Roseville City Council
August 16, 2023

B. Provide submittals:

1. That are specified or reasonably required for construction, operation, and maintenance of the Work.

2. That demonstrate compliance with the Contract Documents.

C. Where multiple submittals are required, provide a separate submittal for each specification section.

1. In order to expedite construction, the Contractor may make more than 1 submittal per specification section, but a single submittal may not cover more than 1 specification section:
a. The only exception to this requirement is when 1 specification section covers the requirements for a component of equipment specified in another section.
b. For example, circuit breakers are a component of switchgear. The switchgear submittal must also contain data for the associated circuit breakers, even though they are covered in a different specification section.

D. Prepare submittals in the English language. Do not include information in other languages.

E. Present measurements in customary American units (feet, inches, pounds, etc.).

F. Must be clear and legible, and of sufficient size for presentation of information.

G. Page size other than drawings:

1. Minimum page size will be 8 1/2 inches by 11 inches.

2. Maximum page size will be 11 inches by 17 inches.

Submittal Procedures
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H. Drawing sheet size:

1. Maximum sheets size: 24-inch by 36-inch.
a. Minimum plan scale: 1/8-inch equals 1 foot-0 inches. b. Minimum font size: 1/8 inch minimum.

2. 11-inch by 17-inch sheet:
a. Minimum plan scale: 1/8-inch equals 1 foot-0 inches. b. Minimum font size: 1/8 inch minimum.

I. Show dimensions, construction details, wiring diagrams, controls, manufacturers, catalog numbers, and all other pertinent details.

J. Provide submittal information from only 1 manufacturer for a specified product.

Submittals with multiple manufacturers for 1 product will be rejected without review.

1.03 SUBMITTAL ORGANIZATION
A. Organize submittals in exactly the same order as the items are referenced, listed, and/or organized in the specification section.

B. For submittals that cover multiple devices used in different areas under the same specification section, the submittal for the individual devices must list the area where the device is used.

C. Bookmarks:

1. Bookmarks shall match the table of contents.

2. Bookmark each section (tab) and heading.

3. Drawings: Bookmark at a minimum, each discipline, area designation, or appropriate division.

4. At file opening, display all levels of bookmarks as expanded.

D. Where applicable (i.e., except for drawings, figures, etc.) submittal content shall be electronically searchable utilizing the PDF file as submitted.

E. Thumbnails optimized for fast web viewing.

F. Sequentially number pages within the tabbed sections:

1. Submittals that are not fully indexed and tabbed with sequentially numbered pages, or are otherwise unacceptable, will be returned without review.

G. Attachments:

1. Specification section: Include with each submittal a copy of the relevant specification section.
a. Indicate in the left margin, next to each pertinent paragraph, either compliance with a check (√) or deviation with a consecutive number (1, 2, 3).
b. Provide a list of all numbered deviations with a clear explanation and reason for the deviation.

2. Drawings: Include with each submittal a copy of the relevant Drawing, including relevant addendum updates.
a. Indicate either compliance with a check (√) or deviation with a consecutive number (1, 2, 3).

Submittal Procedures
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b. Provide a list of all numbered deviations with a clear explanation and reason for the deviation.
c. Provide field dimensions and relationship to adjacent or critical features of the Work or materials.

H. Contractor: Prepare submittal information in sufficient detail to show compliance with specified requirements.

1. Determine and verify quantities, field dimensions, product dimensions, specified design and performance criteria, materials, catalog numbers, and similar data.

2. Coordinate submittal with other submittals and with the requirements of the Contract Documents.

3. Check, verify, and revise submittals as necessary to bring them into conformance with Contract Documents and actual field conditions.

I. Contractor: Prepare "Or Equal" submittal information.

1. Provide standard submittal requirements.
a. In addition, provide in sufficient detail to show reason for variance from specified product and impacts.

2. Provide reason the specified product is not being provided.

3. Explain the benefits to the Owner for accepting the "Or Equal".

4. Itemized comparison of the proposed "Or Equal" with product specified including a list of significant variations:
a. Design features.
b. Design dimensions.
c. Installation requirements.
d. Operations and maintenance requirements.
e. Availability of maintenance services and sources of replacement materials.

5. Reference projects where the product has been successfully used:
a. Name and address of project.
b. Year of installation.
c. Year placed in operation.
d. Name of product installed.
e. Point of contact: Name and phone number.

6. Define impacts:
a. Impacts to other contracts.
b. Impacts to other work or products.

7. Contractor represents the following:
a. Contractor bears the burden of proof of the equivalency of the proposed "Or Equal".
b. Proposed "Or Equal" is equal or superior to the specified product. c. Contractor will provide the warranties or bonds that would be provided on the specified product on the proposed "Or Equal", unless Owner requires a Special Warranty.
d. Contractor will coordinate installation of accepted "Or Equal" into the Work and will be responsible for the costs to make changes as required to the Work.
e. Contractor waives rights to claim additional costs caused by proposed "Or Equal" which may subsequently become apparent.

Submittal Procedures
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J. Contractor: Prepare substitution submittal information.

1. Provide standard submittal requirements.
a. In addition, provide in sufficient detail to show reason for variance from specified product and impacts.

2. Provide reason the specified product is not being provided.

3. Explain the benefits to the Owner for accepting the substitution.

4. Itemized comparison of the proposed substitution with product specified including a list of significant variations:
a. Design features.
b. Design dimensions.
c. Installation requirements.
d. Operations and maintenance requirements.
e. Availability of maintenance services and sources of replacement materials.

5. Reference projects where the product has been successfully used:
a. Name and address of project.
b. Year of installation.
c. Year placed in operation.
d. Name of product installed.
e. Point of contact: Name and phone number.

6. Define impacts:
a. Impacts to Contract Price.
1) Required license fees or royalties.
2) Do not include costs under separate contracts.
3) Do not include Engineer’s costs for redesign or revision of Contract Documents.
b. Impacts to Contract Time.
c. Impacts to Contract Scope.
d. Impacts to other contracts.
e. Impacts to other work or products.

7. Contractor represents the following:
a. Contractor shall pay associated costs for Engineer to evaluate the substitution.
b. Contractor bears the burden of proof of the equivalency of the proposed substitution.
c. Proposed substitution does not change the design intent and will have equal performance to the specified product.
d. Proposed substitution is equal or superior to the specified product. e. Contractor will provide the warranties or bonds that would be provided on the specified product on the proposed substitution, unless Owner requires a Special Warranty.
f. Contractor will coordinate installation of accepted substitution into the Work and will be responsible for the costs to make changes as required to the Work.
g. Contractor waives rights to claim additional costs caused by proposed substitution which may subsequently become apparent.

Submittal Procedures
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1.04 SUBMITTAL IDENTIFICATION NUMBERING
A. Number each submittal using the format defined below:

Spec Section Number Dash
Initial
Submittal -
Sequential
Number
Decimal
Point
Subsequent
Submittal
Revisions
Sequential
Number
Example 1
Description Cast-In-Place Concrete
8th initial
submittal
03300 - 0008
Example 2
Description Cast-In-Place Concrete
8th initial
submittal
First revision
to the 8th initial
submittal
03300 - 0008 . 1

1.05 SUBMITTALS IN ELECTRONIC MEDIA FORMAT
A. General: Provide all information in PC-compatible format using Windows® operating system as utilized by the Owner and Engineer.

B. Text: Provide text documents and manufacturer’s literature in Portable Document Format (PDF).

C. Graphics: Provide graphic submittals (drawings, diagrams, figures, etc.) utilizing Portable Document Format (PDF).

1.06 SUBMITTAL PROCEDURE
A. Engineer: Review submittal and provide response:

1. Review description:
a. Engineer will be entitled to rely upon the accuracy or completeness of designs, calculations, or certifications made by licensed professionals accompanying a particular submittal whether or not a stamp or seal is required by Contract Documents or Laws and Regulations. b. Engineer's review of submittals shall not release Contractor from Contractor's responsibility for performance of requirements of Contract Documents. Neither shall Engineer's review release Contractor from fulfilling purpose of installation nor from Contractor's liability to replace defective work.
c. Engineer's review of shop drawings, samples, or test procedures will be only for conformance with design concepts and for compliance with information given in Contract Documents.
d. Engineer's review does not extend to:
1) Accuracy of dimensions, quantities, or performance of equipment and systems designed by Contractor.

Submittal Procedures
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2) Contractor's means, methods, techniques, sequences, or procedures except when specified, indicated on the Drawings, or required by Contract Documents.
3) Safety precautions or programs related to safety which shall remain the sole responsibility of the Contractor.
e. Engineer can Approve or Not Approve any exception at their sole discretion.

2. Review timeframe:
a. Except as may be provided in technical specifications, a submittal will be returned within 14 days.
b. When a submittal cannot be returned within the specified period, Engineer will, within a reasonable time after receipt of the submittal, give notice of the date by which that submittal will be returned.
c. Engineer’s acceptance of progress schedule containing submittal review times less than those specified or agreed to in writing by Engineer will not constitute Engineer’s acceptance of review times.
d. Critical submittals:
1) Contractor will notify Engineer in writing that timely review of a submittal is critical to the progress of Work.

3. Schedule delays:
a. No adjustment of Contract Times or Contract Price will be allowed due to Engineer’s review of submittals, unless all of the following criteria are met:
1) Engineer has failed to review and return first submission within the agreed upon time frame.
2) Contractor demonstrates that delay in progress of Work is directly attributable to Engineer’s failure to return submittal within time indicated and accepted by Engineer.

4. Review response will be returned to Contractor with one of the following dispositions:
a. Approved:
1) No Exceptions:
a) There are no notations or comments on the submittal and the Contractor may release the equipment for production.
2) Make Corrections Noted - See Comments:
a) The Contractor may proceed with the Work, however, all notations and comments must be incorporated into the final product.
b) Resubmittal not required.
3) Make Corrections Noted - Confirm:
a) The Contractor may proceed with the Work, however, all notations and comments must be incorporated into the final product.
b) Submit confirmation specifically addressing each notation or comment to the Engineer within 15 calendar days of the date of the Engineer’s transmittal requiring the confirmation.
b. Not approved:
1) Correct and resubmit:
a) Contractor may not proceed with the Work described in the submittal.
b) Contractor assumes responsibility for proceeding without approval.

Submittal Procedures
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c) Resubmittal of complete submittal package is required within 30 calendar days of the date of the Engineer’s submittal review response.
2) Rejected - See Remarks:
a) Contractor may not proceed with the Work described in the submittal.
b) The submittal does not meet the intent of the Contract Documents. Resubmittal of complete submittal package is required with materials, equipment, methods, etc. that meet the requirements of the Contract Documents.
c. Receipt acknowledged - Filed for record:
1) This is used in acknowledging receipt of informational submittals that address means and methods of construction such as schedules and work plans, conformance test reports, health and safety plans, etc. d. Receipt acknowledged with comments - Resubmit:
1) This is used in acknowledging receipt of informational submittals that address means and methods of construction such as schedules and work plans, conformance test reports, health and safety plans, etc.

Feedback regarding missing information, conflicting information, or other information that makes it incomplete can be made with comments.

B. Contractor: Prepare resubmittal, if applicable:

1. Clearly identify each correction or change made.

2. Include a response in writing to each of the Engineer’s comments or questions for submittal packages that are resubmitted in the order that the comments or questions were presented from the first and subsequent submittals and numbered consistent with the Engineer’s numbering.
a. Acceptable responses to Engineer’s comments are listed below:
1) "Incorporated" Engineer’s comment or change is accepted and appropriate changes are made.
2) "Response" Engineer’s comment not incorporated. Explain why comment is not accepted or requested change is not made. Explain how requirement will be satisfied in lieu of comment or change requested by Engineer.
b. Reviews and resubmittals:
1) Contractor shall provide resubmittals which include responses to all submittal review comments separately and at a level of detail commensurate with each comment.
2) Contractor responses shall indicate how the Contractor resolved the issue pertaining to each review comment:
a) Responses such as "acknowledged" or "noted" are not
acceptable.
3) Resubmittals which do not comply with this requirement may be rejected and returned without review.
4) Contractor shall be allowed no extensions of any kind to any part of their contract due to the rejection of non-compliant submittals. 5) Submittal review comments not addressed by the Contractor in resubmittals shall continue to apply whether restated or not in subsequent reviews until adequately addressed by the Contractor to the satisfaction of the reviewing and approving authority.

Submittal Procedures
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c. Any resubmittal that does not contain responses to the Engineer’s previous comments shall be returned for Revision and Resubmittal.

No further review by the Engineer will be performed until a response for previous comments has been received.

3. Resubmittal timeframe:
a. Contractor shall provide resubmittal within 15 days. b. When a resubmittal cannot be returned within the specified period, Contractor shall notify Engineer in writing.

4. Review costs:
a. Costs incurred by Owner as a result of additional reviews of a particular submittal after the second time it has been reviewed shall be borne by Contractor.
b. Reimbursement to Owner will be made by deducting such costs from Contractor's subsequent progress payments.

1.07 PRODUCT DATA
A. Edit submittals so that the submittal specifically applies to only the product furnished.

B. Neatly cross out all extraneous text, options, models, etc. that do not apply to the product being furnished, so that the information remaining is only applicable to the product being furnished.

1.08 SHOP DRAWINGS
A. Contractor to field verify elevation, coordinates, and pipe material for pipe tie-in to pipeline or structure prior to the preparation of shop drawings.

B. Indicate project designated equipment tag numbers for submittal of devices, equipment, and assemblies.

1.09 SAMPLES
A. Details:

1. Submit labeled samples.

2. Samples will not be returned.

3. Provide number of sample submittals as below:
a. Total: 3 minimum.
1) Owner: 1.
2) Engineer: 2.
3) Contractor: None.

PART 2 PRODUCTS (NOT USED)
PART 3 EXECUTION (NOT USED)

END OF SECTION
Submittal Procedures
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ATTACHMENT A - CONTRACTOR SUBMITTAL TRANSMITTAL FORM

Submittal Procedures
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CONTRACTOR SUBMITTAL TRANSMITTAL FORM

Owner: Click here to enter text. Date: MM/DD/YYYY
Contractor: Click here to enter text. Project No.: XXXXX.XX Project Name: Click here to enter text. Submittal Number: 000 Submittal Title: Click here to enter text.

To: Click here to enter text.

From: Click here to enter text. Click here to enter text.

Click here to enter text. Click here to enter text.

Specification No. and Subject of Submittal / Equipment Supplier Spec ##: Spec ##. Subject: Click here to enter text.

Authored By: Click here to enter text. Date Submitted: XX/XX/XXXX

Submittal Certification
Check Either (A) or (B):
(A) We have verified that the equipment or material contained in this submittal meets all the requirements specified in the project manual or shown on the contract drawings with no exceptions.
(B) We have verified that the equipment or material contained in this submittal meets all the requirements specified in the project manual or shown on the contract drawings except for the deviations listed.

Certification Statement: By this submittal, I hereby represent that I have determined and verified all field measurements, field construction criteria, materials, dimensions, catalog numbers and similar data, and I have checked and coordinated each item with other applicable approved shop drawings and all Contract requirements.

General Contractor’s Reviewer’s Signature:

Printed Name:

In the event, Contractor believes the Submittal response does or will cause a change to the requirements of the Contract, Contractor shall immediately give written notice stating that Contractor considers the response to be a Change Order.

Firm: Click here to enter text. Signature: Date Returned: XX/XX/XXXX

PM/CM Office Use
Date Received GC to PM/CM:

Date Received PM/CM to Reviewer:

Date Received Reviewer to PM/CM:

Date Sent PM/CM to GC:

Photographic and Videographic Documentation
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SECTION 01340

PHOTOGRAPHIC AND VIDEOGRAPHIC DOCUMENTATION
PART 1 GENERAL

1.01 SUMMARY
A. Section includes:

1. Requirements for photographs and videos.

B. The purpose of the photographs and videos is to document the condition of the facilities prior to the Contractor beginning work at the Project site, the progress of the Work, and the Project site after Substantial Completion of the Work.

C. The scope of the photographic and videographic documentation shall be the sole responsibility of the Contractor but shall be acceptable to the Engineer.

1.02 SUBMITTALS
A. Photographer qualifications.

B. Pre-construction photographs and videos: Submit prior to beginning work at the Project site or prior to the Preconstruction Conference specified in Section 01312 - Project Meetings, whichever occurs earlier.

C. Construction photographs and videos: Submit with each application for payment.

D. Post-construction photographs and videos: Submit with project closeout documents as specified in Section 01770 - Closeout Procedures.

1.03 PHOTOGRAPHER
A. Photographer qualified and equipped to photograph either interior or exterior exposures, with lenses ranging from wide angle to telephoto.

B. Submit example work of previous photographs and video recording meeting the requirements of this Section.

1. Provide to Engineer no later than the pre-construction conference.

2. Provide photographs used for site examination.

3. Provide video of site examination.

4. Provide samples that used same camera and lighting equipment proposed for the Work.

5. Engineer will review work examples to determine if the quality of the images is acceptable.

6. Contractor is responsible for modifications to equipment and/or inspection procedures to achieve report material of acceptable quality.

7. Do not commence Work prior to approval of the material by the Engineer.

8. Once accepted, the standard report material shall serve as a standard for the remaining work.

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1.04 KEY PLAN
A. Submit key plan of Project site with notation of vantage points marked for location and direction of each photograph.

B. Include the same label information as the corresponding set of photographs.

1.05 PHOTOGRAPHS
A. Provide prints of each photograph for each area of Work.

B. Provide a digital copy of each photograph for each area of Work.

1. Monthly: Indexed digital flash drive.

2. Project record documents:
a. Catalog and index prints in chronological sequence.
b. Include typed table of contents.

1.06 PRE-CONSTRUCTION PHOTOGRAPHS AND VIDEOS
A. Provide photographs and video of the condition entire site including each area of Work prior to the start of Work.

1. Areas to be photographed and videoed shall include the site of the Work and all existing facilities, either on or adjoining the Project site, including the interior of existing structures that could be damaged as a result of the Contractor’s Work.

2. Include general condition, structures, vegetation, staging, storing, working, parking areas and excavation areas.

1.07 CONSTRUCTION PHOTOGRAPHS AND VIDEOS
A. Provide photographs and videos of construction in each area of Work throughout progress of Work including a key plan designating where each photograph was taken.

B. Take site and interior photographs and videos from differing directions of building demolition, pre-excavation, footing excavation, soil testing, utility crossings, installation of bypass piping, excavation of access pits, installation of lining system in pipes, rehabilitation of manholes, building modifications, utilities, electrical and instrumentation modifications, and other applicable activities indicating relative progress of the work.

C. Take photos a maximum of 7 calendar days prior to Submittal.

1.08 POST-CONSTRUCTION PHOTOGRAPHS AND VIDEOS
A. Provide photographs of the entire site including each area of Work at the completion of Work.

1. Include general condition, structures, vegetation, staging, storing, working, parking areas and excavation areas.

2. Take photos and video from same points in same direction as pre-construction examination.

B. Submittal of photos and videos is a condition of final payment.

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PART 2 PRODUCTS

2.01 MEDIA
A. Paper media:

1. Commercial grade, glossy surface, acid-free photographic paper.

2. Submit 3 prints of each photographic view within 7 days of taking photographs.

3. Format:
a. Ground photos: Color, matte finish, 8-1/2-inch by 11-inch size, mounted on soft card stock.
b. Aerial photos: Color, matte finish, 11-inch by 17-inch size, mounted on soft card stock.
c. Mount each print in a separate, archival type, non-glare, 3-hole punched protector.

4. Identification: On photograph, provide the following information:
a. Name of project.
b. Date stamp: Unless otherwise indicated, date and time stamp each photograph as it is being taken so stamp is integral to photograph. c. Description of vantage point, indicating location and direction by compass point.

5. Provide a suitably sized 3-ring binder for each set of prints. a. Furnish binders in sufficient quantities to hold entire set of prints taken for the duration of the Contract.
b. Label binder spine and front with project name.

B. Digital media:

1. Flash drive compatible with current Microsoft Windows.

2. Provide photos as individual, indexed JPG files with the following characteristics:
a. Compression shall be set to preserve quality over file size. b. Highest resolution JPG images shall be submitted. Resizing to a smaller size when high resolution JPGs are available shall not be permitted. c. JPG image resolution shall be 5 megapixels at 2,400 by 1,800 or higher. d. Images shall have rectangular, clean images. Artistic borders, beveling, drop shadows, etc., are not permitted.

3. Identification: On photograph, provide the following information:
a. Name of project.
b. Date stamp: Unless otherwise indicated, date and time stamp each photograph as it is being taken so stamp is integral to photograph. c. Description of vantage point, indicating location and direction by compass point.

C. Videos:

1. Video quality shall be 720p HD or greater in MPG, AVCHD, AVI, or MP4 format.

2. Digital color video format.

3. Provide audio portion of the composite video sufficiently free from electrical interference and background noise to provide complete intelligibility of oral report.

4. Identification: On each copy provide a label with the following information:
a. Name of project.
b. Date video was recorded.

5. Submit 1 copy of each video within 7 days of recording.

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6. Display continuous running time.

7. At start of each video recording, record weather conditions from local newspaper or television and the actual temperature reading at Project site.

PART 3 EXECUTION (NOT USED)

END OF SECTION
Regulatory Requirements
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SECTION 01410

REGULATORY REQUIREMENTS
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Regulatory authorities and codes.

1.02 AUTHORITIES HAVING JURISDICTION (AHJ)
A. Also referred to as the permitting agency.

B. Building Department: City of Roseville.

C. Fire Department: South Placer Fire District.

1.03 APPLICABLE CODES
A. Products in contact with drinking water:

1. Materials in contact with drinking waters: In accordance with NSF 61 and NSF 372.
a. Certification by an independent ANSI accredited third party, including, but not limited to, NSF International, as being lead free.

2. Materials in contact with drinking waters: In accordance with California Health and Safety Code, Section 116875.

B. California Code of Regulations (CCR), California Building Standards Code, CCR Title 24:

1. Building code:
a. California Building Code (CBC), Title 24, Part 2 – 2019.

2. Electrical code:
a. California Electrical Code (CEC), Title 24, Part 3 – 2019.

3. Mechanical code:
a. California Mechanical Code (CMC), Title 24, Part 4 – 2019.

4. Plumbing code:
a. California Plumbing Code (CPC), Title 24, Part 5 – 2019.

5. Energy code:
a. California Energy Code (CEC), Title 24, Part 6 – 2019.

6. Historical building code:
a. California Historical Building Code (CHBC), Title 24, Part 8 – 2019.

7. Fire code:
a. California Fire Code (CFC), Title 24, Part 9 – 2019.

8. Existing building code:
a. California Existing Building Code (CEBC), Title 24, Part 10 – 2019.

9. Green building standards code:
a. California Green Building Standards Code (CALGreen), Title 24, Part 11 – 2019.

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PART 2 PRODUCTS (NOT USED)
PART 3 EXECUTION (NOT USED)

END OF SECTION
Quality Control
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SECTION 01450

QUALITY CONTROL
PART 1 GENERAL

1.01 SUMMARY
A. Section includes:

1. Quality control and control of installation.

2. Tolerances.

3. References.

4. Mock-up requirements.

5. Authority and duties of Owner’s representative or inspector.

6. Sampling and testing.

7. Testing and inspection services.

8. Contractor’s responsibilities.

1.02 QUALITY CONTROL AND CONTROL OF INSTALLATION
A. Monitor quality control over suppliers, manufacturers, products, services, site conditions, and workmanship, to produce Work of specified quality.

