement of a structural BMP, routine
maintenance is key to preventing this scenario.
BF-1 Page 2 of 11
January 12, 2017
BF-1
Biofiltration
SUMMARY OF STANDARD INSPECTION AND MAINTENANCE FOR BF-1 BIOFILTRATION
The property owner is responsible to ensure inspection, operation and maintenance of permanent BMPs on their property unless responsibility has been formally transferred to
an agency, community facilities district, homeowners association, property owners association, or other special district.
Maintenance frequencies listed in this table are average/typical frequencies. Actual maintenance needs are site-specific, and maintenance may be required more frequently.
Maintenance must be performed whenever needed, based on maintenance indicators presented in this table. The BMP owner is responsible for conducting regular inspections
to see when maintenance is needed based on the maintenance indicators. During the first year of operation of a structural BMP, inspection is recommended at least once prior
to August 31 and then monthly from September through May. Inspection during a storm event is also recommended. After the initial period of frequent inspections, the
minimum inspection and maintenance frequency can be determined based on the results of the first year inspections.
Threshold/Indicator Maintenance Action Typical Maintenance Frequency
Accumulation of sediment, litter, or debris Remove and properly dispose of accumulated materials,
without damage to the vegetation or compaction of the
media layer.
• Inspect monthly. If the BMP is 25% full* or more in
one month, increase inspection frequency to monthly
plus after every 0.1-inch or larger storm event.
• Remove any accumulated materials found at each
inspection.
Obstructed inlet or outlet structure Clear blockage. • Inspect monthly and after every 0.5-inch or larger
storm event.
• Remove any accumulated materials found at each
inspection.
Damage to structural components such as weirs, inlet or
outlet structures
Repair or replace as applicable • Inspect annually.
• Maintenance when needed.
Poor vegetation establishment Re-seed, re-plant, or re-establish vegetation per original
plans.
• Inspect monthly.
• Maintenance when needed.
Dead or diseased vegetation Remove dead or diseased vegetation, re-seed, re-plant,
or re-establish vegetation per original plans.
• Inspect monthly.
• Maintenance when needed.
Overgrown vegetation Mow or trim as appropriate. • Inspect monthly.
• Maintenance when needed.
2/3 of mulch has decomposed, or mulch has been
removed
Remove decomposed fraction and top off with fresh
mulch to a total depth of 3 inches.
• Inspect monthly.
• Replenish mulch annually, or more frequently when
needed based on inspection.
*“25% full” is defined as ¼ of the depth from the design bottom elevation to the crest of the outflow structure (e.g., if the height to the outflow opening is 12 inches from the
bottom elevation, then the materials must be removed when there is 3 inches of accumulation – this should be marked on the outflow structure).
BF-1 Page 3 of 11
January 12, 2017
BF-1
Biofiltration
SUMMARY OF STANDARD INSPECTION AND MAINTENANCE FOR BF-1 BIOFILTRATION (Continued from previous page)
Threshold/Indicator Maintenance Action Typical Maintenance Frequency
Erosion due to concentrated irrigation flow Repair/re-seed/re-plant eroded areas and adjust the
irrigation system. • Inspect monthly.
• Maintenance when needed.
Erosion due to concentrated storm water runoff flow Repair/re-seed/re-plant eroded areas, and make
appropriate corrective measures such as adding erosion
control blankets, adding stone at flow entry points, or
minor re-grading to restore proper drainage according
to the original plan. If the issue is not corrected by
restoring the BMP to the original plan and grade, the
[City Engineer] shall be contacted prior to any additional
repairs or reconstruction.
• Inspect after every 0.5-inch or larger storm event. If
erosion due to storm water flow has been observed,
increase inspection frequency to after every 0.1-inch
or larger storm event.
• Maintenance when needed. If the issue is not
corrected by restoring the BMP to the original plan
and grade, the [City Engineer] shall be contacted prior
to any additional repairs or reconstruction.
Standing water in BMP for longer than 24 hours
following a storm event
Surface ponding longer than approximately 24 hours
following a storm event may be detrimental to
vegetation health
Make appropriate corrective measures such as adjusting
irrigation system, removing obstructions of debris or
invasive vegetation, clearing underdrains, or
repairing/replacing clogged or compacted soils.
• Inspect monthly and after every 0.5-inch or larger
storm event. If standing water is observed, increase
inspection frequency to after every 0.1-inch or larger
storm event.