B. Comply with manufacturers' instructions, including each step in sequence.

C. When manufacturers' instructions conflict with Contract Documents, request clarification from Engineer before proceeding.

D. Comply with specified standards as minimum quality for the Work except where more stringent tolerances, codes, or specified requirements indicate higher standards or more precise workmanship.

E. Perform Work by persons qualified to produce required and specified quality.

F. Verify field measurements are as indicated on Shop Drawings or as instructed by manufacturer.

G. Secure products in place with positive anchorage devices designed and sized to withstand stresses, vibration, physical distortion, or disfigurement.

H. When specified, products will be tested and inspected either at point of origin or at Work site:

1. Notify Engineer in writing well in advance of when products will be ready for testing and inspection at point of origin.

2. Do not construe that satisfactory tests and inspections at point of origin is final acceptance of products. Satisfactory tests or inspections at point of origin do not preclude retesting or re-inspection at Work site.

I. Do not ship products which require testing and inspection at point of origin prior to testing and inspection.

Quality Control
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1.03 TOLERANCES
A. Monitor fabrication and installation tolerance control of products to produce acceptable Work. Do not permit tolerances to accumulate.

B. Comply with manufacturers' tolerances. When Manufacturers' tolerances conflict with Contract Documents, request clarification from Engineer before proceeding.

C. Adjust products to appropriate dimensions; position before securing products in place.

1.04 REFERENCES
A. ASTM International (ASTM):

1. E329 - Standard for Agencies Engaged in Construction Inspection, Testing or Special Inspection.

B. National Institute of Standards and Technology (NIST).

1.05 PRODUCT REQUIREMENTS
A. For products or workmanship specified by association, trade, or other consensus standards, comply with requirements of standard, except when more rigid requirements are specified or are required by applicable codes.

B. Conform to reference standard by date of issue current on date of Contract Documents, except where specific date is established by code.

C. Obtain copies of standards where required by product specification sections.

D. When specified reference standards conflict with Contract Documents, request clarification from Engineer before proceeding.

1.06 AUTHORITY AND DUTIES OF OWNER'S REPRESENTATIVE OR INSPECTOR A. Owner’s Project Representative employed or retained by Owner is authorized to inspect the Work.

B. Inspections may extend to entire or part of the Work and to preparation, fabrication, and manufacture of products for the Work.

C. Deficiencies or defects in the Work which have been observed will be called to Contractor’s attention.

D. Inspector will not:

1. Alter or waive provisions of Contract Documents.

2. Inspect Contractor’s means, methods, techniques, sequences, or procedures for construction.

3. Accept portions of the Work, issue instructions contrary to intent of Contract Documents, or act as foreman for Contractor. Supervise, control, or direct Contractor’s safety precautions or programs; or inspect for safety conditions Quality Control
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on Work site, or of persons thereon, whether Contractor’s employees or others.

E. Inspector will:

1. Conduct on-site observations of the Work in progress to assist Engineer in determining when the Work is, in general, proceeding in accordance with Contract Documents.

2. Report to Engineer whenever Inspector believes that Work is faulty, defective, does not conform to Contract Documents, or has been damaged; or whenever there is defective material or equipment; or whenever Inspector believes the Work should be uncovered for observation or requires special procedures.

1.07 SAMPLING AND TESTING
A. General:

1. Prior to delivery and incorporation in the Work, submit listing of sources of materials, when specified in sections where materials are specified.

2. When specified in sections where products are specified:
a. Submit sufficient quantities of representative samples of character and quality required of materials to be used in the Work for testing or examination.
b. Test materials in accordance with standards of national technical organizations.

B. Sampling:

1. Furnish specimens of materials when requested.

2. Do not use materials which are required to be tested until testing indicates satisfactory compliance with specified requirements.

3. Specimens of materials will be taken for testing whenever necessary to determine quality of material.

4. Assist Engineer in preparation of test specimens at site of work, such as soil samples and concrete test cylinders.

1.08 TESTING AND INSPECTION SERVICES
A. Contractor will employ and pay for specified services of an independent firm to perform Contractor quality control testing as required in the technical specifications for various work and materials.

B. The qualifications of laboratory that will perform the testing, contracted by the Contractor, shall be as follows:

1. Has authorization to operate in the state where the project is located.

2. Meets “Recommended Requirements for Independent Laboratory Qualification,” published by American Council of Independent Laboratories.

3. Meets requirements of ASTM E329.

4. Laboratory Staff: Maintain full time specialist on staff to review services.

5. Testing Equipment: Calibrated at reasonable intervals with devices of accuracy traceable to NIST or accepted values of natural physical constants.

6. Will submit copy of report of inspection of facilities made by Materials Reference Laboratory of NIST during most recent tour of inspection, with memorandum of remedies of deficiencies reported by inspection.

Quality Control
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C. Testing, inspections, and source quality control may occur on or off project site.

Perform off-site testing inspections and source quality control as required by Engineer or Owner.

1.09 CONTRACTOR'S RESPONSIBILITIES
A. Cooperate with testing firm or laboratory personnel and provide access to construction and manufacturing operations.

B. Secure and deliver to testing firm or laboratory adequate quantities of representative samples of materials proposed to be used and which require testing.

C. Provide to testing firm or laboratory and Engineer preliminary mix design proposed to be used for concrete, and other materials mixes which require control by testing laboratory.

D. Submit product test reports electronically.

E. Furnish incidental labor and facilities:

1. To provide access to construction to be tested.

2. To obtain and handle samples at Work site or at source of product to be tested.

3. To facilitate inspections and tests.

4. For storage and curing of test samples.

F. Notify testing firm or laboratory 48 hours in advance of when observations, inspections and testing is needed for laboratory to schedule and perform in accordance with their notice of response time.

PART 2 PRODUCTS (NOT USED)
PART 3 EXECUTION (NOT USED)

END OF SECTION
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SECTION 01455

REGULATORY QUALITY ASSURANCE
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: This Section describes project regulatory requirements for quality assurance that includes special inspections, special certification, and structural observation.

1.02 REFERENCES
A. American Concrete Institute (ACI):

1. 318 – Building Code Requirements for Structural Concrete.

2. 530 – Building Code Requirements for Masonry Structures.

3. 530.1 – Specification for Masonry Structures.

B. American Institute of Steel Construction (AISC):

1. 360 – Specification for Structural Steel Buildings.

C. American Society of Civil Engineers (ASCE):

1. 7 – Minimum Design Loads for Buildings and Other Structures.

D. American Welding Society (AWS):

1. D1.3 – Structural Welding Code - Sheet Steel.

2. D1.4 – Structural Welding Code - Reinforcing Steel.

E. ASTM International (ASTM):

1. A706 – Standard Specification for Deformed and Plain Low-Alloy Steel Bars for Concrete Reinforcement.

2. C31 – Standard Practice for Making and Curing Concrete Test Specimens in the Field.

3. C172 – Standard Practice for Sampling Freshly Mixed Concrete.

4. C1611 – Standard Test Method for Slump Flow of Self-Consolidating Concrete.

F. California Building Code – 2022.

G. The Masonry Society (TMS):

1. 402 – Building Code for Masonry Structures.

2. 602 – Specifications for Masonry Structures.

1.03 DEFINITIONS
A. Special Certification: Certification for designated seismic systems that demonstrates compliance with performance requirements.

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B. Special Inspection: Inspection of the materials, installation, fabrication, erection, or placement of components and connections requiring special expertise to ensure compliance with approved construction documents and referenced standards.

C. Special Inspection, Continuous: The full-time observation of work requiring special inspection by an approved special inspector who is present in the area where the work is being performed.

D. Special Inspection, Periodic: The part-time, or intermittent observation of work requiring special inspection by an approved special inspector who is present in the area where the work is being performed and at the completion of the work.

1.04 DESCRIPTION
A. This Section describes special inspections, special certification and structural observation of structural assemblies and components to be performed in compliance with the building code specified in Section 01410 - Regulatory Requirements.

B. The special certification and special inspections specified in this Section are in addition to the requirements specified in Section 01450 - Quality Control, and by the individual Sections.

1.05 SUBMITTALS
A. Contractor shall submit special certifications for designated seismic systems.

B. Contractor shall schedule and coordinate the submittal of Special Inspection reports and test results prepared by others.

1.06 SPECIAL INSPECTION
A. Owner will employ 1 or more special inspectors who will provide special inspections during construction.

B. Special inspector(s) shall be qualified for inspection of the particular type of materials or operations requiring special inspection.

C. Testing laboratory: Testing that is required to satisfy the requirements of special inspection will be performed by the Owner's testing laboratory as specified in Section 01450 - Quality Control.

D. Duties of Special Inspector:

1. General: Required duties of the special inspector(s) shall be as described in Chapter 17 of the building code specified in Section 01410 - Regulatory Requirements.

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2. Reporting: Special inspector(s) shall provide reports of each inspection to the Owner and shall distribute copies of inspection reports to the Engineer and Contractor as required.
a. Reports shall, at a minimum, include the following items:
1) Date and time of inspection, and name(s) of individual(s) performing the inspection.
2) Structures and areas of the structure where work or testing was observed.
3) Discrepancies between the requirements of the Contract Documents and the work or testing observed.
4) Other areas of deficiency in the Work.

E. Special inspections shall not be construed as fulfilling the requirements for structural observation.

F. Owner or special inspector are responsible to select materials for special inspection.

1. It is not acceptable for Contractor to select materials for special inspection.

PART 2 PRODUCTS (NOT USED)
PART 3 EXECUTION

3.01 SPECIAL INSPECTIONS
A. The Owner will provide special inspection of following types of work as described in in Section 1705 of the building code as specified in Section 01410 - Regulatory Requirements wherever such work occurs unless otherwise specified.

1. Attachment A - Concrete Special Inspection Schedule.

2. Attachment B - Structural Steel Special Inspection Schedule.

3. Attachment C - Structural Steel Bolting Special Inspection Schedule.

4. Attachment D - Steel Construction - Steel Deck, Open Web Steel Joists and Joist Girders, and Cold Formed Steel Trusses - Special Inspection Schedule.

3.02 SPECIAL CERTIFICATION
A. Special inspector shall examine the designated seismic system(s) specified and determine whether the designated system components, including anchorage, are consistent with the evidence of compliance submitted for special certification.

3.03 STRUCTURAL OBSERVATION
A. The following work requires structural observation in accordance with Section 1704.5 of the building code specified in Section 01455 - Regulatory Requirements.

1. All structures in all areas:
a. Foundations.
b. Elevated slabs.

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3.04 SCHEDULE
A. Contractor shall allow time necessary for special inspections and structural observation specified herein.

B. Sufficient notice shall be given so that the special inspections and structural observations can be performed. Contractor shall allow time for individuals performing special inspection and structural observation to travel to the site.

3.05 PROCEDURE
A. The special inspector will immediately notify the Engineer of any corrections required and follow notification with appropriate documentation.

B. Contractor shall not proceed until the work is satisfactory to the Engineer.

END OF SECTION

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ATTACHMENT A - CONCRETE SPECIAL INSPECTION SCHEDULE

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CONCRETE SPECIAL INSPECTION SCHEDULE
(Includes: cast-in-place, precast, prestressed, precast-prestressed, and shotcrete.) Verification and Inspection
Reference
Standard

ACI 318-14
AWS D1.4-18
IBC 2018
Frequency of
Inspection(1)
(During Task Listed)
Continuous Periodic

1. Inspect reinforcement, including
prestressing tendons, and verify placement.

ACI 318: 20, 25.2,

25.3, 26.6.1-

26.6.3 IBC: 1908.4


2. Reinforcing bar welding:
a. Verify weldability of reinforcing bars
other than ASTM A706;
AWS D1.4
ACI 318: 26.6.4 
b. Inspect single-pass fillet welds,
maximum 5/16”; and
AWS D1.4
ACI 318: 26.6.4 
c. Inspect all other welds. AWS D1.4
ACI 318: 26.6.4 

3. Inspect anchors cast in concrete. ACI 318: 17.8.2 

4. Inspect anchors post-installed in hardened
concrete members.

a. Adhesive anchors installed in
horizontally or upwardly inclined
orientations to resist sustained tension
loads.

ACI 318: 17.8.2.4

b. Mechanical anchors and adhesive
anchors not defined in 4.a.

ACI 318: 17.8.2 

5. Verify use of required design mix. ACI 318: 19,

26.4.3, 26.4.4
IBC: 1904.1,
1904.2, 1908.2,
1908.3


6. Prior to concrete placement, fabricate
specimens for strength tests, perform
slump and air content tests, and determine
the temperature of the concrete.

ASTM C172
ASTM C31
ACI 318: 26.5,

26.12 IBC: 1908.10


7. Inspect concrete and shotcrete placement
for proper application techniques.

ACI 318: 26.5
IBC: 1908.6,
1908.7, 1908.8

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Verification and Inspection
Reference
Standard

ACI 318-14
AWS D1.4-18
IBC 2018
Frequency of
Inspection(1)
(During Task Listed)
Continuous Periodic

8. Verify maintenance of specified curing
temperature and techniques.

ACI 318: 26.5.3-

26.5.5 IBC: 1908.9


9. Inspect prestressed concrete for:
a. Application of prestressing forces; and ACI 318: 26.10  b. Grouting of bonded prestressing
tendons.

ACI 318: 26.10 

10. Inspect erection of precast concrete
members.

ACI 318: 26.9 

11. Verify in-situ concrete strength, prior to
stressing of tendons in post-tensioned
concrete and prior to removal of shores
and forms from beams and structural
slabs.

ACI 318: 26.11.2


12. Inspect formwork for shape, location and
dimensions of the concrete member being
formed.

ACI 318:

26.11.1.2.(b) 
Notes:
(1) The "" represents a required inspection activity for the project where it occurs.

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ATTACHMENT B - STRUCTURAL STEEL SPECIAL INSPECTION SCHEDULE

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STRUCTURAL STEEL SPECIAL INSPECTION SCHEDULE
Verification and Inspection
Referenced
Standard

AISC 360-10
Frequency of Inspection(1)
(During Task Listed)
Continuous Periodic
Inspection Tasks Prior to Welding AISC 360,
Table N5.4-1

1. Welding procedure specifications (WPSs)
available. 

2. Manufacturer certifications for welding
consumables available. 

3. Material identification (type/grade). 

4. Welder identification system. 

5. Fit-up groove welds (including joint
geometry):
• Joint preparation.
• Dimensions (alignment, root opening,
root face, bevel).
• Cleanliness (condition of steel
surfaces).
• Tacking (tack weld quality and
location).
• Backing type and fit (if applicable).


5. Configuration and finish of access holes. 

6. Fit-up of fillet welds:
• Dimensions (alignment, gaps at root).
• Cleanliness (condition of steel
surfaces).
• Tacking (tack weld quality and
location).


7. Check welding equipment. 
Inspection Tasks During Welding AISC 360,
Table N5.4-2

8. Use of qualified welders. 

9. Control and handling of welding
consumables:
• Packaging.
• Exposure control.


10. No welding over cracked tack welds. 

11. Environmental conditions:
• Wind speed within limits.
• Precipitation and temperature.

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Verification and Inspection
Referenced
Standard

AISC 360-10
Frequency of Inspection(1)
(During Task Listed)
Continuous Periodic

12. WPS followed:
• Settings on welding equipment.
• Travel speed.
• Selected welding materials.
• Shielding gas type/flow rate.
• Preheat applied.
• Interpass temperature maintained
(min/max).
• Proper position (F, V, H, OH).


13. Welding techniques:
• Interpass and final cleaning.
• Each pass within profile limitations.
• Each pass meets quality requirements.

Inspection Tasks After Welding AISC 360,
Table N5.4-3

14. Welds cleaned. 

15. Size, length, and location of welds. 

16. Welds meet visual acceptance criteria:
• Crack prohibition.
• Weld/base-metal fusion.
• Crater cross section.
• Weld profiles.
• Weld size.
• Undercut.
• Porosity.


17. Arc strikes. 

18. k-area. 

19. Backing removed and weld tabs removed
(if required). 

20. Repair activities. 

21. Document acceptance or rejection of
welded joint or member. 
Notes:
(1) The "" represents a required inspection activity for the project where it occurs.

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ATTACHMENT C - STRUCTURAL STEEL BOLTING SPECIAL INSPECTION SCHEDULE

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STRUCTURAL STEEL BOLTING SPECIAL INSPECTION SCHEDULE
Verification and Inspection
Referenced
Standard

ASIC 360-10
Frequency of
Inspection(1)
(During Task Listed)
Continuous Periodic
Inspection Tasks Prior to Bolting AISC 360,
Table N5.6-1

1. Manufacturer’s certifications available for
fastener materials.


2. Fasteners marked in accordance with ASTM
requirements.


3. Proper fasteners selected for the joint detail
(grade, type, bolt length if threads are to be
excluded from shear plane).



4. Proper bolting procedure selected for joint detail. 

5. Connecting elements, including the appropriate
faying surface condition and hole preparation, if
specified, meet applicable requirements.



6. Pre-installation verification testing by installation personnel observed and documented for fastener
assemblies and methods used.



7. Proper storage provided for bolts, nuts, washers
and other fastener components.

Inspection Tasks During Bolting AISC 360,
Table N5.6-2

8. Fastener assemblies, of suitable condition,
placed in all holes and washers (if required) are
positioned as required.



9. Joint brought to the snug-tight condition prior to
the pretensioning operation.


10. Fastener component not turned by the wrench
prevented from rotating.


11. Fasteners are pretensioned in accordance with
the RCSC Specification, progressing
systematically from the most rigid point toward
the free edges.


Inspection Tasks After Bolting AISC 360,
Table N5.6-3

12. Document acceptance or rejection of bolted
connections.

Notes:
(1) The "" represents a required inspection activity for the project where it occurs.

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ATTACHMENT D - STEEL CONSTRUCTION – STEEL DECK; OPEN WEB STEEL JOISTS GIRDERS; AND COLD-FORMED STEEL TRUSSES AND JOIST SPECIAL INSPECTION

SCHEDULE

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STEEL CONSTRUCTION – STEEL DECK; OPEN WEB STEEL JOISTS AND JOIST GIRDERS; AND COLD-FORMED STEEL TRUSSES

SPECIAL INSPECTION SCHEDULE

Verification and Inspection
Referenced
Standard

IBC 2018
Frequency of
Inspection(1)
(During Task Listed)
Continuous Periodic

1. Cold-formed steel deck:
a. Materials: Identification markings conform
to ASTM standards specified in the
approved construction documents.

Applicable
ASTM
material
standards

b. Materials: Manufacturer's certified test
reports. 
c. Welding: Floor and roof deck welds. AWS D1.3 

1. Open web steel joints and joist girders:
a. End connections – welded or bolted SJI specs 
b. Bridging – horizontal or diagonal SJI specs 

2. Cold-formed steel:
a. Trusses: Inspect temporary and
permanent installation restraints/bracing
conform to approved truss submittal.

IBC 1705.2.4 
Notes:
(1) The "" represents a required inspection activity for the project where it occurs.

Product Requirements
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SECTION 01600

PRODUCT REQUIREMENTS
PART 1 GENERAL

1.01 SUMMARY
A. Section includes:

1. Requirements for tangible materials, raw or manufactured, that become part of the project.

1.02 REFERENCES
A. International Organization for Standardization (ISO):

1. 9001 - Quality Management Systems - Requirements.

B. NSF International (NSF).

C. Underwriters Laboratories, Inc. (UL).

1.03 TERMINOLOGY
A. The words and terms listed below, are not defined terms that require initial capital letters, but, when used in this Section have the indicated meaning.

1. Calculations:
a. Documentation of the process of transforming the design and prescriptive criteria into a design meeting the performance criteria.

2. Certificates:
a. An official document that attests a fact is in accordance with the Contract Documents.

3. Manufacturer's instructions:
a. Stipulations, directions, and/or recommendations issued form by the manufacturer of the product addressing handling, installation, erection, and/or application of the product.

4. Products:
a. Raw materials, finished goods, equipment, systems, and shop fabrications that will become part of the Work.

5. Product data:
a. Public information about the product which is found in the manufacturer's catalogs or on their web site including catalog pages, data sheets, bulletins, layout drawings, exploded views, and brochures.

6. Samples:
a. Physical examples of materials, equipment, or workmanship that are representative of some portion of the Work and that establish the standards by which such portion of the Work will be judged. b. Full-size actual products or pieces of products intended to illustrate the products to be incorporated into the project. Sample submittals are often Product Requirements
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necessary for such characteristics as colors, textures, and other appearance issues.

7. Schedules:
a. Product parts and materials lists.

8. Shop Drawings:
a. As defined in the General Conditions and Supplementary Conditions. b. Shop Drawings are prepared specifically for the project to illustrate details, dimensions, and other data necessary for satisfactory fabrication or construction that are not shown completely in the Drawings. c. Shop Drawings could include graphic line-type drawings and single-line diagrams.

9. Spare parts and materials:
a. Duplicate parts necessary to replace a damaged or worn part of the product.
b. Consumables such as operating fluids.

10. Special tools:
a. Special wrenches, gauges, circuit setters, and other similar devices required for the proper operation or maintenance of a system that would not normally be in the Owner's tool kit and that have been specifically made for use on a product for assembly, disassembly, repair, or maintenance.

11. Submittals:
a. As defined in the General Conditions and Supplemental Conditions. b. Samples, product data, Shop Drawings, and others that demonstrate how Contractor intends to conform to the Contract Documents.

PART 2 PRODUCTS

2.01 GENERAL REQUIREMENTS
A. Provide products as Engineer has approved by the Submittal process or by other written documents.

B. Provide products by same manufacturer when units are of similar nature, unless otherwise specified.

C. Provide like parts of duplicate units that are interchangeable.

D. Provide equipment or product that has not been in service prior to delivery, except as required by tests.

E. Provide products produced by manufacturers regularly engaged in the production of these products.

F. Provide products that bear approvals and labels as specified such as Factory Mutual (FM), Underwriters Laboratory (UL), or National Sanitation Foundation (NSF International).

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2.02 MATERIAL
A. Dissimilar metals:

1. Separate contacting surfaces with dielectric material.

2. Neoprene, bituminous impregnated felt, heavy bituminous coatings, nonmetallic separators or washers, or other materials as specified.

B. Edge grinding:

1. Sharp projections of cut or sheared edges of ferrous metals which are not to be welded shall be ground to a radius required to ensure satisfactory paint adherence.

C. Use anti-galling compound on threads of stainless steel fasteners during factory assembly.

D. Provide anti-galling compound with stainless steel fasteners shipped for field assembly.

E. Aluminum in contact with concrete or masonry: Apply epoxy mastic system EPX-M-5.

2.03 PRODUCT SELECTION
A. When products are specified without named manufacturers, provide products that meet or exceed the Specifications.

B. When products are specified with names of manufacturers but no model numbers or catalog designations, provide products by one of named manufacturers that meet or exceed specifications.

C. When products are specified with names of manufacturers and model numbers or catalog designations, provide products with model numbers or catalog designations by one of the named manufacturers.

D. When products are specified with names of manufacturers, but with brand or trade names, model numbers, or catalog designations by one manufacturer only, provide:

1. Products specified by brand or trade name, model number, or catalog designation.

2. Products by another named manufacturers proven, in accordance with requirements for an “or equal”, including Engineer’s approval, to meet or exceed quality, appearance and performance of specified brand or trade name, model number, or catalog designation.

E. When products are specified with only one manufacturer followed by “or Equal,” provide:

1. Products meeting or exceeding Specifications by specified manufacturer.

2. Engineer deemed “or equal” evidenced by an approved Shop Drawing or other written communication.

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2.04 SPARE PARTS, MAINTENANCE PRODUCTS, AND SPECIAL TOOLS A. Provide spare parts and maintenance products as required by Technical Sections.

1. Submit completed Attachment A – Spare Parts, Maintenance Products, and Special Tools Inventory List.

B. Provide one set of special tools required to install or service the equipment.

C. Box, tag, and clearly mark items.

D. Contractor is responsible for spare parts, maintenance products, and special tools until acceptance by Owner.

PART 3 EXECUTION

3.01 SHIPMENT
A. Requirements prior to shipment of equipment:

1. Engineer approved Submittals or other written documentation.

2. Engineer approved Manufacturer’s Certificate of Source Testing as specified in the Technical Sections.

B. Transport products by methods that avoid product damage.

C. Deliver products in undamaged condition in manufacturer’s unopened containers or packaging.

3.02 DELIVERY AND HANDLING
A. Handle equipment in accordance with manufacturer’s instructions.

B. Deliver products in undamaged condition in manufacturer’s unopened containers or packaging.

C. Provide construction equipment and personnel to handle products by methods in accordance with manufacturer’s instructions.

D. Upon delivery, promptly inspect shipments:

1. Verify compliance with Contract Documents, correct quantities, and undamaged condition of products.

2. Acceptance of shipment does not constitute final acceptance of equipment.

E. Spare parts, maintenance products, special tools.

1. Immediately store in accordance with the manufacturer’s instructions.

2. Store spare parts, maintenance products, and special tools in enclosed, weather-proof, and lighted facility during the construction period. a. Protect parts subject to deterioration, such as ferrous metal items and electrical components with appropriate lubricants, desiccants, or hermetic sealing.

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3. With Owner’s written request for advanced delivery of spare parts, maintenance products, and special tools.
a. Deliver requested items and deduct them from the inventory list. b. Provide transmittal documentation.

4. Store large items individually:
a. Weight: Greater than 50 pounds.
b. Size: Greater than 24 inches wide by 18 inches high by 36 inches long. c. Clearly labeled:
1) Equipment tag number.
2) Equipment manufacturer.
3) Subassembly component, if appropriate.
4) Store smaller items in spare parts box.
d. Weight: Less than 50 pounds.
e. Size: Less than 24 inches wide by 18 inches high by 36 inches long. f. Clearly labeled:
1) Equipment tag number.
2) Equipment manufacturer.
3) Subassembly component, if appropriate.
4) Spare parts and special tools box.
g. Box material: Waterproof, corrosion resistant.
h. Hinged cover:
1) Locking hasp.
i. Spare parts inventory list taped to underside of cover. j. Clearly labeled:
1) The words “Spare Parts and/or Special Tools”.
2) Equipment tag number.
3) Equipment manufacturer.
4) Subassembly component, if appropriate.

3.03 STORAGE AND PROTECTION DURING STORAGE
A. Storage of equipment to be in accordance with the manufacturer’s instructions.

1. Including connection of motor heaters, lubrication, manually rotating shafts, etc.

2. The Contractor shall furnish a copy of the manufacturer’s instructions for storage to the Engineer prior to storage of equipment and materials.

B. Immediately store and protect products until installed in Work.

C. Furnish covered, weather-protected storage structures providing a clean, dry, noncorrosive environment for mechanical equipment, valves, architectural items, electrical and instrumentation equipment and special equipment to be incorporated into this project.

D. Store products with seals and legible labels intact.

E. Protect painted or coated surfaces against impact, abrasion, discoloration, and damage.

F. Storage of spare parts, maintenance products, special tools.

1. Immediately store in accordance with the manufacturer’s instructions.

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2. Store spare parts, maintenance products, and special tools in enclosed, weather-proof, and lighted facility during the construction period.

3. Protect parts subject to deterioration, such as ferrous metal items and electrical components with appropriate lubricants, desiccants, or hermetic sealing.

4. Store large items individually:
a. Weight: Greater than 50 pounds.
b. Size: Greater than 24 inches wide by 18 inches high by 36 inches long. c. Clearly labeled:
1) Equipment tag number.
2) Equipment manufacturer.
3) Subassembly component, if appropriate.

5. Store smaller items in spare parts boxes:
a. Weight: Less than 50 pounds.
b. Size: Less than 24 inches wide by 18 inches high by 36 inches long. c. Clearly labeled:
1) Equipment tag number.
2) Equipment manufacturer.
3) Subassembly component, if appropriate.

6. Spare parts and special tools box:
a. Box material: Waterproof, corrosion resistant.
b. Hinged cover with locking hasp:
c. Inventory list taped to underside of cover.
1) Clearly labeled:
2) The words “Spare Parts and/or Special Tools”.
3) Equipment tag number.
4) Equipment manufacturer.
5) Subassembly component, if appropriate.

G. Exterior storage of fabricated products:

1. Place on aboveground supports that allow for drainage.

2. Cover products subject to deterioration with impervious sheet covering.

3. Provide ventilation to prevent condensation under covering.

H. Store moisture sensitive products in watertight enclosures.

I. Store loose granular materials on solid surfaces in well-drained area.

1. Prevent materials mixing with foreign matter.

2. Provide access for inspection.

J. Provide an equipment log and stored products log with monthly pay applications.

1. Data includes as a minimum: The storage location, equipment or product identification, date stored, date of inspection/maintenance, date removed from storage, copy of manufacturer’s recommended storage guidelines, description of inspection/maintenance activities performed, and signature of party performing inspection/maintenance.

K. When needed and approved by the Engineer, offsite storage location shall be within 20 miles of the project site.

1. Provide proof of insurance coverage for products stored offsite.

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L. Payment will not be made for equipment and materials improperly stored or stored without providing Engineer with the manufacturer’s instructions for storage.

3.04 INSTALLATION
A. Inspect equipment or product prior to product installation.

B. Repaint or recoat damaged painted or coated surfaces.

C. Use anti-galling compound on stainless steel threads used for field assembly.

3.05 PROTECTION AFTER INSTALLATION
A. Provide substantial coverings as necessary to protect installed products from damage from traffic and subsequent construction operations.

1. Remove covering when no longer needed.

2. Replace corroded, damaged, or deteriorated equipment, product, or parts before acceptance of the project.

B. Update equipment log with monthly pay applications.

1. Data includes as a minimum: Description of maintenance activities performed in accordance with the manufacturer’s recommendation and industry standards and signature of party performing maintenance.

END OF SECTION

Selective Alterations and Demolition
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SECTION 01738

SELECTIVE ALTERATIONS AND DEMOLITION
PART 1 GENERAL

1.01 SUMMARY
A. Section includes:

1. Cutting or modifying of existing and new work.

2. Partial demolition of structures.

1.02 REFERENCES
A. American National Standards Institute (ANSI):

1. A10.6 - Safety and Health Program Requirements for Demolition Operations.

B. International Concrete Repair Institute (ICRI):

1. Guideline No. 310.2R - Selecting and Specifying Concrete Surface Preparation for Sealers, Coatings, Polymer Overlays, and Concrete Repair.

2. Guideline No. 310.3R - Guide for the Preparation of Concrete Surfaces for Repair Using Hydrodemolition Methods.

1.03 DEFINITIONS
A. Chipping hammer: A hand-operated electrical or pneumatic demolition device for removal of hardened concrete or masonry materials having a weight of less than 15 pounds and an impact frequency of greater than 2,000 blows/minute.

B. Concrete breaker: A hand-operated electrical or pneumatic demolition device for removal of hardened concrete or masonry materials having a weight greater or impact frequency less than the limits defined for a chipping hammer.

C. Coring equipment: Non-impact rotary drill with diamond cutting edges.

D. Heavy abrasive blast: Cleaning procedure by which various abrasives materials, or steel shot, are forcibly propelled by high pressure against a surface to remove loose material and produce a concrete surface roughened to ICRI Surface Profile CSP-7, or higher, as specified in ICRI 301.3R.

1.04 DESCRIPTION OF WORK
A. The work includes partial demolition, cutting, and modifying of existing facilities, utilities, and/or structures.

B. These facilities may be occupied and/or operational. Satisfactory completion of the work will require that the Contractor plan activities carefully to work around unavoidable obstacles and to maintain overall stability of structures and structural elements. It will further require restoration of existing facilities, utilities, and Selective Alterations and Demolition
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structures that are to remain in place and that are damaged by demolition or removal operations.

1.05 SUBMITTALS
A. General:

1. Submit specified in Section 01330 - Submittal Procedures.

B. Shop drawings: Include:

1. The location of all embedded items shall be documented using diagrams and/or other media that clearly show dimensions and locations of existing structural elements, existing embedded items and any new embedded items and their relationship to each other.

C. Submittals for information only:

1. Permits and notices authorizing demolition.

2. Permit for transport and disposal of debris.

3. Selective Demolition Plan.

D. Project record documents.

1.06 QUALITY ASSURANCE
A. Qualifications:

1. Assign relocation, removal, cutting, coring and patching to trades and workers qualified to perform the Work in manner that causes the least damage and that provides means of returning surfaces to an appearance at least equal to that of the surrounding areas unaffected by the Work.

1.07 SEQUENCING
A. Perform Work in sequences and within times specified in Section 01140 - Work Restrictions.

B. If the facility or utility to be modified cannot be removed from service, coordinate with Engineer for scheduling Work to be performed while the facility is in operation using procedures and equipment that do not jeopardize operation or materially reduce the efficiency of that facility.

C. Coordinate the Work with operation of the facility:

1. Do not begin alterations of designated portions of the Work until specific permission for activities in each area has been granted by Owner in writing.

2. Engineer will coordinate the planned procedure with facility manager.

3. Complete Work as quickly and with as little delay as possible.

D. Operational functions of the facility that are required to be performed to facilitate the Work will be performed by facility personnel only.

E. Owner will cooperate to assist in expediting the Work.

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F. When necessary for the proper operation or maintenance of portions of the facility, reschedule operations so the Work will not conflict with required operations or maintenance.

1.08 REGULATORY REQUIREMENTS
A. Dispose of debris in accordance with governing regulatory agencies.

B. Comply with applicable air pollution control regulations.

C. Obtain permits for building demolition, transportation of debris to disposal site and dust control.

1.09 PROJECT CONDITIONS
A. Do not interfere with use of adjacent structures and elements of the facility not subject to the Work described in this Section. Maintain free and safe passage to and from such facilities.

B. Provide, erect, and maintain barricades, lighting, guardrails, and protective devices as required to protect building occupants, general public, workers, and adjoining property:

1. Do not close or obstruct roadways without permits.

C. Prevent movement, settlement, or collapse of structures and adjacent services:

1. Provide and place bracing or shoring.

2. Cease operations and notify Engineer immediately when safety of structures appears to be endangered. Take precautions to properly support structure. Do not resume operations until safety is restored.

3. Assume liability for movement, settlement, or collapse. Promptly repair damage.

D. Unknown conditions:

1. The drawings may not represent all conditions at the site and adjoining areas.

Compare actual conditions with drawings before commencement of Work.

2. Existing utilities and drainage systems below grade are located from existing documents and from surface facilities such as manholes, valve boxes, area drains, and other surface fixtures.

3. If existing active services encountered are not indicated or otherwise made known to the Contractor and interfere with the permanent facilities under construction, notify the Engineer in writing, requesting instructions on their disposition. Take immediate steps to ensure that the service provided is not interrupted, and do not proceed with the Work until written instructions are received from the Engineer.

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PART 2 PRODUCTS (NOT USED)
PART 3 EXECUTION

3.01 EXAMINATION
A. Prior to beginning selective demolition operations, perform a thorough inspection of the facility and site.

1. Report to the Engineer defects, structural damage, and deterioration of existing construction to remain in place.

B. Examine areas affected by the Work and verify the following conditions prior to commencing demolition:

1. Disconnection of utilities as required.

2. Verify that utilities serving occupied or active portions of surrounding facilities will not be disturbed, except as otherwise indicated.

C. If unsatisfactory conditions exist, notify the Engineer, and do not begin demolition operations until such conditions have been corrected.

3.02 PREPARATION
A. Plan and organize Work to minimize inconvenience to adjacent buildings and to plant operations.

B. Selective Demolition Plan:

1. Prepare and submit a comprehensive selective demolition plan for the Work including the following elements, at a minimum:
a. Proposed sequence, methods, temporary support, and equipment for demolition, removal, and disposal of portions of structure(s). b. Provisions and procedures for salvage and delivery to Owner of salvaged items, if required.

2. Submit plan a minimum of 4 weeks before demolition is scheduled to begin.

C. Protection:

1. Erect weatherproof closures to protect the interior of facilities and elements or equipment that are not designed for exposure to the weather.

2. Repair damaged surfaces to match adjacent surfaces.

3. Provide and maintain protective devices to prevent injury from falling objects.

4. Protect the following from damage or displacement during Work. a. Benchmarks and survey points.
b. Existing construction that will remain in place.
c. Trees and landscaping designated to remain in place.

5. Carefully remove designated materials and equipment to be salvaged by Owner or reinstalled.

6. Store and protect materials and equipment to be reinstalled.

D. Layout:

1. The limits of selective demolition are indicated on the Drawings. Confine demolition operations within the limits indicated on the Drawings.

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2. Lay out demolition and removal work at the site and coordinate with related Work for which demolition and removal is required.

3. Clearly mark the extent of structural elements to be removed on the actual surfaces that will be removed.

4. Arrange for Engineer's inspection of the lay out extents.

5. Do not begin demolition/removal operations until the lay out markings have been reviewed by the Engineer.

3.03 DEMOLITION
A. General:

1. Perform demolition work in accordance with ANSI A10.6.

2. Demolish designated portions of structures and appurtenances in orderly and careful manner in accordance with the Selective Demolition Plan.

3. Conduct demolition and removal work in a manner that will minimize dust and flying particles.
a. Use water or dust palliative when necessary to prevent airborne dust. b. Provide and maintain hoses and connections to water main or hydrant.

4. Remove materials carefully, to the extent indicated and as required. a. Provide neat and orderly junctions between existing and new materials. b. Use methods that terminate surfaces in straight lines at natural points of division.

5. Do not remove anything beyond the limits of Work indicated without prior written authorization from the Engineer.
a. If in doubt about whether to remove an item, obtain written authorization from the Engineer prior to proceeding.

6. Perform work so as to provide the least interference and most protection to existing facilities to remain.

7. Demolished materials:
a. Assume possession of materials unless otherwise indicated on the Drawings or specified.
b. Remove demolished materials from site at least weekly and dispose of them in accordance with Laws and Regulations.
c. Do not burn or bury materials on site.

B. Demolition of concrete and masonry:

1. Demolish concrete and masonry in small sections.
a. Perform demolition with small tools as much as possible. b. Blasting with explosive charges is not permitted.

2. Sawcut concrete to establish the edges of demolition, wherever possible. a. Do not use a concrete breaker within 6 inches of reinforcing or structural metals that are designated to remain in place.
b. At edges that are not sawcut, remove the final 6 inches of material with a chipping hammer as defined herein. At surfaces where material is removed with a chipping hammer, follow with a heavy abrasive blast to remove all loose material and microcracking.
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will require a subsequent procedure to remove loose material and microcracked.
d. Provide final surface preparation for repairs as specified on the Drawings.

C. Backfill open pits and holes caused by demolition as specified in Section 02300 - Earthwork.

D. Rough grade areas affected by demolition.

E. Remove demolished materials, tools, and equipment upon completion of demolition.

3.04 RESTORATION
A. General:

1. Repair damage caused by demolition to conditions equal to those that existed prior to beginning of demolition.
a. Patch and replace portions of existing finished surfaces that are damaged, lifted, and discolored. Refinish patched portion surfaces in a manner which produces uniform color and texture to entire surface, and that matches color and texture of adjacent surfaces.
b. When existing finish cannot be matched, refinish entire surface to nearest change of plane where angle of change exceeds 45 degrees.

2. The cost of repairs shall be at the Contractor’s expense at no increase in the Contract Price.

3. When new construction abuts or finishes flush with existing construction, make smooth transitions. Match finish of existing construction.

4. Match patched construction with adjacent construction in texture and appearance so that patch or transition is invisible at 5-foot distance.

5. When finished surfaces are cut so that smooth transition is impossible, terminate existing surface in neat manner along straight line at natural line of division and provide appropriate trim.

3.05 FIELD QUALITY CONTROL
A. Do not proceed with demolition without Engineer's inspection of lay out.

B. Do not deviate from the submitted demolition plan without notifying the Engineer prior to Work.

END OF SECTION
Closeout Procedures
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SECTION 01770

CLOSEOUT PROCEDURES
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Contract closeout requirements.

1.02 REFERENCES
A. American Water Works Association (AWWA).

1.03 FINAL CLEANING
A. Perform final cleaning prior to inspections for Final Completion.

B. Employ skilled workers who are experienced in cleaning operations.

C. Use cleaning materials which are recommended by manufacturers of surfaces to be cleaned.

D. Prevent scratching, discoloring, and otherwise damaging surfaces being cleaned.

E. Clean roofs, gutters, downspouts, and drainage systems.

F. Remove dust, cobwebs, and traces of insects and dirt.

G. Clean grease, mastic, adhesives, dust, dirt, stains, fingerprints, paint, blemishes, sealants, plaster, concrete, and other foreign materials from sight-exposed surfaces, and fixtures and equipment.

H. Remove non-permanent protection and labels.

I. Polish waxed woodwork and finish hardware.

J. Polish glossy surfaces to clear shine.

1.04 WASTE DISPOSAL
A. Arrange for and dispose of surplus materials, waste products, and debris off-site:

1. Prior to making disposal on private property, obtain written permission from Owner of such property.

B. Do not fill ditches, washes, or drainage ways which may create drainage problems.

C. Do not create unsightly or unsanitary nuisances during disposal operations.

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D. Maintain disposal site in safe condition and good appearance.

E. Complete leveling and cleanup prior to Final Completion of the Work.

1.05 TOUCH-UP AND REPAIR
A. Touch-up or repair finished surfaces on structures, equipment, fixtures, and installations that have been damaged prior to inspection for Final Completion.

B. Refinish or replace entire surfaces which cannot be touched-up or repaired satisfactorily.

1.06 CLOSEOUT DOCUMENTS
A. Submit the following Closeout Submittals before Substantial Completion:

1. Punch list of items to be completed or corrected with the request for issuance of Substantial Completion.

2. Evidence of Compliance with Requirements of Governing Authorities.

3. Project Record Documents.

4. Approved Operation and Maintenance Manuals.

5. Approved Warranties and Bonds.

B. Submit the following Closeout Submittals before final completion of the Work and at least 7 days prior to submitting Application for Final Payment:

1. Punch list of items have been completed and Engineer and Owner are satisfied that all deficiencies are corrected.

2. Evidence of Payment and Release of Liens or Stop Payment Notices as outlined in Conditions of the Contract.

3. Release of claims as outlined in Conditions of the Contract.

4. Submit certification of insurance for products and completed operations, as specified in the General Conditions.

5. Final statement of accounting.

6. Submit Final (As-Built) Schedule as specified in Section 01321 - Schedules and Reports.

1.07 PROJECT RECORD DOCUMENTS
A. Maintain at Project site, available to Owner and Engineer, 1 copy of the Contract Documents, shop drawings, and other submittals in good order:

1. Mark and record field changes and detailed information contained in submittals and change orders.

2. Record actual depths, horizontal and vertical location of underground pipes, duct banks, and other buried utilities. Reference dimensions to permanent surface features.

3. Identify specific details of pipe connections, location of existing buried features located during excavation, and the final locations of piping, equipment, electrical conduits, manholes, and pull boxes.

4. Identify location of spare conduits including beginning, ending, and routing through pull boxes and manholes. Record spare conductors, including number and size, within spare conduits and filled conduits.

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5. Provide schedules, lists, layout drawings, and wiring diagrams.

6. Make annotations in electronic format conforming to the following color code:

Additions: Red
Deletions: Green
Comments Blue
Dimensions: Graphite
B. Maintain documents separate from those used for construction:

1. Label documents "RECORD DOCUMENTS."
C. Keep documents current:

1. Record required information at the time the material and equipment is installed and before permanently concealing.

2. Engineer will review Record Documents weekly to ascertain that changes have been recorded.

D. Affix civil engineer's or professional land surveyor's signature and registration number to Record Drawings to certify accuracy of information shown.

E. Deliver Record Documents with transmittal letter containing date, Project title, Contractor's name and address, list of documents, and signature of Contractor.

F. Record Documents will be reviewed monthly to determine the percent complete for the monthly pay application.

G. Updated Record Documents are a condition for Engineer’s recommendation for progress payment.

H. Final Schedule Submittal as specified in Section 01321 - Schedules and Reports.

1.08 MAINTENANCE SERVICE
A. Maintenance service as specified in technical specifications.

1.09 SUBSTANTIAL COMPLETION
A. Obtain Certificate of Substantial Completion.

1.10 FINAL COMPLETION
A. When Contractor considers the Work is complete, submit written certification that:

1. Work has been completed in accordance with the Contract Documents.

2. Punch list items have been completed or corrected.

3. Work is ready for final inspection.

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B. Engineer will make an inspection to verify the status of completion with reasonable promptness.

C. Should the Engineer consider that the Work is incomplete or defective:

1. Engineer will promptly notify the Contractor in writing, listing the incomplete or defective work.

2. Contractor shall take immediate steps to remedy the stated deficiencies and send a second written certification to the Engineer that the Work is complete.

3. Engineer shall re-inspect the Work.

1.11 FINAL ADJUSTMENT OF ACCOUNTS
A. Submit a final statement of accounting to the Engineer at least 7 days prior to final Application for Payment.

B. Statement shall reflect all adjustments to the Contract amount.

1. The original Contract amount.

2. Additions and deductions resulting from:
a. Change Orders.
b. Units installed and unit prices.
c. Set-offs for uncorrected or incomplete Work.
d. Set-offs for liquidated damages.
e. Set-offs for reinspection payments.
f. Extended engineering and/or inspection services and inspection overtime. g. Excessive shop drawings review cost by the Engineer. h. Other adjustments.

3. Total Contract amount, as adjusted.

4. Previous payments.

5. Remaining payment due.

C. Engineer will prepare a final Change Order reflecting approved adjustments to the Contract amount which were not previously made by Change Orders.

1.12 FINAL APPLICATION FOR PAYMENT
A. Contractor shall submit the final Application for Payment reflecting the agreed upon information provided in the final statement of accounting.

PART 2 PRODUCTS

2.01 SPARE PARTS
A. Owner may request advanced delivery of spare parts, maintenance products, and special tools.

1. Deduct the delivered items from the inventory list and provide transmittal documentation.

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B. Prior to Substantial Completion, arrange to deliver spare parts, maintenance products, and special tools to Owner at a location on site chosen by the Owner.

1. Provide an itemized list of spare parts and special tools that matches the identification tag attached to each item.

2. Owner and Engineer will review the inventory and the itemized list to confirm it is complete and in good condition prior to signing for acceptance.

PART 3 EXECUTION (NOT USED)

END OF SECTION

Warranties and Bonds
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SECTION 01783

WARRANTIES AND BONDS
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Warranty and bonds requirements.

1.02 SUBMITTALS
A. For each item of material or equipment furnished under the Contract:

1. Submit manufacturer's warranty prior to fabrication and shipment of the item from the manufacturer's facility.

2. Submit manufacturer's special warranty when specified.

B. Provide consolidated warranties and bonds within 15 calendar days of Substantial Completion.

1. Contents:
a. Organize warranty and bond documents:
1) Include Table of Contents organized by specification section number and the name of the product or work item.
b. Include each required warranty and bond in proper form, with full information, certified by manufacturer as required, and properly executed by Contractor, or subcontractor, supplier, or manufacturer. c. Provide name, address, phone number, and point of contact of manufacturer, supplier, and installer, as applicable.