• Maintenance when needed.
Presence of mosquitos/larvae
For images of egg rafts, larva, pupa, and adult
mosquitos, see
http://www.mosquito.org/biology
If mosquitos/larvae are observed: first, immediately
remove any standing water by dispersing to nearby
landscaping; second, make corrective measures as
applicable to restore BMP drainage to prevent standing
water.
If mosquitos persist following corrective measures to
remove standing water, or if the BMP design does not
meet the 96-hour drawdown criteria due to release
rates controlled by an orifice installed on the
underdrain, the [City Engineer] shall be contacted to
determine a solution. A different BMP type, or a Vector
Management Plan prepared with concurrence from the
County of San Diego Department of Environmental
Health, may be required.
• Inspect monthly and after every 0.5-inch or larger
storm event. If mosquitos are observed, increase
inspection frequency to after every 0.1-inch or larger
storm event.
• Maintenance when needed.
Underdrain clogged Clear blockage. • Inspect if standing water is observed for longer than
24-96 hours following a storm event.
• Maintenance when needed.
BF-1 Page 4 of 11
January 12, 2017
BF-1
Biofiltration
References
American Mosquito Control Association.
http://www.mosquito.org/
California Storm Water Quality Association (CASQA). 2003. Municipal BMP Handbook.
https://www.casqa.org/resources/bmp-handbooks/municipal-bmp-handbook
County of San Diego. 2014. Low Impact Development Handbook.
http://www.sandiegocounty.gov/content/sdc/dpw/watersheds/susmp/lid.html
San Diego County Copermittees. 2016. Model BMP Design Manual, Appendix E, Fact Sheet BF-1.
http://www.projectcleanwater.org/index.php?option=com_content&view=article&id=250&Itemid=220
BF-1 Page 5 of 11
January 12, 2017
BF-1
Biofiltration
Page Intentionally Blank for Double-Sided Printing
BF-1 Page 6 of 11
January 12, 2017
BF-1
Biofiltration
Date: Inspector: BMP ID No.:
Permit No.: APN(s):
Property / Development Name:
Responsible Party Name and Phone Number:
Property Address of BMP:
Responsible Party Address:
INSPECTION AND MAINTENANCE CHECKLIST FOR BF-1 BIOFILTRATION PAGE 1 of 5
Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted
Accumulation of sediment, litter, or debris
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Remove and properly dispose of
accumulated materials, without damage
to the vegetation
☐ If sediment, litter, or debris accumulation
exceeds 25% of the surface ponding
volume within one month (25% full*),
add a forebay or other pre-treatment
measures within the tributary area
draining to the BMP to intercept the
materials.
☐ Other / Comments:
Poor vegetation establishment
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Re-seed, re-plant, or re-establish
vegetation per original plans
☐ Other / Comments:
*“25% full” is defined as ¼ of the depth from the design bottom elevation to the crest of the outflow structure (e.g., if the height to the outflow opening is 12 inches from the
bottom elevation, then the materials must be removed when there is 3 inches of accumulation – this should be marked on the outflow structure).
BF-1 Page 7 of 11
January 12, 2017
BF-1
Biofiltration
Date: Inspector: BMP ID No.:
Permit No.: APN(s):
INSPECTION AND MAINTENANCE CHECKLIST FOR BF-1 BIOFILTRATION PAGE 2 of 5
Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted
Dead or diseased vegetation
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Remove dead or diseased vegetation, re-
seed, re-plant, or re-establish vegetation
per original plans
☐ Other / Comments:
Overgrown vegetation
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Mow or trim as appropriate
☐ Other / Comments:
2/3 of mulch has decomposed, or mulch has
been removed
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Remove decomposed fraction and top off
with fresh mulch to a total depth of 3
inches
☐ Other / Comments:
BF-1 Page 8 of 11
January 12, 2017
BF-1
Biofiltration
Date: Inspector: BMP ID No.:
Permit No.: APN(s):
INSPECTION AND MAINTENANCE CHECKLIST FOR BF-1 BIOFILTRATION PAGE 3 of 5
Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted
Erosion due to concentrated irrigation flow
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Repair/re-seed/re-plant eroded areas and
adjust the irrigation system
☐ Other / Comments:
Erosion due to concentrated storm water runoff
flow
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Repair/re-seed/re-plant eroded areas,
and make appropriate corrective
measures such as adding erosion
control blankets, adding stone at flow
entry points, or minor re-grading to
restore proper drainage according to
the original plan
☐ If the issue is not corrected by restoring
the BMP to the original plan and grade,
the [City Engineer] shall be contacted
prior to any additional repairs or
reconstruction
☐ Other / Comments:
BF-1 Page 9 of 11
January 12, 2017
BF-1
Biofiltration
Date: Inspector: BMP ID No.:
Permit No.: APN(s):
INSPECTION AND MAINTENANCE CHECKLIST FOR BF-1 BIOFILTRATION PAGE 4 of 5
Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted
Obstructed inlet or outlet structure
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Clear blockage
☐ Other / Comments:
Underdrain clogged (inspect underdrain if
standing water is observed for longer than 24-96
hours following a storm event)
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Clear blockage
☐ Other / Comments:
Damage to structural components such as weirs,
inlet or outlet structures
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Repair or replace as applicable
☐ Other / Comments:
BF-1 Page 10 of 11
January 12, 2017
BF-1
Biofiltration
Date: Inspector: BMP ID No.:
Permit No.: APN(s):
INSPECTION AND MAINTENANCE CHECKLIST FOR BF-1 BIOFILTRATION PAGE 5 of 5
Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted
Standing water in BMP for longer than 24-96
hours following a storm event*
Surface ponding longer than approximately 24
hours following a storm event may be
detrimental to vegetation health
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Make appropriate corrective measures
such as adjusting irrigation system,
removing obstructions of debris or
invasive vegetation, clearing
underdrains, or repairing/replacing
clogged or compacted soils
☐ Other / Comments:
Presence of mosquitos/larvae
For images of egg rafts, larva, pupa, and adult
mosquitos, see
http://www.mosquito.org/biology
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Apply corrective measures to remove
standing water in BMP when standing
water occurs for longer than 24-96
hours following a storm event.**
☐ Other / Comments:
*Surface ponding longer than approximately 24 hours following a storm event may be detrimental to vegetation health, and surface ponding longer than approximately 96 hours
following a storm event poses a risk of vector (mosquito) breeding. Poor drainage can result from clogging of the media layer, filter course, aggregate storage layer, underdrain,
or outlet structure. The specific cause of the drainage issue must be determined and corrected.
**If mosquitos persist following corrective measures to remove standing water, or if the BMP design does not meet the 96-hour drawdown criteria due to release rates
controlled by an orifice installed on the underdrain, the [City Engineer] shall be contacted to determine a solution. A different BMP type, or a Vector Management Plan prepared
with concurrence from the County of San Diego Department of Environmental Health, may be required.
BF-1 Page 11 of 11
January 12, 2017
Poinsettia Community Park
Storm Water Quality Management Plan
35 December 2015
ATTACHMENT 4
Single-Sheet BMP (SSBMP) Plan
This is the cover sheet for Attachment 4.
Use the City Template SSBMP Plan (see city website for most recent version)
Use this checklist to ensure the required information has been included on the SSBMP plan:
The plans must identify:
o Structural BMP(s) with ID numbers matching Form I-6 Summary of PDP Structural BMPs
o The grading and drainage design shown on the plans must be consistent with the delineation of DMAs
shown on the DMA exhibit
o Details and specifications for construction of structural BMP(s)
o Signage indicating the location and boundary of structural BMP(s) as required by the City Engineer
o Callout Ownership of Structural BMP’s
o How to access the structural BMP(s) to inspect and perform maintenance
o Features that are provided to facilitate inspection (e.g., observation ports, cleanouts, silt posts, or
other features that allow the inspector to view necessary components of the structural BMP and
compare to maintenance thresholds)
o Manufacturer and part number for proprietary parts of structural BMP(s) when applicable
o Maintenance thresholds specific to the structural BMP(s), with a location-specific frame of reference
(e.g., level of accumulated materials that triggers removal of the materials, to be identified based on
viewing marks on silt posts or measured with a survey rod with respect to a fixed benchmark within
the BMP)
o Recommended equipment to perform maintenance
o When applicable, necessary special training or certification requirements for inspection and
maintenance personnel such as confined space entry or hazardous waste management
o Include landscaping plan sheets showing vegetation requirements for vegetated structural BMP(s)
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