2. Hardcopy format:
a. Submit 2 copies.
b. Assemble in 3 D-side ring binders with durable cover. c. Identify each binder on the front and spine with typed or printed title "Warranties and Bonds"; Project Name or Title, and the Name Address and Telephone Number of the Contractor.

3. Electronic copy in PDF format:
a. Submit 1 copy.

1.03 OWNER'S RIGHTS
A. Owner reserves the right to reject warranties.

B. Owner reserves the right to refuse to accept Work for the project if the required warranties have not been provided.

1.04 RELATIONSHIP TO GENERAL WARRANTY AND CORRECTION PERIOD A. Warranties specified for materials and equipment shall be in addition to, and run concurrent with, both Contractor's general warranty and the correction period requirements.

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B. Disclaimers and limitations in specific materials and equipment warranties do not limit Contractor's general warranty, nor does such affect or limit Contractor's performance obligations under the correction period.

1.05 MANUFACTURER'S 1 YEAR WARRANTY MINIMUM REQUIREMENTS A. Written warranty issued by item's manufacturer.

B. Project-specific information, properly executed by product manufacturer, and expressly states that its provisions are for the benefit of the Contactor.

C. Covers all costs associated with the correction of the defect, including but not limited to removal of defective parts, new parts, labor, and shipping.

D. Provides a timely response to correct the defect.

1. Manufacturer shall provide, in a timely fashion, temporary equipment as necessary to replace warranted items requiring repair or replacement, when warranted items are in use and are critical to the treatment process, as defined by Owner.

E. Warranty commence running on the date of substantial completion.

1. For items of Work for which acceptance is delayed beyond Date of Substantial Completion, submit warranty within 10 calendar days after acceptance, listing date of acceptance as beginning of warranty period.

F. Duration of Warranty: 1 year.

1.06 MANUFACTURER'S SPECIAL WARRANTY
A. Manufacturer's special warranty is a written warranty published by the manufacturer which includes the requirements as specified in the Technical Section.

1. Project-specific information and requirements.

2. Properly executed by product manufacturer.

3. Expressly states that its provisions are for the benefit of the Contractor or Owner.

4. Manufacturer's special warranties commence on the date that the associated item is certified by Engineer as substantially complete.

1.07 WARRANTY WORK
A. Contractor's responsibilities:

1. Manufacturer's disclaimers and limitations on product warranties do not relieve the Contractor of the warranty on the work that incorporates the product, nor does it relieve suppliers, manufacturers, and subcontractors required to countersign special warranties with Contractor.

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B. Replacement cost:

1. Upon determination that work covered by warranty has failed, replace or rebuild the work to an acceptable condition complying with requirement of the Contract Documents.
a. Contractor is responsible for the cost of replacing or rebuilding defective work regardless of whether Owner has benefited from the use of the work through a portion of its anticipated useful service life.

C. Related damages and losses:

1. When correcting warranted work that has failed, remove and replace other work that has been damaged as a result of such failure or that must be removed and replaced to provide access for correction of warranted work.

D. Owner's recourse:

1. Written warranties are in addition to implied warranties, and shall not limit the duties, obligations, rights, and remedies otherwise available under the law, nor shall warranty periods be interpreted as limitation on time in which Owner can enforce such other duties, obligations, rights, or remedies.

E. Reinstatement of warranty:

1. When work covered by a warranty has failed and has been corrected by replacement or rebuilding, reinstate the warranty by written endorsement. a. The reinstated warranty shall be equal to the original warranty with an equitable adjustment for depreciation.

1.08 IMPLIED WARRANTIES
A. Warranty of title and intellectual rights:

1. Except as may be otherwise indicated in the Contract Documents, implied warranty of title required by Laws and Regulations is applicable to the Work and to materials and equipment incorporated therein.

2. Provisions on intellectual rights, including patent fees and royalties, are in the General Conditions, as may be modified by the Supplementary Conditions.

B. Implied warranties: Duration in accordance with Laws and Regulations.

1.09 BONDS
A. Equipment bond and other bond requirements as specified in the Technical Sections.

B. Bonds commence running on the date of substantial completion.

1. For items of Work for which acceptance is delayed beyond Date of Substantial Completion, submit warranty within 10 calendar days after acceptance, listing date of acceptance as beginning of bond period.

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PART 2 PRODUCTS (NOT USED)
PART 3 EXECUTION (NOT USED)

END OF SECTION
Design Criteria
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SECTION 01850

DESIGN CRITERIA
PART 1 GENERAL

1.01 SUMMARY
A. Section includes:

1. Design criteria for use in the selection of equipment and appurtenances specified in Technical Sections of these Specifications and indicated on the Drawings.

2. Criteria for design of systems, components and equipment fabricated off site and shipped to the Work for installation.

3. Criteria for design of anchors to connect equipment and appurtenances to supports and structures.

B. The criteria in this Section apply throughout the Work, unless additional criteria, or more restrictive criteria, are indicated:

1. Additional criteria and requirements relevant to specific locations, specific materials, and specific equipment are indicated on the Drawings, and in the Technical Sections.

1.02 REFERENCES
A. American Society of Civil Engineers (ASCE):

1. 7-16 - Minimum Design Loads and Associated Criteria for Buildings and Other Structures. (ASCE 7).

B. American Society of Heating, Refrigeration and Air Conditioning Engineers (ASHRAE):

1. ASHRAE Fundamentals Handbook.

C. International Code Council (ICC):

1. International Energy Conservation Code (IECC).

2. International Plumbing Code (IPC).

D. Sheet Metal and Air Conditioning Contractor’s National Association (SMACNA):

1. Seismic Restraint Manual: Guidelines for Mechanical Systems, 3rd edition - 2008.

PART 2 PRODUCTS

2.01 DESIGN CRITERIA - SITE INFORMATION
A. Site name: Barton Road Water Treatment Plant:

1. Street Address: 9595 Barton Rd, Granite Bay, CA 95746:
a. Coordinates (approximate): Latitude 38.724050; Longitude - 121.186635.

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2. Groundwater elevation:
a. For design of buried and partially buried construction:
1) Groundwater is expected to be below the level of construction.

2.02 DESIGN CRITERIA - REGULATORY REQUIREMENTS
A. Requirements of authorities having jurisdiction over the project are included in Section 01410 - Regulatory Requirements.

2.03 DESIGN CRITERIA - OPERATING ENVIRONMENT
A. The Drawings and Technical Sections include additional criteria and requirements relevant to specific locations, materials, and equipment.

B. Outdoor conditions:

1. International Energy Conservation Code (IECC): Climate Zone 3B.

2. Site climatic data location: Sacramento McClellan Airport (approximately 12 miles from site), WMO 72483.

3. Temperature criteria: As specified in the following Table: Design Temperatures - Outdoor Criteria in Accordance with ASHRAE Fundamentals Handbook.

Table: Design Temperatures - Outdoor Criteria in Accordance with ASHRAE Fundamentals Handbook
Reference Location: Sacramento McClellan
Condition Criteria
Daily mean range: 23.9 degrees Fahrenheit.

Winter: At or above this temperature 99.6 percent of the time:

31.7 degrees Fahrenheit dry-bulb.

Summer: At or above this temperature 0.4 percent of the time:
101.8 degrees Fahrenheit dry-bulb.

2.04 DESIGN CRITERIA - STRUCTURAL
A. General:

1. Criteria for structural design of:
a. Equipment at locations subject to seismic events.
b. Equipment exposed to outdoor environments.
c. Equipment supports and bracing, and anchorage of such items to building and non-building structures.
d. Structures provided for the Work through Delegated Design. e. Manufactured and prefabricated structures, and anchorage of such structures to foundations or other supporting elements.

2. Structural design criteria used by the engineer of record and required by the building code to be indicated on the Drawings, are included on the Contract Drawing titled "General Structural Notes."
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B. Structure risk category:

1. Develop design loads and provide detailing in accordance with the provisions of ASCE 7 and the building code specified in Section 01410 - Regulatory Requirements, based on the Structure Risk Category indicated in Table:

Project Structures - Risk Category and Seismic Design Information.

C. Seismic loads:

1. Seismic design parameters: Basic parameters - ASCE 7:
a. Ground motion MCER, 5 percent damped:
1) Short periods, Ss = 0.214 g.
2) One second period, S1 = 0.419 g.
b. Mapped long-period transition period:
1) T
L = 12 seconds.

2. Structures - General:
a. Seismic Design Category (SDC): As indicated in the following Table:

Project Structures - Risk Category and Seismic Design Information.

Table: Project Structures - Risk Category and Seismic Design Information Description: Water Treatment Facility
Area Description Risk
Category
Site
Class
SDS SD1 Seismic
Design
Category(1)
Pipe
Enclosure
Pipe Enclosure III D 0.409 0.311 D
Notes:
(1) Seismic Design Category for Delegated Design, and for seismic certification of electrical and mechanical equipment as required by ASCE 7.
b. Structure response modification coefficient, R:
1) In accordance with ASCE 7, and the requirements of the Technical Sections.

3. Structures - Tanks and vessels:
a. Includes: Tank structures, tank supports, and anchorage to structures or foundations.
b. Liquid storage structures (e.g.: basins and tanks):
1) Include impulsive and convective (“sloshing”) effects. 2) Component response modification factor - impulsive effects, Ri: In accordance with ASCE 7, Table 15.4-2.
3) Component response modification factor - convective effects, Rc = 1.0.
c. Dry material storage structures (e.g.: silos, hoppers):
1) Include effects of stored materials.
2) Component response modification factor - impulsive effects, Ri: In accordance with ASCE 7, Table 15.4-2.

4. Non-structural components - General:
a. Includes:
1) Mechanical and electrical equipment; anchorage of equipment to structures or supports; design of supports; and anchorage of supports to structures or foundations.

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2) Distribution systems associated with mechanical and electrical equipment such as piping, ductwork, conduits, cable trays, raceways, bus ducts, and similar items; anchorage of such systems to supports and structures; and bracing or such systems.
b. Seismic design requirements for non-structural components are based on the Seismic Design Category (SDC) of the structure or facility where the equipment is installed.
c. Design components, component anchorage, and component connections to piping and utilities in accordance with the requirements of ASCE 7, Table 13.2-1
d. Component amplification factor (ap), response factor (Rp), and overstrength factor for anchorage to concrete (Ωo):
1) Mechanical and electrical components and systems: In accordance with ASCE 7, Table 13.6-1, unless otherwise indicated in the Technical Sections for these items.
2) Architectural components and systems: In accordance with ASCE 7, Table 13.6-1, unless otherwise indicated in the Technical Sections for these items.
e. Component importance factor, Ip:
1) In accordance with the following Table: Component Importance Factor for seismic design, I
p.
2) For items not listed in Table: Component Importance Factor for seismic design, Ip, designate importance factor in accordance with the provisions of ASCE 7, Chapter 13 and submit to Engineer for review prior to developing calculations and details related to that component.

Table: Component Importance Factor for seismic design, Ip Structure Seismic
Design Category Components Ip
All Equipment and components specified in Divisions 11
through 15. 1.5
All Other equipment not listed above. 1.0
D. Wind loads:

1. Design structures and non-structural components that are exposed to wind to withstand design wind loads:
a. Reduction of wind loads based on shielding effects of surrounding structures or components is not allowed.
b. Design for wind loading is not required for non-structural components and for non-building structures located inside enclosed buildings.

2. Design parameters:
a. Basic wind speed:
1) 100 miles per hour (33 feet, 3 second gust).
b. Exposure category: C.
c. Topographic factor, Kzt: 1.0.
d. Wind pressure for design of "components and cladding":
1) "Components and cladding" includes doors, windows, siding panels, skylights, parapets and similar architectural elements.

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2) Minimum wind pressure for components and cladding, strength level:
a) Wall elements: Minimum 16 pounds per square foot, pressure or vacuum.
b) Roof elements: Minimum 16 pounds per square foot, pressure or vacuum.
c) For "allowable stress level" pressures, multiply strength level pressures by 0.625.

E. Rainfall loads:

1. Determine rainfall loads using rainfall intensity specified herein, and including effects of exposed surface slope, height above surface to discharge elevation, and deflection of ponded surfaces.

F. Operational loads:

1. Loads may include equipment vibration, torque, thermal effects, effects of internal contents (weight and sloshing), surge or "water hammer," and other load conditions.

2. Design for loads indicated by equipment manufacturer.

3. Design for loads indicated in the Technical Sections for equipment and appurtenances.

G. Serviceability considerations: ASCE 7-16:

1. Deflection, unless otherwise indicated on the Drawings, or specified:
a. Beam deflection as fraction of span:
1) Walkways and platforms: total load = L/240; live load = L/360. 2) Equipment supports: L/450.

PART 3 EXECUTION

3.01 GENERAL
A. Design approach and criteria in accordance with:

1. Regulatory requirements, including but not limited to the building code specified in Section 01410 - Regulatory Requirements.

2. Reference standards and project-specific design criteria listed in this Section.

3. Specific requirements for individual elements and components of the Work as specified in subsequent Technical Sections.

B. In the event of conflicts between design criteria, contact Engineer for interpretation.

3.02 DESIGN - ANCHORS FOR EQUIPMENT, COMPONENTS, AND BRACING A. General:

1. Engineer's approval of anchor designs is required before placement of construction that supports or provides bracing for anchored equipment and components:
a. Prepare anchor designs after Engineer's approval of the products and layout, and before placement of concrete or masonry that supports them.

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2. Adjust equipment pad sizes and add additional anchor confinement reinforcing to provide required strength at anchorage points between equipment and pad, and between pad and structure.

3. Supports and bracing:
a. Design and install braces and anchors to transfer forces from equipment and components to the lateral force resisting system of the surrounding structure.
b. Anchor and brace piping, ductwork, and electrical distribution components so that lateral or vertical displacement does not result in damage to or failure of essential architectural, mechanical, or electrical equipment:
1) Provide supplementary framing where required to transfer forces. 2) Detail and locate braces and anchors to minimize differential movements between components and structure.

B. Preparation:

1. Obtain manufacturer's information:
a. Weight and dimensions of components.
b. Layout and location of anchors that connect to equipment base plates, sole plates, skids, or pads.
c. Sizes of holes for anchors that will be provided in equipment bases or support frames.

C. Analysis and design:

1. Perform and submit calculations to determine anchor designs at locations where equipment and equipment supports are connected to the supporting structure:
a. Indicate number, size, type, and material for anchors.

2. In determining forces at locations where equipment is anchored to structures, include effects of:
a. Equipment self-weight and operating weight.
b. Location of equipment center of mass.
c. Forces from equipment operation including, but not limited to:
1) Effects of internal contents including weight and sloshing. 2) Effects of thrust, surge, and water hammer where specified. 3) Equipment reactions and operating torque.
4) Equipment vibration.
5) Thermal effects from equipment and from distribution systems connected to the equipment (piping, ducts, and electrical). 6) Other load or displacement inducing conditions.
d. Forces on equipment from loads specified in this Section:
1) Include effects of wind, snow, and icing loads where applicable. 2) Design for load combinations indicated in ASCE 7, unless otherwise specified or indicated on the Drawings.
3) Seismic and wind loads: For equipment and tanks with weight that varies based on the volume of contained material, determine anchor forces to accommodate the full range of filled, partially filled, and empty conditions.

3. Determine forces and overturning moments at equipment supports and at locations where supports are anchored to structures:
a. Indicate shear force and associated axial force at each anchor.

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4. Do not use friction to resist sliding resulting from seismic or wind forces:
a. Resist sliding only by direct application of sliding loads to fasteners as bearing, shear, tension, or compression forces.

5. Using combined shears and axial forces at each anchor, design anchors and anchor groups for ductile failure:
a. Ductile failure: Anchor yield before failure of base material, typically concrete or masonry, at the anchor.

6. Anchor selection:
a. Provide anchors type indicated on the Drawings.
b. Where anchors are not specifically indicated on the Drawings, select in accordance with the following:
1) Anchors that resist seismic and wind forces:
a) Cast-in-place forged hex-head anchor bolt.
2) Anchors loaded in sustained tension:
a) Cast-in-place forged hex-head anchor bolt.
3) Anchors for reciprocating, vibrating, and rotating equipment:
a) Cast-in-place forged hex-head anchor bolt.
c. Do not use post-installed anchors, mechanical or adhesive, unless:
1) Post-installed anchors are indicated on the Drawings. 2) Post-installed are approved by Engineer prior to placement of the surrounding concrete or masonry.
d. Anchor diameter:
1) Select diameter so that hole in base plate is not greater than 125 percent of the nominal diameter of the anchor, nor greater than the diameter of the anchor plus 1/4 inch.

7. Determine number, size, layout, and minimum effective embedment for anchors:
a. Layout includes anchor spacing and required distance(s) from anchor to edge(s) of supporting concrete or masonry.
b. Anchors in concrete: Design based on minimum specified 28-day compressive strength, f'c, as follows, unless otherwise indicated on the Drawings for the Work area:
1) Concrete placed for this Work: f'c = 4500 pounds per square inch.

8. Prepare drawings showing construction details of anchor designs.

9. Submit design calculations and drawings prior to placement of anchors, and of the structural elements to which they will connect.

END OF SECTION

Soils and Aggregates for Earthwork
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SECTION 02050

SOILS AND AGGREGATES FOR EARTHWORK
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Material requirements for soils and aggregates.

1.02 REFERENCES
A. ASTM International (ASTM):

1. C117 - Standard Test Method for Materials Finer than 75-µm (No. 200) Sieve in Mineral Aggregates by Washing.

2. C131 - Standard Test Method for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine.

3. C136 - Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates.

4. C535 - Standard Test Method for Resistance to Degradation of Larger-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine.

5. D2419 - Standard Test Method for Sand Equivalent Value of Soils and Fine Aggregate.

6. D2844 - Standard Test Method for Resistance R-Value and Expansion Pressure of Compacted Soils.

7. D4318 - Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils.

8. D4829 - Standard Test Method for Expansion Index of Soils.

9. D5821 - Standard Test Method for Determining the Percentage of Fractured Particles in Coarse Aggregate.

B. California State Transportation Agency, Department of Transportation (CALTRANS):

1. (Standard Specifications).

2. California Test Methods (CTM):
a. California Test 205 - Method of Test for Determining Crushed Particles. b. California Test 211 - Method of Test for Abrasion of Coarse Aggregate by Use of the Los Angeles Abrasion Testing Machine.
c. California Test 217 - Method of Test for Sand Equivalent. d. California Test 229 - Method of Test for Durability Index. e. California Test 301 - Method of Test for Determining the Resistance "R" Value of Treated and Untreated Bases, Subbases, and Basement Soils by the Stabilometer.

1.03 SUBMITTALS
A. Product data:

1. Material source.

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2. Gradation.

3. Testing data.

B. Quality control for aggregate base course:

1. Test reports: Reports for tests required by Sections of Standard Specifications.

2. Certificates of Compliance: Certificates as required by Sections of Standard Specifications.

1.04 DELIVERY, STORAGE, AND HANDLING
A. Storage and protection: Protect from segregation and excessive moisture during delivery, storage, and handling.

B. Comply with Standard Specifications storage requirements, if applicable.

PART 2 PRODUCTS

2.01 MATERIALS - GENERAL
A. Provide material having maximum particle size not exceeding 4 inches and that is free of trash, lumber, debris, leaves, grass, roots, stumps, and other organic matter.

B. Materials derived from processing demolished or removed asphalt concrete are not acceptable.

C. Comply with soil and aggregate material requirements in the Standard Specifications, unless specified otherwise.

2.02 NATIVE MATERIAL
A. Native soil-select:

1. Sound earthen material.

2. Plasticity index not to exceed 12.

3. Not more than 30 percent passing the Number 200 sieve.

4. Expansion Index less than 50.

5. “R”-value equal to or greater than 40.

6. An angle of friction equal to or greater than 36 degrees.

7. Organic content not be greater than 3 percent by volume.

8. Corrosion resistance requirements:
a. Resistivity minimum (wet aggregates): 5,000 ohm-cm.
b. pH: 5.0 to 12.0.
c. Chlorides maximum: 100 parts per million.
d. Sulfates maximum: 200 parts per million.

2.03 AGGREGATE BASE COURSE
A. Material requirements:

1. Class 2, 3/4-inch maximum aggregate size, free from organic matter and other deleterious substances, and of such nature that aggregate can be compacted readily under watering and rolling to form a firm, stable base.

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2. Aggregate base course for structures:
a. Consist of crushed or fragmented particles.
b. Coarse aggregate material retained in Number 4 sieve shall consist of material of which at least 25 percent by weight shall be crushed particles when tested in accordance with California Test 205.

3. Aggregate shall not be treated with lime, cement, or other chemical material.

4. Durability index: Not less than 35 when tested in accordance with California Test 229.

5. Aggregate grading and sand equivalent tests shall be performed to represent not more than 500 cubic yards or 1 day's production of material, whichever is smaller.

6. Sand equivalent: Not less than 25 when tested in accordance with California Test 217.

7. Resistance (R-value): Not less than 78 when tested in accordance with California Test 301.

8. Conforms to size and grade within the following limits when tested in accordance with ASTM C117 and ASTM C136:

Sieve Sizes
(Square Openings)
Percent by Weight
Passing Sieve
1 inch 100
3/4 inch 90 - 100
Number 4 35 - 60
Number 30 10 - 30
Number 200 2 - 9

2.04 GRAVEL
A. Material requirements:

1. Consists of hard, durable particles of stone or gravel; or crushed to the specified sizes and gradations; and free from organic matter, lumps or balls of clay, and other deleterious matter.

2. Crush or waste coarse material and add or waste fine material in order to meet the specified gradations.

3. Fraction of material passing Number 40 sieve: Material having plasticity index not greater than 5 when tested in accordance with ASTM D4318.

4. Durability: Percentage of wear not greater than 40 percent when tested in accordance with California Test 211.

5. Conform to sizes and grade within the following limits when tested in accordance with ASTM C117 and C136:

Sieve Size
(Square Openings)
Percent by Weight
Passing Sieve
Type A Type B Type C
2 inch 100 -- --
1-1/2 inch 95 - 100 100 --
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Sieve Size
(Square Openings)
Percent by Weight
Passing Sieve
Type A Type B Type C
3/4 inch 35 - 60 55 - 85 100
3/8 inch 15 - 40 35 - 65 50 - 100
Number 4 0 - 25 20 - 35 30 - 45
Number 30 -- 5 - 15 10 - 20
Number 200 0 - 5 2 - 9 2 - 9

2.05 DRAIN ROCK
A. Material requirements:

1. Durability index: Percentage of wear not greater than 40 when tested in accordance with California Test 229.

2. Consists of hard, durable particles of stone or gravel; screened or crushed to specified size and gradation; and free from organic matter, lumps or balls of clay, or other deleterious matter.

3. Crush or waste coarse material and waste fine material as required to meet gradation requirements.

4. Conforms to size and grade within the following limits when tested in accordance with ASTM C117 and C136:

Sieve Size
(Square Openings)
Percent By Weight
Passing Sieve
2 inch 100
1-1/2 inch 95 - 100
3/4 inch 50 - 100
3/8 inch 15 - 55
Number 200 0 - 2

2.06 IMPORTED FILL
A. Material requirements: Refer to native soil-select:

1. Free of contaminants: CONTRACTOR shall sample soil for common contaminants derived from petroleum products.

PART 3 EXECUTION (NOT USED)

END OF SECTION
Site Clearing
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SECTION 02200

SITE CLEARING
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Clearing, grubbing, and stripping project site.

1.02 DEFINITIONS
A. Clearing: Consists of removal of natural obstructions and existing foundations, buildings, fences, lumber, walls, stumps, brush, weeds, rubbish, trees, boulders, utility lines, and any other items which interferes with construction operations or are designated for removal.

B. Grubbing: Consists of the removal and disposal of wood or root matter below the ground surface remaining after clearing and includes stumps, trunks, roots, or root systems greater than 1 inch in diameter or thickness to a depth of 6 inches below the ground surface.

C. Stripping: Includes the removal and disposal of all organic sod, topsoil, grass and grass roots, and other objectionable material remaining after clearing and grubbing from the areas designated to be stripped. The depth of stripping is estimated to be 6 inches, but the required depth of stripping will be determined by the Engineer.

1.03 QUALITY ASSURANCE
A. Regulatory requirements: Verify and comply with applicable regulations regarding those governing noise, dust, nuisance, drainage and runoff, fire protection, and disposal.

B. Pre-construction conference: Meet with Engineer to discuss order and method of work.

1.04 SEQUENCING AND SCHEDULING
A. Clearing and grubbing: Perform clearing and grubbing in advance of grading operations.

PART 2 PRODUCTS (NOT USED)
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PART 3 EXECUTION

3.01 EXAMINATION
A. Verification of conditions: Examine site and verify existing conditions for beginning work.

3.02 PREPARATION
A. Protect existing improvements from damage by site preparation work.

3.03 INSTALLATION
A. Clearing:

1. Clear areas where construction is to be performed and other areas as indicated on the Drawings, or specified in this Section, of fences, lumber, walls, stumps, brush, roots, weeds, trees, shrubs, rubbish, and other objectionable material of any kind which, if left in place, would interfere with proper performance or completion of the work, would impair its subsequent use, or form obstructions.

2. Do not incorporate organic material from clearing and grubbing operations in fills and backfills.

3. Contractor's temporary construction facilities: Fill or remove pits, fill, and other earthwork required for erection of facilities, upon completion of the work, and level to meet existing contours of adjacent ground.

B. Grubbing:

1. From excavated areas: Grub stumps, roots, and other obstructions 3 inches or over in diameter to depth of not less than 18 inches below finish grade.

C. Stripping:

1. Remove soil material containing sod, grass, or other vegetation to depth of 6 inches from areas to receive fill or pavement and from area within 5 feet outside foundation walls.

2. Deposit stripped material in accordance with following requirements:
a. At locations acceptable to Engineer.
b. Use accepted material in top 6 inches of areas to be used for future planting.

END OF SECTION
Excavation Support and Protection
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SECTION 02260

EXCAVATION SUPPORT AND PROTECTION
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Requirements for designing, providing, maintaining, and removing excavation support and protection.

1.02 REFERENCES
A. American Society of Civil Engineers (ASCE):

1. Guidelines of Engineering Practice for Braced and Tied-Back Excavations.

B. California Code of Regulations (CCR):

1. Title 8 - Industrial Relations:
a. Division 1. Department of Industrial Relations.
1) Chapter 4. Division of Industrial Safety.
a) Subchapter 4. Construction Safety Orders.
(1) Article 6. Excavations.

C. Department of the Navy Naval Facilities Engineering Command (NAVFAC):

1. Design Manual 7.2 - Foundations and Earth Structures.

2. Design Manual 7.3 - Soil Dynamics and Special Design Aspects.

D. State of California Department of Transportation (Caltrans):

1. Caltrans California Trenching and Shoring Manual.

E. United States Steel Corporation (USS):

1. Steel Sheet Piling Design Manual.

1.03 DEFINITIONS
A. General Engineering Design Practice: General engineering design practice in area of the Project, performed in accordance with recent engineering literature on subject of shoring and stability of excavations.

B. Shoring: A temporary structural system designed to support vertical faces, or nearly vertical faces, of soil or rock for purposes of excavation. Shoring includes cantilevered sheet piling, internally braced sheet piling, slurry walls, soldier piles and lagging, and other similar shoring systems. Sloping of the soil is not shoring.

C. Support Levels: Level of tiebacks, wales, rakers, bottom of excavation, and other types of support.

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1.04 SUBMITTALS
A. Shop drawings and calculations:

1. Calculations for different load, support, and other conditions that occur during the sequence of installation of shoring, construction of facilities protected by shoring, and sequence of removal of shoring.

2. Sketches showing the condition at various stages of installation and removal of shoring.

3. Show on plan shoring, structures, pipelines, and other improvements located near shoring.

4. When utilities penetrate shoring, show location of penetrations on elevation of sides of shoring.

5. Show details for ground support and sealing around utility penetrations.

6. Indicate method used for installing driven shoring.

B. Control points and schedule of measurements:

1. Submit location and details of control points and method and schedule of measurements.

2. Survey data.

C. Inclinometers and schedule of measurements:

1. Submit location and details of inclinometers and method and schedule of measurements taken.

2. Promptly upon completion of construction of inclinometers, take measurements at inclinometers. Submit copy of field notes with measurements.

3. Submit field notes with subsequent measurements. Show current measurement and change in measurement from first measurement taken.

D. Detailed sequence of installation and removal of shoring:

1. Consider effects of ground settlement in sequence of installation and removal of shoring.

2. Provide sketches showing conditions at various stages in sequence of installation and removal of shoring.

E. Submit submittals for excavation support and protection as complete package and include items required in this Section:

1. Incomplete submittals will not be reviewed and will be returned for resubmittal as complete package.

1.05 SEQUENCING
A. Do not begin construction of any shoring or excavation operations until:

1. Submittals for shoring and dewatering have been accepted.

2. Control points as specified in this Section and on existing structures and other improvements as indicated on the Drawings have been established and surveyed to document initial elevations and locations.

3. Materials necessary for installation are on site.

B. Submit submittals minimum of 35 business days prior to scheduled date to begin excavation work.

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PART 2 PRODUCTS

2.01 DESIGN AND PERFORMANCE CRITERIA
A. Where general engineering design practice is specified, provide drawings and calculations that are performed and signed by civil or structural engineer registered in State where Project is located:

1. Clearly disclose assumptions made, criteria followed, and stress values used for materials being used in design calculations.

2. Submit list of references acceptable to Engineer that substantiating appropriateness of design assumptions, criteria, and stress values.

B. Design requirements:

1. General:
a. Minimum safety factor used for design shall not be less than 1.5. b. The calculated minimum depth of penetration of shoring below bottom of excavation shall be increased not less than 30 percent if full value of allowable passive pressure is used in design.
c. Maximum height of cantilever shoring above bottom of excavation shall not exceed 15 feet. Use braced shoring when height of shoring above bottom of excavation exceeds 15 feet.
d. The location of point of fixity for shoring shall not be less than half calculated minimum embedment depth below bottom of excavation. e. Generally acceptable references for design of shoring and excavations are as follows:
1) ASCE Guidelines of Engineering Practice for Braced and Tied-Back Excavations.
2) Caltrans California Trenching and Shoring Manual.
3) NAVFAC Design Manual 7.2.
4) NAVFAC Design Manual 7.3.
5) USS Steel Sheet Piling Design Manual.
f. Maximum total deflection of shoring at any point on shoring shall not be more than 3/4 inch.
g. Shoring design shall be performed by one of following engineering firms.

Include cost for shoring design in bid:
1) McMillen Jacobs Associates, San Francisco, California. 2) J.M. Turner Engineering, Inc.
h. Shoring engineering firm shall obtain errors and omissions insurance for Project for an amount of not less than 500,000 dollars.

2. Soldier piles and lagging:
a. Provide lagging over full face of excavation. Joints between pieces of lagging shall be tight to prevent loss of soil.
b. Provide full face lagging all around penetrations through lagging. c. If the soldier piles are installed in predrilled holes and are not concrete encased, fill predrilled holes with controlled low strength material as specified in Section 02312 - Controlled Low Strength Material (CLSM) after soldiers piles are installed.
d. Assumed effective width for passive soil resistance:
1) Effective width of driven soldier piles shall not exceed 2 times width of pile.

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2) Effective width of CLSM encased soldier piles in drilled holes shall not exceed 2 times width of pile.
3) Effective width of concrete encased soldier piles shall not exceed 2 times width of concrete encasement.
e. Fill voids behind lagging with gravel or other material acceptable to Engineer.
f. Apply loads from tie back soil, rock, or deadman anchors concentrically to soldier piles or wales spanning between soldier piles:
1) Wales shall be back-to-back double channels or other members acceptable to Engineer.
2) Do not eccentrically load structural section of soldier piles or wales. g. Design soldier piles for downward loads including vertical loads from tieback anchors.

3. Soil anchors, rock anchors, and deadman anchors:
a. Design tieback anchors for a safety factor of not less than 2 times calculated load from shoring.
b. Proof load production anchors to 150 percent of calculated load from shoring.
c. Lock off production anchors at calculated load from shoring. d. Length of soil anchors used to calculate resistance to load from shoring shall not include any length within potential active pressure soil failure zone behind face of shoring.
e. Design tie rods for tieback anchors for 130 percent of calculated load from shoring.
f. Design tie rods for tieback anchors for 150 percent of the calculated load from shoring when tie rod couplers are used and for other conditions where stress concentrations can develop.

4. Set inside face of shoring back from structure not less than greater of following:
a. Depth of excavation below bottom of foundation.

C. Performance requirements:

1. General:
a. Support faces of excavations and protect structures and improvements in vicinity of excavations from damage and loss of function due to settlement or movement of soils, alterations in ground water level caused by such excavations, and related operations.
b. Specified provisions:
1) Complement, but do not substitute or diminish, obligations of Contractor for furnishing of safe place of work pursuant to provisions of the Occupational Safety and Health Act of 1970 and its subsequent amendments and regulations and for protection of Work, structures, and other improvements.
2) Represent minimum requirement for:
a) Number and types of means needed to maintain soil stability. b) Strength of such required means.
c) Methods and frequency of maintenance and observation of means used for maintaining soil stability.

2. Provide safe and stable excavations by means of sheeting, shoring, bracing, sloping, and other means and procedures, such as draining and recharging Excavation Support and Protection
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groundwater and routing and disposing of surface runoff, required to maintain stability of soils and rock.

3. Provide support for trench excavations for protection of workers from hazard of caving ground.

4. Provide shoring:
a. Where, as result of excavation work and analysis performed pursuant to general engineering design practice, as defined in this Section:
1) Excavated face or surrounding soil mass may be subject to slides, caving, or other types of failures.
2) Stability and integrity of structures and other improvements may be compromised by settlement or movement of soils, or changes in soil load on structures and other improvements.
b. For trenches 5 feet and deeper.
c. For trenches less than 5 feet in depth, when there is potential for cave-in. d. Where indicated on the Drawings.

5. For safe and stable excavations, use appropriate design, construction, and maintenance procedures to minimize settlement of supported ground and to prevent damage to structures and other improvements, including:
a. Using stiff shoring systems.
b. Following appropriate construction sequence.
c. Using shoring system that is tight enough to prevent soil loss through the shoring.
d. Using shoring system that extends far enough below bottom of excavation to prevent piping, heave, or flow of soil under shoring. e. Design for safety factor of not less than 1.50.
f. Providing surface runoff routing and discharge away from excavations. g. Where dewatering inside shoring is necessary, recharge groundwater outside shoring as necessary to prevent settlement in area surrounding shored excavation.
h. Where sheet piling is used, use interlocking type sheets:
1) Sheet piles shall be continuous and driven in interlock. 2) If bottom of the excavation is located below the water table, use “ball and socket” or "thumb and finger" type interlock.
i. Not applying shoring loads to existing structures and other improvements. j. Not changing existing soil loading on existing structures and other improvements.
k. Provide welded steel packing between soil retaining members such as sheet piles and wales and similar members when gap exceeds 1/4 inch before wales are loaded.

PART 3 EXECUTION

3.01 CONSTRUCTION
A. Installation of shoring:

1. Install means for providing safe and stable excavations as indicated in submittals.

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B. Removal of shoring:

1. Except for concrete encased soldier piles, slurry walls, and similar shoring systems, remove shoring by completion of Work.

2. Select shoring system and method of removal, which will minimize soil that sticks to shoring from creating voids and causing settlement.

3. To prevent settlement caused by pulling shoring, fill voids with pressure injected grout:
a. Inject grout starting at bottom of void and progressively fill void to grade. b. Minimize length of shoring removed ahead of grouting operation and limit time void is left ungrouted to prevent void from closing up before being grouted.

4. Pressure preservative treated wood lagging may be left in place if acceptable to Engineer.

C. Control points:

1. Establish control points on shoring and on structures and other improvements in vicinity of excavation for measurement of horizontal and vertical movement:
a. Set control points on shoring support system:
1) Set points at distances not exceeding 25 feet at each support level.

2. Promptly upon completion of construction of control points survey control points. Submit copy of field notes with measurement.

3. Perform horizontal and vertical survey and measurement of control points at least once every week.
a. Field notes shall show current measurement and change in measurement from first measurement taken.

4. Set control points on corners of existing structures and on curbs, manholes, and other improvements as directed by the Engineer.

5. Provide plumb bobs with horizontal targets indicating original position of plumb bobs in relation to shoring at control points.

D. Inclinometers:

1. Provide inclinometers at location indicated on the Drawings.

2. Measure inclinometers at least once a week and submit data.

3. By end of work, fill pipes for inclinometers with grout.

E. Vibration monitoring:

1. Measure vibration due to installation and removal of shoring.

2. Do not exceed 2 inches per second at distance of 10 feet from shoring for installation and removal of shoring.

3. Perform vibration monitoring continuously during installation and removal of shoring.

4. Submit vibration monitoring program including information on vibration monitoring instrumentation.

5. Submit vibration monitoring data daily.

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F. Maintenance:

1. Where loss of soil occurs, plug gap in shoring and replace lost soil with fill material acceptable to Engineer.

2. Where measurements and observations indicate possibility of failure or excessive movement of excavation support, determined in accordance with general engineering design practice, take appropriate action immediately.

END OF SECTION

Earthwork
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SECTION 02300

EARTHWORK
PART 1 GENERAL

1.01 SUMMARY
A. Section includes:

1. Loosening, excavating, filling, grading, borrow, hauling, preparing subgrade, compacting in final location, wetting and drying, and operations pertaining to site grading for buildings, basins, reservoirs, boxes, roads, and other facilities.

2. Backfilling and compacting under and around structures.

1.02 REFERENCES
A. American Association of State Highway and Transportation Officials (AASHTO):

1. Standard Specifications for Highway Bridges.

B. ASTM International (ASTM):

1. D1557 - Standard Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft
3).

2. D6938 - Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth).

1.03 DEFINITIONS
A. Backfill Adjacent to Structure: Backfill within volume bounded by the exterior surfaces of structure, the surface of undisturbed soil in the excavation around structure, and finish grade around structure.

B. Excavation: Consists of loosening, removing, loading, transporting, depositing, and compacting in final location, wet and dry materials, necessary to be removed for purposes of construction of structures, ditches, grading, roads, and such other purposes as are indicated on the Drawings.

1.04 SUBMITTALS
A. Copy of Property Owner’s Agreement allowing placement of surplus soil material on their property.

B. Excavation plan:

1. Submit shoring, temporary pipe supports, and excavation plan for review and approval.

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C. Testing lab: Submit Contractor's proposed testing laboratory capabilities and equipment.Test reports:

1. Submit certified test reports of tests specified to be performed by the Contractor.

2. Sign and seal test reports by a registered Civil Engineer who practices geotechnical engineering registered in California.

1.05 QUALITY ASSURANCE
A. Initial compaction demonstration:

1. Adequacy of compaction equipment and procedures: Demonstrate adequacy of compaction equipment and procedures before exceeding any of following amounts of earthwork quantities:
a. 50 cubic yards of backfill adjacent to structures.
b. 100 cubic yards of fill.
c. 50 cubic yards of roadway base material.
d. 100 cubic yards of road fill.

2. Compaction sequence requirements: Until specified degree of compaction on previously specified amounts of earthwork is achieved, do not perform additional earthwork of the same kind.

3. After satisfactory conclusion of initial compaction demonstration and at any time during construction, provide confirmation tests as specified under "FIELD QUALITY CONTROL."

1.06 SEQUENCING AND SCHEDULING
A. Schedule earthwork operations to meet requirements specified in this Section for excavation and uses of excavated material.

B. If necessary, stockpile excavated material in order to use it at specified locations.

C. Excavation, backfilling, and filling: Perform excavation, backfilling, and filling during construction in manner and sequence that provides drainage at all times.

PART 2 PRODUCTS

2.01 DESIGN AND PERFORMANCE CRITERIA
A. Performance requirements:

1. Where mud or other soft or unstable material is encountered, remove such material and refill space with stabilization material. Wrap stabilization material with stabilization fabric.

2. Obtain acceptable import material from other sources if surplus or borrow materials obtained within Project site does not conform to specified requirements or are not sufficient in quantity.

3. No extra compensation will be made for hauling of fill materials nor for water required for compaction.

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2.02 MATERIALS
A. Water for compacting: Use water from source acceptable to Engineer.

B. Soil and rock materials:

1. General:
a. Provide aggregate base course, Class 2 permeable, controlled low-strength material, drain rock, gravel, native material, sand, and select material, where specified or indicated on the Drawings. b. If suitable surplus materials are available, obtain native material and select material from cut sections or excavations or imported materials.

2. Aggregate base course materials: As specified in Section 02050 - Soils and Aggregates for Earthwork.

3. Class 2 permeable: As specified in Section 02050 - Soils and Aggregates for Earthwork.

4. Drain rock: As specified in Section 02050 - Soils and Aggregates for Earthwork.

5. Gravel: As specified in Section 02050 - Soils and Aggregates for Earthwork.

6. Native material: As specified in Section 02050 - Soils and Aggregates for Earthwork.

7. Sand: As specified in Section 02050 - Soils and Aggregates for Earthwork.

8. Select material: As specified in Section 02050 - Soils and Aggregates for Earthwork.

C. Controlled low-strength material: As specified in Section 02312 - Controlled Low Strength Materials (CLSM).

PART 3 EXECUTION

3.01 EXAMINATION
A. Verification of conditions:

1. Character and quantity of material:
a. Verify character and quantity of rock, gravel, sand, silt, water, and other inorganic or organic materials to be encountered in work to be performed. b. Determine gradation, shrinkage, and swelling of soil, and suitability of material for use intended in work to be performed.
c. Determine quantity of material, and cost thereof, required for construction of backfills, cuts, excavations, and fills, whether from onsite excavations or imported materials. Include in cost of work to be performed. d. Include wasting of excess material, if required, in cost of work to be performed.

3.02 PREPARATION
A. Backfills:

1. After clearing and excavation are completed, scarify entire areas that underlie backfills or structures to a depth of 6 inches and until surface is free of ruts, hummocks, and other features that would prevent uniform compaction by equipment to be used.

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2. Recompact scarified areas to density specified before placing backfill material or concrete.

3. Do not place backfill against walls until:
a. Walls have been cast full height of structure and concrete has reached the specified strength.
b. Connecting slabs and beams have been cast, and concrete has reached the specified strength.

4. Do not place backfill on top of buried structures until:
a. Concrete has reached full strength.

5. Prior to backfilling:
a. Remove forms.
b. Clean trash and debris from the excavation site.

6. After inspection of foundation, walls, and pipes, place backfill symmetrically around structures to prevent eccentric loading of structures.

7. Place material on top of structure to prevent excessive point loading that exceeds the loading capacity of the structure.
a. Contractor is responsible for damage to structures due to improper backfilling and compaction.

B. Sloped surfaces for fill or foundations:

1. Foundations for fill having slopes in excess of 1 vertical to 4 horizontal:
a. Bench or terrace to adequately key existing ground and fill built thereon.

2. Slopes of original hillsides and old fills: Bench minimum of 10 feet horizontally as fill is placed.

3. Provision of new benches:
a. Start new bench wherever vertical cut of next lower bench intersects existing grade.
b. Recompact material thus cut out along with new embankment material at no additional cost to the Owner.

3.03 INSTALLATION
A. General:

1. Dispose of excavated materials that are not required or are unsuitable for fill and backfill in lawful manner.

2. Dispose of surplus material on private property only when written permission agreement is furnished by owner of property. Submit copies of such agreements.

3. Rocks, broken concrete, or other solid materials larger than 4 inches in greatest dimension: Remove from project site at no additional cost to the Owner.

4. Stabilization of subgrade: Provide materials used, or perform work required, to stabilize subgrade so it can withstand loads that may be placed upon it by Contractor's equipment.

B. Borrow area: There is no borrow area on Project site.

1. Where material is required, import material from source located off Project site selected by the Contractor and subject to acceptance by the Engineer.

2. There will be no additional cost to the Owner for use of imported material.

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C. Compaction:

1. Provide specified compaction for backfills, cuts, embankments, fills, roadway fills, and other earthwork.

2. Perform confirmation tests to verify and confirm that work has complied, and is complying at all times, with compaction requirements specified in this Section for initial compaction demonstration and field quality control testing.

3. In-place density of compacted backfills, cuts, embankments, fills, and roadway fills determined in accordance with ASTM D1556, or with ASTM D6938.

4. Maximum density, laboratory compaction: Soil maximum density and optimum water content when tested in accordance with ASTM D1557.

5. To prevent damage to structures due to backfilling operations, place backfill with equipment that does not exceed AASHTO Standard Specifications for Highway Bridges, H-20 vehicle loading, within a distance from the face of the structure of not less than 1/2 the depth of backfill. The depth of backfill is the distance between the level being compacted and the bottom of the excavation.

Outside this distance, heavier compaction equipment may be used.

6. Compact to percentage of maximum density as follows:
a. Backfill adjacent to structures: 95 percent.
b. Backfilling voids: 95 percent.
c. Other areas: 85 percent.
d. Under present and future structures: 95 percent.
e. Under roadways, parking and storage areas, curbs, and sidewalks:
95 percent.
f. Upper 6 inches of cuts: 95 percent.
g. Fills: 95 percent.

D. Excavation:

1. Excavations for structures:
a. Provide excavations conforming to dimensions and elevations indicated on the Drawings for each structure.
b. After clearing is complete, excavate for the structure, down to the elevation indicated on the Drawings. Unless directed by Engineer, do not carry excavations below elevation indicated on the Drawings. c. Where soil is encountered having unsuitable bearing value, Engineer may direct in writing that excavation be carried to elevations below those indicated on the Drawings.
d. Where excavations are made below elevations indicated on the Drawings, adjust elevations of excavations in accordance with the following requirements:
1) Under slabs: Restore to proper elevation in accordance with procedure specified for backfill in this Section.
2) Under footings: Restore to the proper elevation using one of the following:
a) Aggregate base course.
b) Controlled low-strength material.
e. Excavation width:
1) Extend excavations to allow for placing and removal of forms, installation of services, and inspection.
2) Do not undercut slopes.
f. Difficulty of excavation: No extra compensation will be made for removal of rock or any other material due to difficulty of excavation.

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2. Excavation of lined channels:
a. Excavations in open cut for lined channels may be made so as to place concrete directly against excavated surfaces providing faces of excavations are:
1) Firm and unyielding.
2) Will stand or can be made to stand without sloughing. b. Excavations to provide subgrade for lined channel or subdrainage material: Excavate to lines and grades indicated on the Drawings.

3. Excavation of unlined channels and basins:
a. Excavate to lines and grades indicated on the Drawings. b. Perform excavation and grading so that finish surfaces are in uniform planes with no abrupt breaks in surface.

4. Excavation of ditches and gutters:
a. Cut ditches and gutters accurately to cross sections and grades indicated on the Drawings.
b. Take care not to excavate ditches and gutters below grades indicated on the Drawings.
c. Backfill excessive ditch and gutter excavations to grade with suitable material acceptable to the Engineer.
d. Do not deposit any material within 3 feet of edge of ditch unless otherwise indicated on the Drawings.

5. Necessary over excavation:
a. Where it becomes necessary to excavate beyond normal lines of excavation in order to remove boulders or other interfering objects, backfill voids remaining after removal as specified in backfilling of voids below, or as acceptable to the Engineer.
b. Backfill voids with material acceptable to the Engineer:
1) With acceptance of the Engineer, backfill with one of the following:
a) Aggregate base course.
b) Controlled low-strength material.

E. Materials for backfills, embankments, fills, and roadway fills:

1. General:
a. Obtain import material from other sources if surplus materials from cuts and excavations obtained from within Project site do not conform to specified requirements or are not sufficient in quantity for construction of Project.

2. Backfills:
a. Backfill adjacent to structures, slabs, or walls: Select material or imported material meeting the requirements of select material, unless otherwise specified or indicated on the Drawings.
b. Backfill material under concrete structures: Aggregate base course material, except in areas where controlled low-strength material or concrete encasement are indicated on the Drawings.
c. Extend backfill in any area under concrete structures from undisturbed soil or rock to the bottom aggregate base course material layer.

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F. Placement:

1. General:
a. Lines and grades:
1) Construct backfills, embankments, fills, and road fills, at locations and to lines and grades indicated on the Drawings.
2) Overbuild permanent fill slopes by at least 1 foot and then cut to final grade to provide adequate compaction of the remaining fill.

2. Backfills:
a. Place loose material in successive layers that do not exceed 8 inches in depth after compaction.
b. Bring each layer to a moisture content between optimum moisture content and 3 percent above optimum moisture content before compacting. c. Defective compacted backfills: Remove and recompact.

3.04 FIELD QUALITY CONTROL
A. Confirmation tests:

1. Contractor's responsibilities:
a. Adequacy of compaction equipment and procedures:
1) Demonstrate adequacy of compaction equipment and procedures. 2) At each test location include tests for each type or class of backfill from bedding to finish grade.
b. Compaction sequence requirements:
1) Do not perform additional earthwork of the same kind until specified degree of compaction has been demonstrated.
c. Cost of confirmation tests: Paid for by the Contractor. d. Qualifications of Contractor's testing laboratory: Acceptable to Engineer. e. Copies of confirmation test reports: Submit promptly to the Engineer.

2. Frequency of confirmation testing:
a. Maximum dry density versus moisture:
1) Backfill: 40 cubic yards of backfill adjacent to structures. b. Cost of confirmation tests:
1) Paid for by the Contractor.
c. Qualifications of Contractor's testing laboratory:
1) Perform confirmation testing by soils testing laboratory acceptable to the Engineer. Copies of confirmation test reports: Submit promptly to the Engineer.

B. Tolerances:

1. Finish grading of backfills, cuts, embankments, fills, and roadway fills:
a. Perform fine grading under concrete structures such that finish surfaces are never above the grade or cross section indicated on the Drawings and are never more than 0.10 feet below.
b. Provide finish surface for areas outside of structures that are within

0.10 feet of grade or cross section indicated on the Drawings.

2. Unlined channels and basins:
a. In both cut and fill, and levee and access road side slopes in cut: Vertical tolerance of none above and 3 inches below grade indicated on the Drawings on bottom and side slopes.

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b. On top surface of levee and access road in both cut and fill, and levee and access road side slopes in fill: Vertical tolerance of none below and 3 inches above grade indicated on the Drawings.

3. Areas which are not under structures, concrete, asphalt, roads, pavements, sidewalks, and similar facilities:
a. Provide finish graded surfaces of either undisturbed soil, or cohesive material not less than 6 inches deep.
b. Intent of proceeding is to avoid sandy or gravelly areas.

4. Finish grading of surfaces:
a. Reasonably smooth, compacted, and free from irregular surface changes. b. Provide degree of finish that is ordinarily obtainable from blade grader operations, except as otherwise specified.
c. Uniformly grade areas that are not under concrete.
d. Finish ditches and gutters so that they drain readily.

C. Compliance tests:

1. Frequency of testing: Periodic compliance tests will be made by the Engineer to verify that compaction is meeting requirements previously specified.

3.05 ADJUSTING
A. Finish grades of excavations, backfills, and fills:

1. Repair and reestablish grades to required elevations and slopes due to any settlement or erosion that may occur from action of the elements or any other cause prior to final acceptance.

3.06 PROTECTION
A. Finish grades of backfills, cuts, excavations, and fills:

1. Protect newly graded areas from erosion and deterioration by action of the elements.

B. Ditches and gutters:

1. Maintain ditches and gutters free from detrimental quantities of debris that might inhibit drainage until final acceptance.

END OF SECTION
Controlled Low Strength Material (CLSM)
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SECTION 02312

CONTROLLED LOW STRENGTH MATERIAL (CLSM)
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Controlled low strength material (CLSM), also known as "flowable fill."

1.02 REFERENCES
A. American Concrete Institute (ACI):

1. 229R - Report on Controlled Low-Strength Materials.

2. 301 - Specifications for Structural Concrete.

B. ASTM International (ASTM):

1. C33 - Standard Specification for Concrete Aggregates.

2. C94 - Standard Specification for Ready Mix Concrete.

3. C143 - Standard Test Method for Slump of Hydraulic Cement Concrete.

4. C150 - Standard Specification for Portland Cement.

5. C260 - Standard Specification for Air-Entraining Admixtures for Concrete.

6. C403 - Standard Test Method for Time of Setting of Concrete Mixtures by Penetration Resistance.

7. C494 - Standard Specification for Chemical Admixtures for Concrete.

8. C618 - Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete.

9. D1557 - Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3(2,700 kN-m/m3)).

10. D4832 - Standard Test Method of Preparation and Testing of Controlled Low Strength Material (CLSM) Test Cylinders.

11. D5971 - Standard Practice for Sampling Freshly Mixed Controlled Low Strength Material.

12. D6023 - Standard Test Method for Density (Unit Weight), Yield, Cement Content, and Air Content (Gravimetric) of Controlled Low-Strength Material.

1.03 SUBMITTALS
A. Product data: Submit data completely describing materials in the mix and demonstrating compliance with the requirements of this Section.

1. Cement: Mill tests. Indicate alkali content representative of each shipment.

2. Fly ash: Identify source and type of fly ash.

3. Water: Identify source and quality if not from a municipal treatment source.

4. Admixtures: Manufacturer’s product data indicating suitability for use in CLSM mixes and recommended dosage rates.

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5. Aggregate:
a. Submit source, type, and sieve analyses. Include testing to demonstrate that materials in accordance with ASTM C33 requirements. b. Resubmit at any time there is a significant change in grading of materials.

B. Mix design:

1. Submit full details, including mix design calculations for mix proposed for use.

2. Trial batch test data:
a. Submit data for each test cylinder.
b. Submit data that identifies mix and slump for each test cylinder.

1.04 DELIVERY, STORAGE AND HANDLING
A. Store or stockpile cement, fly ash, and aggregate in accordance with ACI 301.

B. Store admixtures in accordance with the manufacturer’s recommendations.

PART 2 PRODUCTS

2.01 DESIGN AND PERFORMANCE CRITERIA
A. Mixture of portland cement, water, pozzolan, fine aggregate and admixtures, proportioned in accordance with the recommendations of ACI 229 to produce a homogeneous mixture that is flowable, that will readily work into corners and angles; that will not segregate in the plastic state; and that is self-compacting at the time of placement without the use of mechanical vibration.

B. Performance requirements:

1. Air content, total calculated in accordance with ASTM D6023: Not less than

8.0 percent, nor greater than 12.0 percent.

2. Compressive strength, measured in accordance with ASTM D4832 at 28 days:

Not less than 50 pounds per square inch, nor greater than 150 pounds per square inch.

3. Wet density: Not greater than 132 pounds per cubic foot.

4. Slump, measured in accordance with ASTM C143 at the point of placement:

Greater than 9 inches and that allows CLSM to flow freely and to be self- compacting during placement.

2.02 MATERIALS
A. Cement:

1. Portland cement in accordance with ASTM C150, Type I or Type II.

2. Having total alkali content not more than 0.60 percent.

B. Fly ash: Class C or Class F fly ash in accordance with ASTM C618.

C. Water:

1. Potable water: Clean and free from oil and deleterious amounts of alkali, acid, organic matter, or other substances.

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D. Admixtures: Products of a single manufacturer, specifically manufactured or recommended by that manufacturer for use in CLSM.

1. Air entraining admixture: In accordance with ASTM C260.

2. Water reducing admixture: In accordance with ASTM C494, Type A.

E. Aggregate:

1. Non-expansive, non-reactive, inert natural sand in accordance with ASTM C33 for fine aggregate.

2.03 MIXES
A. See Design and Performance Criteria for performance requirements of the plastic and hardened mix.

2.04 SOURCE QUALITY CONTROL
A. Trial batch:

1. After mix design has been accepted by Engineer, have trial batch of the accepted mix design prepared by testing laboratory acceptable to Engineer.

2. Prepare trial batches using the specific cement, fly ash, admixtures, aggregates, and water proposed for the Work.

3. Prepare trial batch with quantity sufficient to determine slump, workability, and consistency; and to provide test cylinders as indicated in this Section.

B. Trial batch testing:

1. Determine slump in accordance with ASTM C143, with the following modifications:
a. Do not rod the concrete material.
b. Place material in slump cone in one semi-continuous filling operation, slightly overfill, tap lightly, strike off, and then measure and record slump.

2. Prepare and test trial batch specimens in accordance with ASTM D4832, with the following modifications:
a. Provide cylindrical test specimens, each 6-inches in diameter by 12-inch high.
b. Provide a minimum of 8 cylinders for testing of each trial batch. c. Fill the molds to overflowing and tap sides lightly to settle the mix. d. Do not rod the mix for consolidation in the cylinder. e. Strike off the excess material.

3. Place test cylinders in a moist curing room. Exercise caution in moving and transporting the cylinders since they are fragile and will withstand only minimal bumping, banging, or jolting without damage.

4. Do not remove the test cylinder from mold until that cylinder is to be capped and tested.
a. Perform the capping carefully to prevent premature fractures. b. Do not perform initial compression test until the cylinders reach a minimum age of 3 days.

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5. Provide compressive strength tests:
a. Test 4 test cylinders at 7 days after casting, and another 4 cylinders at 28 days after casting.
b. The compression strength of the 4 test cylinders tested at 28 days shall be equal to or greater than the minimum required compression strength, but shall not exceed maximum compression strength.

C. If the trial batch tests do not meet the Specifications for strength or density, revise and re-submit the mix design, prepare additional trial batch(es), and complete additional trial batch tests. Repeat until an acceptable trial batch is that conforms to the Specifications is produced.

1. All the trial batches and acceptability of materials shall be paid by the Contractor.

2. After acceptance, do not change the mix design without submitting a new mix design, trail batches, and test information.

PART 3 EXECUTION

3.01 PREPARATION
A. Do not place CLSM until preparation and condition of surfaces receiving the fill have been observed and accepted by the Engineer.

B. Remove debris foreign matter, and standing or running water from excavations and areas receiving CLSM before placement.

3.02 INSTALLATION
A. Pipes and trenches.

1. Install cellular concrete as indicated on the Drawings and specified.

2. Where CLSM is placed around and over pipes, secure pipes in place, or place CLSM in lifts to prevent pipe flotation.

3. Where CLSM is placed in long, open trenches, confine material using bulkheads of sandbags, earth dams, or stiffer concrete at open ends of placement.

B. Soil preparation:

1. Prior to placement of CLSM, prepare underlying soils as follows:
a. Scarify surface to a depth of 8 inches.
b. Adjust moisture content to or slightly above the optimum in accordance with ASTM D1557.
c. Re-compact scarified surface to a minimum of 95 percent relative density in accordance with ASTM D1557.

3.03 MEASURING, BATCHING, MIXING AND TRANSPORTING
A. Measure, batch, mix and transport CLSM in accordance with the requirements of ASTM C94 and this Section.

B. Mix until there is uniform distribution of materials.

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C. Discharge mixer completely prior to recharging.

D. After trial batch testing and mix acceptance, maintain slump during construction within plus or minus 1 inch of the design slump.

3.04 PLACING
A. Place controlled low strength material by method that preserves the quality of the material in terms of compressive strength and density.

B. Maintain fluid properties of the mix during placement.

1. At point of placement, provide material that flows easily around, beneath, or through walls, pipes, conduits, or other structures.

2. Do not place CLSM that has partially hardened or that has been contaminated by foreign materials.

3. Handle and place CLSM using methods that minimize segregation of the mix.

4. Deposit mix as near its final position as possible to avoid segregation due to rehandling or flowing.

5. Contain and confine mix while it is fluid. Design containment structures and bracing at walls and forms to withstand lateral pressures of wet mix.

C. Lifts:

1. Limit lift heights of CLSM placed against structures and other facilities that could be damaged due to the pressure from the CLSM, to the lesser of 3 feet or the lift height indicated on the Drawings.

2. Do not place another lift of CLSM until the last lift of CLSM has set and gained sufficient strength to prevent additional lateral load against the forms or structure due to the weight of the next lift of CLSM.

D. Water conditions:

1. Do not place CLSM in standing or flowing water.

2. Do not permit water to flow over the surface of freshly placed or un-hardened CLSM.

3. Do not submerge CLSM in water within 24 hours after placement.

E. Manage CLSM bleed water.

1. Grade top surface of CLSM to drain away from the fill.

2. Provide side containment that permits bleed water to drain to a contained management area away from the fill.
a. Do not allow any bleed water to drain into nearby storm drains.

3.05 CURING AND PROTECTION
A. Curing:

1. Prior to and during curing, install barriers to prevent equipment or personnel from falling into or becoming entrapped in CLSM.

B. Protect CLSM from:

1. Damage from the elements.

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2. Damage of any nature during surrounding construction operations.

3. Freezing: Do not use salt, manure, or other chemicals to provide protection from cold temperatures.

3.06 FIELD QUALITY CONTROL
A. Provide quality control over the Work of this Section as specified in Section 01450 - Quality Control and as specified in this Section.

B. General:

1. Engineer inspection and acceptance required prior to placement.

2. Make provisions for and furnish all material for the test specimens, and provide manual assistance to assist the Testing Laboratory in preparing said specimens.

3.07 FIELD QUALITY ASSURANCE
A. Provide quality control over the work of this Section as specified in Section 01450 - Quality Control.

B. Field inspections:

1. Engineer shall provide on-site inspection for the Work of this Section.

2. Advise Engineer of readiness to proceed at least 24 hours prior to each placement of CLSM.

3. Required inspections:
a. Engineer will observe the prepared areas. Do not place CLSM until Engineer has observed and accepted preparations.

4. Record of inspections.

C. Field sampling and testing:

1. During construction, Contractor shall provide sampling and testing to determine whether the CLSM, as produced and placed, complies with the requirements specified.

2. Sample CLSM for testing in accordance with ASTM D5971.

3. Required tests:
a. Air content: Prepare sample and test in accordance with ASTM D6023. b. Compressive strength: Prepare and test cylinder specimens in accordance with ASTM D4832.
1) Prepare 6-inch diameter by 12-inch high specimens for testing. a) Provide one set of specimens for each 150 cubic yards of CLSM placed, but not less than 1 set for each half day's placement. b) Prepare and test not less than 3 cylinders for each set. c) Place CLSM in the molds in accordance with ASTM D4832. Do not rod or otherwise consolidate the material in the mold. d) In accordance with ASTM D4832 recommendations for
displacing bleed water at the top of the molds and refilling the molds before covering with a lid. Do not use air-tight lids. 2) Place the cylinders in a safe location away from construction activities.
a) Protect cylinders from bumping and impact.

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b) Maintain temperature surrounding cylinders between 60 and 80 degrees Fahrenheit until delivery to the laboratory for testing. c) After the first day, surround molds with a high humidity environment by covering with wet burlap, or equivalent highly absorptive material. Maintain saturation of the cover. Do not sprinkle water directly on the cylinders.
3) After 4 days, place the cylinders in a protective container for transport to the laboratory for testing.
a) Exercise caution in moving and transporting the cylinders since they are fragile and will withstand only minimal bumping, banging, or jolting without damage.
b) Transport container may be a box with a Styrofoam or similar lining that will limit jarring and bumping of the cylinders. 4) Upon receipt at the testing laboratory, place test cylinders in a moist curing room until dates for testing.
5) Do not remove test cylinders from molds until the day that cylinders is to be capped and tested.
6) Cap and test for compressive strength in accordance with ASTM D4832.
a) Do not perform initial compression test until the cylinders reach an age of at least 4 days.
b) Test 1 cylinder at 7 days and 2 at 28 days.
7) Compressive strength of the cylinders tested at 28 days shall be equal to or greater than the minimum required compression strength, but shall not exceed maximum compression strength specified.

3.08 NON-CONFORMING WORK
A. When testing or observation indicates CLSM with properties outside the specified and accepted range, Engineer will issue instructions regarding disposition of nonconforming materials.

B. Engineer may:

1. Reject CLSM represented by those test specimens and require its removal and replacement.

2. Require modification of the mix design to provide CLSM with the properties specified.

C. Make such modifications at no additional expense to the Owner and with no adjustment to the schedule.

END OF SECTION

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SECTION 03055

ADHESIVE-BONDED REINFORCING BARS AND ALL THREAD RODS IN CONCRETE PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Bonding reinforcing bars and all thread rods in concrete using adhesives.

1.02 REFERENCES
A. American Concrete Institute (ACI):

1. 355.4 - Qualification of Post-Installed Adhesive Anchors in Concrete and Commentary.

B. American National Standards Institute (ANSI):

1. Standard B212.15 - Carbide Tipped Masonry Drills and Blanks for Carbide Tipped Masonry Drills.

C. ASTM international (ASTM):

1. C881 - Standard Specification for Epoxy-Resin-Base Bonding Systems for Concrete.

D. Concrete Reinforcing Steel Institute (CRSI).

E. ICC Evaluation Service, Inc. (ICC-ES):

1. AC308 - Acceptance Criteria for Post-Installed Adhesive Anchors in Concrete Elements.

F. NSF International (NSF):

1. 61 - Drinking Water System Components - Health Effects.

G. Society for Protective Coatings (SSPC):

1. SP-1 - Solvent Cleaning.

1.03 DEFINITIONS
A. Evaluation Service Report (ESR): Report prepared by ICC-ES, or other testing agency acceptable to Engineer and to the Building Official, that documents testing and review of a product to confirm that it complies with the requirements of designated ICC-ES Acceptance Criteria, and to document its acceptance for use under the Building Code specified in Section 01410 - Regulatory Requirements.

1.04 SUBMITTALS
A. Product data: Technical data for adhesives, including:

1. Manufacturer's printed installation instructions (MPII).

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2. Independent laboratory test results indicating allowable loads in tension and shear for concrete of the types included in this Work, with load modification factors for temperature, spacing, edge distance, and other installation variables.

3. Handling and storage instructions.

4. Evidence of current listing under NSF-61 for use in contact with potable water.

B. Quality control submittals:

1. Special inspection: Detailed step-by-step instructions for the special inspection procedures required by the building code specified in Section 01410 - Regulatory Requirements.

2. For each adhesive to be used, Evaluation Report confirming that the product complies with the requirements of AC308 for both un-cracked and cracked concrete and for use in Seismic Design Categories A through F.

3. Installer qualifications:
a. Submit evidence of successful completion of adhesive manufacturer's installation training program.
b. Submit evidence of current certification for installation of inclined and overhead anchors under sustained tension loading.

C. Inspection and testing reports:

1. Inspections: Field quality control: Reports of inspections and tests:
a. Inspections: Field quality assurance: Reports of special inspections and tests.

1.05 QUALITY ASSURANCE
A. Qualifications:

1. Installation requirements:
a. Have available at the site, and install anchors in accordance with, the adhesive manufacturer's printed installation instructions.

2. Installer qualifications:
a. Demonstrating successful completion of adhesive manufacturer's on-site training program for installation of adhesive-bonded anchors. b. Holding current certification for installation of adhesive-bonded anchors by a qualified organization acceptable to the Engineer and to the Building Official:
1) Organizations/certification programs deemed to be qualified are:
a) ACI-CRSI Adhesive Anchor Installer Certification Program. b) Adhesive anchor manufacturer's certification program, subject to acceptance by the Engineer and the Building Official.

1.06 DELIVERY, STORAGE, AND HANDLING
A. Store and protect products as follows, unless more restrictive requirements are recommended by the manufacturer:

1. Store adhesives and adhesive components on pallets or shelving in a covered- storage area protected from weather.

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2. Control temperature to maintain storage within manufacturer's recommended temperature range:
a. If products have been stored at temperatures outside manufacturer's recommended range, test by methods acceptable to the Engineer to confirm acceptability before installing in the Work.

3. Dispose of products that have passed their expiration date.

1.07 PROJECT CONDITIONS
A. As specified in Section 01850 - Design Criteria.

B. Seismic Design Category (SDC) for structures: SDC = D.

PART 2 PRODUCTS

2.01 GENERAL
A. Like items of materials: Use end products of one manufacturer in order to achieve structural compatibility and singular responsibility.

B. Adhesives shall have a current Evaluation Report documenting testing and compliance with the requirements or ACI 355.4 and of ICC-ES AC308 for use with un-cracked concrete and with cracked concrete in the Seismic Design Category specified.

C. Bond reinforcing bars and all thread rods in concrete using epoxy adhesive unless other adhesives specified are specifically indicated on the Drawings or approved in writing by the Engineer.

D. For locations where adhesive will be in direct contact with potable water in the finished work, provide documentation of testing and listing under NSF-61. Testing shall be by a nationally recognized agency acceptable to the Engineer.

2.02 EPOXY ADHESIVE
A. Materials:

1. Meeting the physical requirements of ASTM C881, Type IV, Grade 3, Class B or C depending on site conditions.

2. 2-component, 100 percent solids, insensitive to moisture.

3. Cure temperature, pot life, and workability: Compatible with intended use and environmental conditions.

B. Packaging:

1. Disposable, self-contained cartridge system furnished in side-by-side cartridges designed to fit into a manually or pneumatically operated caulking gun, and with resin and hardener components isolated until mixing through manufacturer's static mixing nozzle:
a. Nozzle designed to dispense components in the proper ratio and to thoroughly blend the components for injection from the nozzle directly into prepared hole.

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b. Provide nozzle extensions as required to allow full-depth insertion and filing from the bottom of the hole.

2. Container markings: Include manufacturer's name, product name, batch number, mix ratio by volume, product expiration date, ANSI hazard classification, and appropriate ANSI handling precautions.

C. Manufacturers: One of the following or equal:

1. Hilti, Inc., HIT-RE 500-V3.

2. Simpson Strong-Tie Co., Inc., SET-XP.

2.03 ALL THREAD RODS
A. Materials: As specified in Section 05120 - Structural Steel Framing for rods, nuts and washers.

2.04 REINFORCING BARS
A. As specified in Section 03301 - Concrete Work.

PART 3 EXECUTION

3.01 GENERAL
A. Execution of this work is restricted to installers who have personally completed the adhesive manufacturer's on-site training for the products to be installed, and who are personally certified through a qualified certification program described under Quality Assurance and accepted by the Engineer and the Building Official:

1. Do not install holes or adhesive until training is complete.

B. Perform work in strict compliance with the accepted MPII and the following instructions. Where the accepted MPII and the instructions conflict, the MPII shall prevail.

C. Install reinforcing bars and all thread rods to embedment depth, and at spacing and locations indicated on the Drawings:

1. If embedment depth is not indicated, contact Engineer for requirements.

3.02 PREPARATION
A. Do not begin installation of adhesive bonded anchors until:

1. Concrete has achieved an age of at least 21 days after placement.

2. On-site training in installation of adhesive bonded anchors by manufacturer's technical representative is complete. Do not drill holes in concrete or install adhesive and embeds in holes.

B. Review manufacturer's printed installation instructions (MPII) and "conditions of use" stipulated in the Evaluation Report before beginning work:

1. Bring to the attention of the adhesive manufacturer's technical representative any discrepancies between these documents and resolve before proceeding with installation.

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C. Install adhesive bonded anchors in full compliance with manufacturer's printed installation instructions using personnel who have successfully completed manufacturer's on-site training for products to be used and who hold certifications specified in this Section.

D. Confirm that adhesive and substrate receiving adhesive are within manufacturer's recommended range for temperature and moisture conditions, and will remain so during the curing time for the product.

3.03 HOLE SIZING AND INSTALLATION
A. Drilling holes:

1. Determine location of reinforcing bars or other obstructions with a nondestructive indicator device, and mark locations with construction crayon on the surface of the concrete.

2. Do not damage or cut existing reinforcing bars, electrical conduits, or other items embedded in the existing concrete without prior acceptance by Engineer.

B. Hole drilling equipment:

1. Electric or pneumatic rotary impact type with medium or light impact:
a. Installation of anchors in cored holes is not permitted. b. Set drill to "rotation only" mode, or to "rotation plus hammer" mode in accordance with the manufacturer's installation instructions and the requirements of the Evaluation Report.
c. Where edge distances are less than 2 inches and "rotation plus hammer" mode is permitted, use lighter impact equipment to prevent micro-cracking and concrete spalling during the drilling process.

2. Drill bits: Carbide-tipped in accordance with ANSI B212-15 unless otherwise recommended by the manufacturer or required as a "condition of use" in the Evaluation Report:
a. Hollow drill bits with flushing air systems are preferred. Air supplied to hollow drill bits shall be free of oil, water, or other contaminants that will reduce bond.

C. Hole diameter: As recommended in the manufacturer's installation instructions and the Evaluation Report.

D. Hole depth: As recommended in the manufacturer's installation instructions to provide minimum effective embedment indicated on the Drawings.

E. Obstructions in drill path:

1. If an existing reinforcing bar or other obstruction is hit while drilling a hole, unless otherwise accepted by Engineer, stop drilling. Prepare and fill the hole with dry-pack mortar. Relocate the hole to miss the obstruction and drill another hole to the required depth:
a. Obtain Engineer's acceptance of distance between abandoned and relocated holes before proceeding with the relocation.
b. Allow dry-pack mortar to cure to a strength equal to that of the surrounding concrete before resuming drilling in the area.

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c. Epoxy grout may be substituted for dry-pack mortar when accepted by Engineer.

2. Avoid drilling an excessive number of holes in an area of a structural member, which would excessively weaken the member and endanger the stability of the structure.

3. When existing reinforcing steel is encountered during drilling and when specifically accepted by Engineer, enlarge the hole by 1/8 inch, core through the existing reinforcing steel at the larger diameter, and resume drilling at original hole diameter using pneumatic rotary impact drill.

4. Bent bar reinforcing bars: Where edge distances are critical, and interference with existing reinforcing steel is likely, if acceptable to Engineer, drill hole at 10 degree (or less) angle from axis of reinforcing bar or all thread rod being installed.

F. Cleaning holes:

1. Insert air nozzle to bottom of hole and blow out loose dust:
a. Use compressed air that is free of oil, water, or other contaminants that will reduce bond.
b. Provide minimum air pressure of 90 pounds per square inch for not less than 4 seconds.

2. Using a stiff bristle brush with diameter that provides contact around the full perimeter of the hole, vigorously brush hole to dislodge compacted drilling dust:
a. Insert brush to the bottom of the hole and withdraw using a simultaneous twisting motion.
b. Repeat at least 4 times.

3. Repeat the preceding steps as required to remove drilling dust or other material that will reduce bond, and in the number of cycles required by the MPII and the Evaluation Report.

4. Leave prepared holes clean and dry.

5. Protect prepared and cleaned holes from contamination and moisture until adhesive is installed.

6. Re-clean and dry previously prepared holes if, in the opinion of the Engineer, the hole has become contaminated after initial cleaning.

3.04 INSTALLATION OF ADHESIVE AND INSERTS
A. Clean and prepare inserts reinforcing bars and all thread rods:

1. Prepare embedded length of reinforcing bars and all thread rods by cleaning to bare metal. Inserts shall be free of oil, grease, paint, dirt, mill scale, rust, or other coatings that will reduce bond.

2. Solvent clean prepared reinforcing bars and all thread rods over the embedment length in accordance with SSPC SP-1. Provide an oil and grease free surface for bonding of adhesive to steel.

B. Fill holes with adhesive:

1. Starting at the bottom of the hole, fill hole with adhesive inserting the reinforcing bar or all thread rod.

2. Fill hole as nozzle is withdrawn without creating air voids.

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3. Unless otherwise indicated on the Drawings, fill hole with sufficient adhesive so that excess adhesive is extruded out of the hole when the reinforcing bar or all thread rod is inserted.

4. Where necessary, seal hole at surface of concrete to prevent loss of adhesive during curing.

C. Installing reinforcing bars and all thread rods:

1. Unless otherwise indicated on the Drawings, install bars and rods perpendicular to the concrete surface.

2. Insert reinforcing bars and all thread rods into adhesive in accordance with manufacturer's recommended procedures.

3. Confirm that insert has reached the designated embedment in the concrete, and that adhesive completely surrounds the embedded portion.

4. Securely brace bars and all thread rods in place to prevent displacement while the adhesive cures. Bars and rods displaced during curing will be considered damaged and replacement will be required.

5. Clean excess adhesive from the mouth of the hole.

D. Curing and loading:

1. Provide and maintain curing conditions recommended by the adhesive manufacturer for the period required to fully cure the adhesive at the temperature of the concrete.

2. Do not disturb or load bonded embeds until manufacturer's recommended cure time, based on temperature of the concrete, has elapsed.

3.05 POST-INSTALLATION ACTIVITIES
A. Do not bend bars or all-thread rods after bonding to the concrete, unless accepted in advance by the Engineer.

B. Attachments to all thread rods:

1. After assemblies to be connected are placed, install nuts and washers for threaded rods as indicated on the Drawings.

3.06 FIELD QUALITY CONTROL
A. Provide field quality control over the Work of this Section as specified in Section 01450 - Quality Control.

B. Do not allow work described in this Section to be performed by individuals who do not hold the specified certifications and who have not completed the specified job site training.

C. Manufacturer's services:

1. Before beginning installation, furnish adhesive manufacturer's technical representative to conduct on-site training in proper storage and handling of adhesive, drilling and cleaning of holes, and preparation and installation of reinforcing bars and all thread rods:
a. Provide notice of scheduled training to Engineer and to Special Inspector(s) not less than 10 working days before training occurs.

Engineer and Special Inspector may attend training sessions.

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2. Submit record, signed by the manufacturer's technical representative, listing Contractor's personnel who completed the training. Only qualified personnel who have completed manufacturer's on-site training shall perform installations.

D. Field inspections and testing:

1. Hole drilling and preparation.

2. Results: Submit records of inspections and testing to Engineer by electronic copies within 24 hours after completion.

3.07 FIELD QUALITY ASSURANCE
A. Provide field quality assurance over the Work of this Section as specified in Section 01450 - Quality Control.

B. Special inspections, special tests, and structural observation:

1. Provide as specified in Section 01455 - Regulatory Quality Assurance.

2. Frequency of inspections:
a. Unless otherwise indicated on the Drawings or in this Section, provide periodic special inspection as required by the Evaluation Report for the product installed.
b. Provide continuous inspection for the initial installation of each type and size of adhesive bonded reinforcing bar and all thread rod. Subsequent installations of the same anchor may be installed with periodic inspection as defined in subsequent paragraphs.

3. Preparation:
a. Review Drawings and Specifications for the Work to be observed. b. Review adhesive manufacturer's MPII and recommended installation procedures.
c. Review Evaluation Report "Conditions of Use" and "Special Inspection" requirements.

4. Inspection: Periodic:
a. Initial inspection. Provide an initial inspection for each combination of concrete and reinforcing bar strength or concrete strength and all thread rod material being installed. During initial inspection, observe the following for compliance with the installation requirements:
1) Concrete: Class (minimum specified compressive strength) and thickness.
2) Environment: Temperature conditions at work area, and moisture conditions of concrete and drilled hole.
3) Holes: Locations, spacing, and edge distances; verification of drill bit compliance with requirements; cleaning equipment and procedures; cleanliness of hole. Before adhesive is placed, confirm that depth and preparation of holes conforms to the requirements of the Contract Documents, the MPII, and the "conditions of use" listed in the Evaluation Report.
4) Adhesive: Product manufacturer and name; lot number and expiration date; temperature of product at installation; installation procedure. Note initial set times observed during installation. 5) Reinforcing bars and all thread rods: Material diameter and length; steel grade and/or strength; cleaning and preparation; cleanliness at insertion; minimum effective embedment provided.

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b. Subsequent inspections: Subsequent installations of the same reinforcing bars or all thread rods may be performed without the presence of the special inspector, provided that:
1) There is no change in personnel performing the installation, the general strength and characteristics of the concrete receiving the inserts, or the reinforcing bars and all thread rods being used. 2) For ongoing installations, the special inspector visits the site at least once per day during each day of installation to observe the work for compliance with material requirements and installation procedures.

5. Inspection: Continuous:
a. Make observations as described under "Inspection - Periodic, Initial Inspection" during all drilling, cleaning, and bonding activities for all bars and rods installed.

6. Records of inspections:
a. Provide a written record of each inspection using forms acceptable to the Engineer and to the Building Official.
b. Submit electronic copies of inspection reports to Engineer within 24 hours after completion of inspection.

END OF SECTION

Epoxies
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SECTION 03071

EPOXIES
PART 1 GENERAL

1.01 SUMMARY
A. Section includes:

1. Epoxy.

2. Epoxy gel.

3. Epoxy bonding agent.

1.02 REFERENCES
A. ASTM International (ASTM):

1. C881 - Standard Specification for Epoxy-Resin-Base Systems for Concrete.

2. C882 - Standard Test Method for Bond Strength of Epoxy-Resin Systems Used with Concrete by Slant Shear.

3. D638 - Standard Test Method for Tensile Properties of Plastics.

4. D695 - Standard Test Method for Compressive Properties of Rigid Plastics.

B. NSF International (NSF):

1. 61 - Drinking Water System Components - Health Effects.

1.03 SUBMITTALS
A. General: Submit as specified in Section 01330 - Submittal Procedures.

B. Product Data: Submit manufacturer's data completely describing epoxy materials:

1. Submit evidence of conformance to ASTM C881. Include manufacturer’s designations of Type Grade, Class, and Color.

2. Submit documentation that materials meet or exceed the specified strength and performance characteristics. Indicate test methods and test results.

3. Submit documentation confirming listing under NSF-61.

C. Quality control submittals:

1. Manufacturer's installation instructions.

PART 2 PRODUCTS

2.01 DESIGN AND PERFORMANCE CRITERIA
A. Performance requirements:

1. Provide epoxy materials that are new.

2. Store and use products within limitations set forth by manufacturer.

3. Perform and conduct work of this Section in neat orderly manner.

Epoxies
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2.02 MATERIALS
A. General:

1. Moisture tolerant, water-insensitive, two-component epoxy resin adhesive material containing 100 percent solids, and meeting or exceeding the performance properties specified when tested in accordance with the standards specified.

2. Listed under NSF-61 for use in direct contact with potable water.

B. Epoxy: Low viscosity product in accordance with ASTM C881; Types I, II and IV; Grade 1; Class C, except as modified in this Section:

1. Manufacturers: One of the following or equal:
a. Dayton Superior, Unitex Pro-Poxy 100.
b. Sika Corporation, Sikadur 35 Hi-Mod LV.

2. Required properties:

Table 1 - Material Properties - Epoxy.

Property Test Method Required Results (“neat”)
Tensile Strength
(7-day)
ASTM D638 7,000 pounds per square inch, minimum.

Compressive Yield Strength
(7-day)
ASTM D695 10,000 pounds per square inch, minimum.

Bond Strength (harded
concrete to harded concrete
after2-day cure)
ASTM C882 1,000 pounds per square inch, minimum.

Concrete failure before failure of epoxy.

Viscosity (mixed) 250-550 centipoise
Notes: Testing results are for materials installed and cured at a temperature between 72 and 78 degrees Fahrenheit for 7
days, unless otherwise noted.

C. Epoxy gel: Non-sagging product in accordance with ASTM C881, Types I and IV, Grade 3, Class C:

1. Manufacturers: One of the following or equal:
a. Sika Corp., Sikadur 31, Hi-Mod Gel.

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2. Required properties:

Table 2 - Material Properties - Epoxy Gel.

Property Test Method Required Results (“neat”)
Tensile Strength
(7-day)
ASTM D638 2,000 pounds per square inch, minimum.

Compressive Yield
Strength
(7-day)
ASTM D695 8,000 pounds per square inch, minimum.

Bond Strength
(14-day)
ASTM C882 1,500 pounds per square inch, minimum.

Notes: Testing results are for materials installed and cured at a temperature between 72 and 78 degrees Fahrenheit for 7 days, unless otherwise noted.

D. Epoxy bonding agent: Non-sagging product in accordance with ASTM C881, Type II, Grade 2, Class C:

1. Manufacturers: One of the following or equal:
a. Sika Chemical Corp., Sikadur 32 Hi-Mod LPL.

2. Required properties:

Table 3 - Material Properties - Epoxy Bonding Agent
Property Test Method Required Results
Tensile Strength
(7-day)
ASTM D638 3,300 pounds per square inch, minimum.

Compressive Yield
Strength
(7-day)
ASTM D695 8,300 pounds per square inch, minimum.

Bond Strength
(14-days)
ASTM C882 1,800 pounds per square inch, minimum.

Concrete failure before failure of epoxy bonding
agent.

Pot Life - Minimum 45 minutes at 90 degrees Fahrenheit.

Notes: Testing results are for materials installed and cured at a temperature between 72 and 78 degrees Fahrenheit for 7 days, unless otherwise noted.

PART 3 EXECUTION

3.01 INSTALLATION
A. Install and cure epoxy materials in accordance with manufacturer's installation instructions.

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B. Epoxy:

1. Apply in accordance with manufacturer's installation instructions.

C. Epoxy gel:

1. Apply in accordance with manufacturer's installation instructions.

2. Use for vertical or overhead work, or where high viscosity epoxy is required.

3. Epoxy gel used for vertical or overhead work may be used for horizontal work.

D. Epoxy bonding agent:

1. Apply in accordance with manufacturer's installation instructions.

2. Bonding agent will not be required for filling form tie holes or for normal finishing and patching of similar sized small defects.

END OF SECTION
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SECTION 03301

CONCRETE WORK

TABLE OF CONTENTS
PART 1 GENERAL ................................................................................................................. 2

1.01 SUMMARY ................................................................................................................... 2

1.02 REFERENCES ............................................................................................................. 2

1.03 TERMINOLOGY ........................................................................................................... 3

1.04 SUBMITTALS ............................................................................................................... 3

1.05 QUALITY ASSURANCE ............................................................................................... 6

1.06 DELIVERY, STORAGE, AND HANDLING ................................................................... 6

1.07 PROJECT CONDITIONS ............................................................................................. 7

1.08 SEQUENCING AND SCHEDULING ............................................................................ 7 PART 2 PRODUCTS .............................................................................................................. 7

2.01 FORMWORK ................................................................................................................ 7

2.02 JOINT MATERIALS ...................................................................................................... 8

2.03 REINFORCEMENT ...................................................................................................... 9

2.04 SOURCE QUALITY CONTROL ................................................................................... 9

2.05 CONCRETE MIXES ................................................................................................... 10

2.06 CONCRETE BATCHING AND MIXING EQUIPMENT ............................................... 14

2.07 CONCRETE FINISHING AND CURING MATERIALS ............................................... 15 PART 3 EXECUTION ........................................................................................................... 15

3.01 GENERAL .................................................................................................................. 15

3.02 FORMING ................................................................................................................... 16

3.03 PLACING CONCRETE REINFORCEMENT, EMBEDS, AND ACCESSORIES......... 18

3.04 BATCHING, MIXING, TRANSPORTING, AND DELIVERING CONCRETE .............. 19

3.05 CONVEYING, DEPOSITING, AND CONSOLIDATING CONCRETE ........................ 20

3.06 FINISHING CONCRETE ............................................................................................ 22

3.07 CURING AND PROTECTING CONCRETE ............................................................... 23

3.08 JOINTS AND JOINT PREPARATION ........................................................................ 25

3.09 TOLERANCES ........................................................................................................... 26

3.10 FIELD QUALITY CONTROL BY CONTRACTOR ...................................................... 27

3.11 FIELD QUALITY CONTROL BY OWNER .................................................................. 28

3.12 NON-CONFORMING WORK ..................................................................................... 28

3.13 ADJUSTING ............................................................................................................... 29

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PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Concrete formwork; concrete accessories; concrete reinforcement; batching and mixing of concrete to be cast-in-place; concrete placement and curing: and tooled concrete finishes.

1.02 REFERENCES
A. American Concrete Institute (ACI):

1. 117 - Standard Specifications for Tolerances for Concrete Construction and Materials.

2. 305 - Specification for Hot Weather Concreting.

3. 306 - Standard Specification for Cold Weather Concreting.

4. 318 - Building Code Requirements for Structural Concrete and Commentary.

5. SP-66 - ACI Detailing Manual.

B. ASTM International (ASTM):

1. A615 - Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement.

2. A1064 – Standard Specification for Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete.

3. C31 - Standard Practice for Making and Curing Concrete Test Specimens in the Field.

4. C33 - Standard Specification for Concrete Aggregates.

5. C39 - Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens.

6. C94 - Standard Specification for Ready-Mixed Concrete.

7. C138 - Standard Test Method for Density (Unit Weight), Yield, and Air Content (Gravimetric) of Concrete.

8. C143 - Standard Test Method for Slump of Hydraulic-Cement Concrete.

9. C150 - Standard Specification for Portland Cement.

10. C156 - Standard Test Method for Water Loss from a Mortar Specimen Through Liquid Membrane-Forming Curing Compounds for Concrete.

11. C171 - Standard Specification for Sheet Materials for Curing Concrete.

12. C172 - Standard Practice for Sampling Freshly Mixed Concrete.

13. C173 - Standard Test Method for Air Content of Freshly Mixed Concrete by the Volumetric Method.

14. C260 - Standard Specification for Air-Entraining Admixtures for Concrete.

15. C309 - Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete.

16. C311 - Standard Test Methods for Sampling and Testing Fly Ash or Natural Pozzolans for Use in Portland-Cement Concrete.

17. C494 - Standard Specification for Chemical Admixtures for Concrete.

18. C618 - Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete.

19. C1064 - Standard Test Method for Temperature of Freshly Mixed Hydraulic-Cement Concrete.

20. C1218 - Standard Test Method for Water-Soluble Chloride in Mortar and Concrete.

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21. C1260 - Standard Test Method for Potential Alkali Reactivity of Aggregates (Mortar-Bar Method).

22. C1293- Standard Test Method for Determination of Length Change of Concrete Due to Alkali-Silica Reaction.

23. C1778 - Standard Guide for Reducing the Risk of Deleterious Alkali-Aggregate Reaction in Concrete.

24. D1751 - Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types).

25. D1752 - Standard Specification for Preformed Sponge Rubber Cork and Recycled PVC Expansion Joint Fillers for Concrete Paving and Structural Construction.

26. D2103 - Standard Specification for Polyethylene Film and Sheeting.

C. Concrete Reinforcing Steel Institute (CRSI):

1. Manual of Standard Practice.

1.03 TERMINOLOGY
A. The words and terms listed below, are not defined terms that require initial capital letters, but, when used in this Section have the indicated meaning:

1. Alkali load: Amount of alkalies contributed by the portland cement in a concrete mixture, expressed in lb/yd
3, and calculated by multiplying the
portland cement content of the concrete in lb/yd3 by the alkali content of the portland cement; or the portland cement portion of a blended cement, divided by 100.

2. Green concrete: Concrete whose current compressive strength is less than 100 percent of the minimum specified compressive strength, f’c.

3. Hand mixed concrete: Concrete mixed at or near the point of placement using shovels, hoes, or other similar manually operated tools.

4. Hot weather: A period when project conditions such as low humidity, high temperature, solar radiation, and high winds promote rapid drying of freshly placed concrete.

5. Neat cement grout: Grout made from a mixture of portland cement and water.

6. Supplementary cementitious material: inorganic material such as fly ash, natural pozzolans, silica fume, or slag cement that reacts pozzolanically or hydraulically.

1.04 SUBMITTALS
A. General:

1. Submittal as specified in Section 01330 - Submittal Procedures unless modified in this Section.

B. Product data:

1. Formwork:
a. Formwork facing materials. Data on facing materials for concrete exposed to view in the finished work, if different from that specified in this Section. b. Form release agent. Manufacturer’s name and catalog data, including materials safety data sheet and documentation of suitability for use in contact with potable water.

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2. Joint materials:
a. Preformed expansion joint material: Manufacturer’s name and catalog data with documentation of conformance to materials standards specified for each type and thickness of material.

3. Reinforcement:
a. Mill certificates for each heat of steel provided.
b. Reinforcement placement drawings:
1) Show anchor bolt locations based on anchor bolt templates for approved equipment.
c. Concrete bar supports:
1) Precast concrete bar supports ("dobies"): Manufacturer’s product data indicating compression strength of concrete supports and material used for tie wires.
2) Wire chairs and slab bolsters: Manufacturer’s product data.

4. Concrete materials:
a. Cement:
1) Mill certificate in accordance with ASTM C150. Include "Type" and results of testing for alkali content measured as equivalent alkalies. b. Supplementary cementitious materials:
1) Fly Ash: Identify source and provide testing results documenting compliance with ASTM C618 and any additional requirements of this Section.
2) Slag cement: Identify source and provide testing results documenting compliance with ASTM C989 and any additional requirements of this Section.
3) Silica Fume: Identify source and provide testing results documenting compliance with ASTM C1240 and any additional requirements of this Section.
c. Aggregates:
1) Type, pit or quarry location, and producer’s name.
2) Commercial laboratory test reports for samples of each aggregate proposed for use. Tests shall have been made not more than 24 months prior to the date of the submittal:
a) Fine aggregate: Gradation analysis, specific gravity, reactivity, and reports of deleterious materials to document compliance with ASTM C33.
b) Coarse aggregate: Gradation analysis, specific gravity, soundness, reactivity, and reports of deleterious materials to document compliance with ASTM C33 for each size used.
d. Admixtures:
1) Manufacturer’s catalog cuts and product data indicating compliance with the standards specified.

5. Concrete mixes: Submit full details, including:
a. Mix proportions measured by both weight and volume and concrete properties for each class of concrete proposed for use:
1) Information on correction of batching for varying moisture contents of fine aggregate.

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b. Data to establish the average compressive strength:
1) If established by field test records, submit:
a) Product and test data for the materials actually used in the mix. b) Actual mix proportions used in the mix producing the record. c) Field test data for slump, air content, and 28-day compressive strength. Include not less than 15 tests in accordance with ACI 318 Chapter 5.
2) If established by testing of trial batches, submit:
a) Confirmation that the materials and proportions used in the trial batches are those that will be provided for the mix.
b) Mix test data for slump, air content, and 28-day compressive strength.
3) For either method, include calculations for:
a) Standard deviation: Calculated in accordance with ACI 318 requirements.
b) Required average compression strength (f’cr) using the standard deviation calculated in accordance with ACI 318 requirements. c) Statement demonstrating that the average compression strength from field test records or from trial batch testing for each mix (f’c
avg) exceeds the required average compressive strength (f’cr) for that mix.
c. Data to establish alkali load:
1) Determine and include the alkali load of the proposed mix. d. Data to establish chloride content:
1) Submit test results showing that the concrete mix contains water-soluble chloride ion content contributed from the constituents including water, aggregates, cementitious materials, and admixtures is less than the limit specified in Table B of this Section. Test shall be performed in accordance with ASTM C1218 at age between 28 and 42 days after mixing.

6. Concrete finishing and curing materials:
a. Manufacturer’s name and product data sheets.

C. Shop drawings:

1. Reinforcement:
a. Submit drawings showing bending and placement of reinforcement:
1) Drawings shall be in accordance with ACI SP-66.
2) Clearly show placement, shapes, and dimensions of each bar listed in the bill of materials, including additional reinforcement at corners and openings required by details in the Contract Documents. 3) Show splice locations and bar lengths reflecting Contractor’s intended placement sequence.

D. Samples:

1. Form ties: If requested by the Engineer.

2. Concrete bar supports: If requested by the Engineer, provide samples of:
a. Precast concrete bar supports ("dobies").
b. Wire chairs and slab bolsters.

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E. Procedures:

1. Contractor’s plans for production, placement, finishing, curing, protection, and temperature monitoring of concrete during the following environmental conditions:
a. Hot weather.

F. Project record documents:

1. For the following items, note location of concrete in the structure, and include tag numbers of associated cylinders for compression strength tests.

2. Concrete delivery tickets. Submit copies of concrete delivery tickets within 24 hours after delivery.

3. Field test reports: Results of field-testing for slump, temperature, unit weight, and air entrainment.

4. Testing laboratory reports for compression strength.

G. Notifications:

1. Modifications to concrete mixes:
a. Submit notification of any adjustments to mixture proportions and any changes in materials made during the course of the Work for Engineer’s review.
b. Include details of the changes and supporting documentation.

2. Joint locations:
a. Where joint locations other than those indicated on the Drawings are requested, submit proposed locations for Engineer’s review. b. Provide drawings showing proposed joint locations with joint types labeled and joint details referenced.

3. Reinforcement placement: Where necessary to move reinforcement beyond the specified placing tolerances to avoid interference, submit the proposed arrangement for Engineer’s review.

4. Concrete placements: Submit notification of readiness for each concrete placement at least 24 hours in advance.

5. Concrete repairs:
a. Where concrete surfaces or sections exhibit defects after removal of forms, submit description of existing conditions and of proposed repair procedures and materials.
b. Include photos of existing conditions with submittal.

1.05 QUALITY ASSURANCE
A. Tolerances on concrete construction: In accordance with ACI 117 unless more stringent requirements are specified in the Contract Documents.

B. Concrete mixtures:

1. Ensure that concrete produced has the specified characteristics in the freshly mixed state, and that those are maintained to during transport and delivery and to the point of final placement.

1.06 DELIVERY, STORAGE, AND HANDLING
A. Deliver, store, and handle concrete materials in manner as to prevent damage and inclusion of foreign substances.

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B. Deliver reinforcing steel bundled and tagged with identifying tags marked in a legible manner with waterproof markings showing the same designations as indicated on the submitted shop drawings:

1. Store off the ground and protect from moisture, dirt, oil, and other injurious contaminants.

C. Protect concrete accessories from weather and direct exposure to sunlight before installation.

1.07 PROJECT CONDITIONS
A. Environmental requirements:

1. Hot weather concreting: Construct in accordance with ACI 305 during conditions when the ambient air temperature is above 90 degrees Fahrenheit.

2. Conditions that promote rapid drying of freshly placed concrete, such as low humidity, high temperature, and wind: Take corrective action to minimize loss of water from the concrete.

1.08 SEQUENCING AND SCHEDULING
A. Schedule placing of concrete in such a manner that completes any single placing operation to a construction or expansion joint as indicated on the Drawings or accepted by the Engineer in advance of the placement.

PART 2 PRODUCTS

2.01 FORMWORK
A. Forms:

1. Design and performance requirements:
a. Design and performance of formwork shall be the responsibility of the Contractor, subject to the requirements of the Contract Documents. b. Design, construct, and brace formwork to:
1) Carry all loads applied or transmitted, including the pressure resulting from placement and vibration of plastic concrete.
2) Remain tight to prevent loss of mortar.
3) Maintain specified tolerances and provide finished surfaces as specified.
c. Maximum deflection of facing materials and supporting members on surfaces exposed to view in the finished work: 0.0042 times the clear span (span/240).
d. Maximum deviation from alignment (horizontal or vertical): In accordance with ACI 117.

2. Form facing materials:
a. Surfaces exposed to view in the finished work:
1) Facing materials shall produce a smooth, uniform texture on the concrete.
2) Do not use materials with raised grain, tears, worn edges, patches, dents, or other similar defects.

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3) Acceptable materials: Plywood with "C" or better face, plastic-faced plywood, tempered concrete form grade hardboard, or steel. b. Surfaces not exposed to view in the finished work:
1) Special form facing material not required.

3. Forms for chamfers and keyways:
a. Uniform steel, plastic, or lumber section of dimensions shown or specified. b. Provide adequate stiffness and support to maintain a true line at the concrete surface.
c. Treated to eliminate bond with the concrete if required to produce a smooth, uniform, and undamaged finish upon removal.

B. Form ties:

1. General:
a. Provide form ties fabricated by recognized manufacturer of concrete forming equipment and suitable for use with the forming system selected. b. Provide ties that accurately tie, lock, and spread forms:
1) Do not use wire ties or wood spreaders.
c. Provide form ties manufactured such that, when forms are removed, the tie leaves no metal or other material within 1-1/2 inches of the surface of the concrete.
d. Do not allow tie holes through forms for ties to leak during concrete placement.

2. Cone snap ties: Tie with removable plastic cone leaving a tapered depression having a minimum diameter of 1 inch at the surface of the concrete and a depth of 1-1/2 inches below the surface.

C. Dry-pack mortar for filling cone snap tie holes:

1. Proportioned mix of 1 part of portland cement to 1 part plaster sand with potable water added to provide a stiff consistency that can be driven into holes and properly compacted.

2. Admixtures or additives to mortar are not permitted.

D. Form release agent: Commercially manufactured, non-staining formwork release agent that will prevent absorption of water by the formwork and will prevent bond between the formwork and the concrete.

1. Form release agent to comply with all local air quality management regulations.

2.02 JOINT MATERIALS
A. Synthetic sponge rubber expansion joint material:

1. Elastic sponge rubber compound in accordance with ASTM D1752, Type I.

2. Concrete-gray color unless otherwise noted.

3. Thickness: As indicated on the Drawings.

4. Manufacturers: One of the following or equal:
a. Williams Products Inc., Everlastic 1300.
b. WR Meadows, Seal Tight Sponge Rubber Expansion Joint.

B. Bituminous fiber expansion joint material:

1. Thickness: To match joint width indicated on the Drawings.

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2. Asphalt-impregnated fiberboard in accordance with ASTM D1751. a. Manufacturers: One of the following or equal:
1) Durajoint.
2) W.R. Meadows, SealTight Fibre Expansion Joint.

C. Sealants and caulking: As specified in Section 07900 - Joint Sealants.

2.03 REINFORCEMENT
A. Materials:

1. Deformed bars: In accordance with ASTM A615 Grade 60.

2. Welded wire fabric: Sheets of plain wire in accordance with ASTM A1064.

3. Bar supports:
a. Over ground or "mud mat":
1) Precast concrete blocks with cast-in annealed steel tie wires, 16 gauge or heavier.
a) Compressive strength of blocks equal to or exceeding the compressive strength of the surrounding concrete.
2) Height as required for minimum 3 inches of clear concrete cover below reinforcement.
3) Minimum block "footprint" of 4 square inches, or as required to supporting load from reinforcement while maintaining the required concrete cover.
b. Wire supports: Class 2, Type B stainless steel protected wire in accordance with CRSI Manual of Standard Practice.

4. Tie wire: Annealed steel.

B. Fabrication:

1. Cut and cold-bend bars in accordance with provisions of ACI 315 and ACI 318.

2. Fabricate reinforcement to the tolerances in accordance with ACI 117.

3. Provide bars free from defects and kinks and from bends not indicated on the Drawings.

2.04 SOURCE QUALITY CONTROL
A. Submit documentation that the proposed concrete mixes will conform to the requirements of this Section and will produce concrete having the required proportions and properties specified:

1. Do not place concrete until the design for that mix and the results of any trial batch testing have been accepted by the Engineer.

2. If the Engineer requires changes to the mix design, modify mixes within limits set forth in this Section and submit new mix design for Engineer’s review.

B. After acceptance, do not change mixes or mix proportions without prior acceptance by the Engineer:

1. Exception: At all times, adjust batching of water to compensate for free moisture content of aggregates. Total water content in the mix shall not exceed that specified.

C. If there is change in source of cement or aggregate, or if there is a significant change in the characteristics or quality of any constituent material received from a Concrete Work
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source accepted to supply materials, submit new design mixes for each class of concrete affected.

D. Testing of materials and mixes before placement to demonstrate that they comply with the requirements of this Section shall be at the Contractor’s expense.

2.05 CONCRETE MIXES
A. Constituent materials:

1. Cement:
a. Portland cement: In accordance with ASTM C150, Type II or Type III:
1) Cement for finishes or repairs: Provide cement from same source and of same type as concrete to be finished.

2. Supplementary Cementitious Materials (SCM):
a. Fly ash:
1) In accordance with ASTM C618, Class F.
2) Sampling and testing: In accordance with ASTM C311.
3) Loss on ignition: Not to exceed 4 percent.
b. Slag cement:
1) Grade 80, 100, or 120 in accordance with ASTM C989, except as modified below:
a) Fineness: Amount retained on a No. 325 sieve: 20 percent maximum.
b) Total alkalies Na
2O + 0.658 K2O:
(1) Minimum: 0.60 percent.
(2) Maximum: 0.90 percent.
c. Silica fume:
1) Provide silica fume in accordance with ASTM C1240, except as modified below:
a) Moisture content: 3 percent maximum.
b) Loss on ignition: 6 percent maximum.
c) Reactivity with cement alkalies: 80 percent minimum. d) Sulfate resistance: maximum 0.10 percent expansion at 6 months.

3. Aggregates:
a. General:
1) Provide normal weight concrete aggregates that are sound, uniformly graded, and free of deleterious material in excess of the amounts specified.
2) Do not use aggregate made from recycled materials such as crushed and screened hydraulic-cement concrete, brick, or other construction waste.
3) Obtain aggregate from source that is capable of providing uniform quality, moisture content, and grading during any single day's operations.
4) Alkali-silica reactivity:
a) Provide fine and coarse aggregate classified as
aggregate-reactivity class of R0 in accordance with
ASTM C1778 and with expansion not greater than 0.10 percent at 14 days when tested in accordance with ASTM C1260 and Concrete Work
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not greater than 0.04 percent at 1 year when tested in
accordance with ASTM C1293.
b. Fine aggregate:
1) Provide fine aggregate consisting of clean, natural sand or of sand prepared from crushed stone or crushed gravel.
2) In accordance with ASTM C33.
c. Coarse aggregate:
1) Provide coarse aggregate consisting of gravel or crushed stone made up of clean, hard, durable particles free from calcareous coatings, organic matter, or other foreign substances; and in accordance with ASTM C33, Class 4S.
2) Grading: Unless otherwise specified or accepted in writing by the Engineer, provide the following:
a) Aggregate for Class A Concrete: ASTM C33, Size Number 57. b) Aggregate for Class CE Concrete: ASTM C33, Size Number 8. c) Where a combination of 2 or more sizes of coarse aggregate are used, the gradation of the blend shall conform to the grading requirements in accordance with ASTM C33 for the size number specified.

4. Water:
a. Water for concrete mixes, for washing aggregate, and for curing concrete:

Potable water, clean and free from oil and deleterious amounts of alkali, acid, organic matter, or other substances.
b. Do not exceed the optional chemical limits of ASTM C1602.

5. Admixtures:
a. General:
1) Do not use admixtures, except those specified, unless written authorization has been obtained from the Engineer.
2) Admixtures shall be compatible with concrete and other admixtures.

Admixtures (other than fly ash) shall be the products of a single manufacturer to ensure compatibility.
3) Do not use admixtures containing chlorides in excess of 0.5 percent by weight of cement when calculated as chloride ion.
b. Air entraining admixture: In accordance with ASTM C260. c. Water reducing admixture:
1) In accordance with ASTM C494, Type A or Type D.
2) Not containing air-entraining agents.
d. High range water reducing admixtures/plasticizing admixtures:
1) High-range water reducing admixtures: In accordance with ASTM C494, Type F.
2) Use shall produce non-segregating concrete mixture with little bleeding that remains in a plastic state for not less than 2 hours.

B. Mix design and proportioning:

1. Proportion mixes to provide compression strength, workability, and durability as specified in this Section.

2. Submit documentation that the proposed mixes will conform to the requirements of this Section and will produce concrete having the required properties.

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3. Compression strength:
a. Proportion each concrete mix to provide the required average compressive strength (f’cr) determined in accordance with the provisions of ACI 318 Chapter 19.
b. Determine required average compressive strength (f’cr) for each class of concrete using the specified compressive strength of the mix, f’c, and the standard deviation determined in accordance with ACI 318. 1) Establish the standard deviation in accordance with ACI 318 and based on either field test records or based on trial batches. 2) Documentation of standard deviation based on field test records:
a) Calculate standard deviation in accordance with ACI 318 procedures using test records that:
(1) Represent materials, quality control procedures, and conditions similar to those expected for this Work.
(2) Do not include provisions for materials and proportions that are more restrictive than the materials proposed for use in this Work.
(3) Represent a mix proportioned to provide a specified compressive strength (f’c) within 1,000 pounds per square inch of that specified for the corresponding mix in this Section.
3) Documentation of standard deviation based on trial batches plus empirical code requirements:
a) When records including at least 15 consecutive tests that span a period of at least 45 calendar days are not available, determine required average compressive strength (f'
cr) from Table A:

TABLE A
Required Average Compressive Strength
Specified Compressive Strength
f'c (pounds per square inch)
Required Average Compressive Strength
f'cr (pounds per square inch)
Less than 3,000 f'c + 1,000
3,000 to 5,000 f'c + 1,200

4. Workability:
a. Provide concrete with workability and consistency that can be readily worked into corners and angles of forms and around reinforcement without excessive vibration and without permitting materials to segregate or free water to collect on the surface.

5. Cement content:
a. Minimum cementitious materials content: Conform to values specified in Table B of this Section.
b. Ratio of water to cementitious materials:
1) Conform to values specified in Table B of this Section. 2) Total water, including that from moisture content of aggregates and admixtures, shall not exceed that specified in Table B of this Section.

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6. Supplementary Cementitious Materials:
a. Fly ash:
1) Maximum of 25 percent by weight of total weight of cementitious materials (cement plus fly ash).
2) Other supplemental cementitious materials shall not be used without prior acceptance by the Engineer.
a. Slag cement:
1) Minimum slag cement content: 20 percent of the total weight of cementitious materials.
2) Maximum slag cement content: 50 percent of the total weight of cementitious materials.
b. Silica fume:
1) Minimum silica fume content: 4 percent of the total weight of cementitious materials.
2) Maximum silica fume content: 15 of the total weight of cementitious materials.

7. Aggregates:
a. Ratio of coarse aggregate to fine aggregate: Not less than 1.0 or more than 2.0 for all concrete classes, with exception of Class CE.

8. Admixtures:
a. Use in accordance with manufacturer’s instructions.
b. Air entraining admixture:
1) Provide concrete with entrained air content indicated in Table B of this Section and consisting of evenly dispersed air bubbles. c. Water reducing admixture:
1) No decrease in cementitious materials content is permitted as a result of use of water-reducing admixture.
d. High range water reducing admixture/plasticizing admixture:
1) Not permitted.

9. Concrete mix design requirements by class:
a. Provide concrete mixes for each "class" specified in this Section and indicated in Table B of this Section.
b. Use each class at the locations specified in the following paragraphs or indicated on the Drawings.
1) "Class A" concrete: General use. Use at all locations unless otherwise indicated on the Drawings or listed in the following paragraphs.
2) "Class C" concrete: May be used as fill for unauthorized excavation, for thrust blocks and ground anchors for piping, for bedding of pipe, and elsewhere as indicated on the Drawings.
3) Class CE concrete: Use for electrical conduit and duct bank encasements.
c. Pumped concrete: Provide a separate mix design and substantiation testing for each "class" to be placed by pumping.

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TABLE B
Concrete Classes
Concrete Class
Minimum Specified Compressive
Strength at 28 days, f'c(1)
(pounds per square inch)
Ratio of water to cementitious
materials(2,3)
(minimum - maximum)
Cementitious Materials Content(3)
(pounds per cubic yard of
concrete by weight)
Cement Type
(ASTM C150)
Maximum Chloride Content
(percent by weight of cement)
Maximum Coarse Aggregate
Size(4)
Air Entrainment (percent)
(N/R: not required)
Admixtures required(5)
Slump Range
(inches)
A 4,500 0.40 to

0.45 535 to
575 II 0.15 57 6±1.5 WRA 2 to 4
C 2,500 0.62
Maximum
423
Minimum II No
limit 57 6±1.5 WRA 3 to 6
CE 2,500 0.62
Maximum
423
Minimum II No
limit 8 5±1.5 WRA
CA 3 to 6
Notes:
(1) At locations where concrete will not be subjected to load from other elements of the structure or from Contractor’s placing operations, maximum time period for achievement of specified compressive strength may be extended to 56 days when accepted by the Contractor’s Engineer.
(2) W/C Ratio = Ratio of water to cementitious materials (portland cement plus supplemental cementitious material) by weight Include weight of admixtures in the water content of the mix when the quantity of the admixtures exceeds 10 ounces per 100 pounds of cement. (3) Provide mix within the range of W/C ratio and cementitious materials content indicated. (4) Size number in ASTM C33, Table 2.
(5) Admixtures are designated as follows:

AEA: Air entraining admixture.

CA: Coloring admixture.

WRA: Water reducing admixture.

2.06 CONCRETE BATCHING AND MIXING EQUIPMENT
A. Provide equipment and facilities for accurate measurement and control of materials.

1. At all times, maintain proportions of concrete mix within specified limits.

2. Control and adjust batch weights to secure maximum yield.

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B. Measuring or weighing equipment:

1. Furnish apparatus for weighing aggregates and cementitious materials that is suitably designed and constructed for this purpose.

2. Devices shall bear the current and valid seal of the Sealer of Weights and Measures in the Authority having jurisdiction.

3. Furnish devices capable of providing successive quantities of individual materials measured to within 2 percent of desired amount of that material.

C. Mixing equipment:

1. Mixes shall be ready-mix or transit-mixed concrete in accordance with ASTM C94.

2. Provide equipment capable of combining aggregates, cementitious materials, water, and admixtures into a thoroughly mixed and uniform mass during the time periods specified, and capable of discharging the resulting mixture without segregation.

3. Maintain mixing equipment in good working order. Operate at loads and speeds, and for periods of time recommended by the manufacturer or specified in this Section.

2.07 CONCRETE FINISHING AND CURING MATERIALS
A. Evaporation retardant:

1. Manufacturers: One of the following or equal:
a. Master Builders Solutions, MasterKure ER 50.
b. Euclid Chemical Co., Eucobar.

B. Plastic membrane for curing:

1. White polyethylene film in accordance with ASTM C171:
a. Nominal thickness not less than 0.0040 inches when measured in accordance with ASTM D2103, and thickness at any point not less than

0.0030 inches.
b. Loss of moisture: Not to exceed 0.055 grams per square centimeter of surface when tested in accordance with ASTM C156.

C. Sprayed membrane curing compound:

1. In accordance with ASTM C309, Type 1D. Clear with fugitive dye.

PART 3 EXECUTION

3.01 GENERAL
A. Preparation:

1. Use construction methods and sequences that allow time for concrete to reach adequate strength to prevent damage to or overstress of the concrete structure or its elements during construction.

2. Locations of construction and expansion joints are indicated on the Drawings. a. Make no other joints, except as accepted in advance by the Engineer.

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b. Schedule placing of concrete to complete any single placing operation between designated joints.
c. Schedule and sequence placements to allow adequate time for concrete to achieve adequate strength before subsequent placements and loads are applied to the structure.

B. Verification of conditions:

1. Do not place concrete until:
a. Forms have been thoroughly cleaned of dirt and debris, and form release agents have been applied.
b. Forms have been thoroughly checked for alignment, level, strength, and accurate location of reinforcement, joint accessories, and mechanical and electrical inserts or other embedded items.
c. Reinforcement is secure and properly fastened in its correct position. d. Dowels, bucks, sleeves, hangers, pipes, conduits, anchor bolts, and any other fixtures required to be embedded in concrete have been placed and adequately anchored.
e. Forms are aligned and secured, and loose form ties at construction joints have been retightened.

2. Notify the Engineer in writing of readiness, not just intention, to place concrete in any portion of the work:
a. Provide this notification in advance of operations, allowing such time as the Engineer deems necessary to make final observation of preparations at location of the concrete placement.
b. Have forms, reinforcement, screeds, anchors, ties, embeds, and inserts in place before notifying Engineer of readiness for final observations.

3. Do not place concrete until Engineer has completed final observations of conditions at the placement and has given acceptance to proceed.

3.02 FORMING
A. General:

1. Do not use earth cuts as forms for vertical or sloped surfaces unless specifically required by or indicated on the Contract Documents.

2. Joints: Locate joints as indicated on the Drawings:
a. Submit joint locations other than or differing from those indicated on the Drawings for Engineer’s review before construction.

3. Chamfers:
a. Permanently exposed outside corners: Provide 3/4-inch chamfer. b. Re-entrant corners:
1) Chamfer not required.
2) Corner may be left square.
c. Edges of formed joints: Chamfer not required except where indicated on the Drawings.

4. Level strips: Install level strips at top of wall concrete placements to maintain true line at horizontal construction joints.

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B. Constructing and erecting formwork:

1. Brace and anchor formwork to ensure vertical and lateral stability and to maintain finish tolerances when subjected to uplift pressures and lateral pressures from plastic concrete.
a. Ensure that formwork is positioned, braced, and firmly held against previously placed concrete to maintain flush surfaces and to prevent loss or leaking of mortar at construction joints.
1) At joints with flush surfaces exposed to view, lap contact surface of form a maximum of 1 inch over the previously placed concrete. b. Design and construct forms with sufficient strength and stiffness that deflections resulting from loading by plastic concrete will not exceed the surface tolerance limits specified.
c. Set forming materials in an orderly and symmetrical arrangement, keeping the number of seams to a practical minimum.
d. Form ties: Tie forms together using cone snap ties placed at not more than 2-foot centers vertically and horizontally.
e. Construct formwork to permit easy removal without damage to formed surfaces.
f. Provide temporary openings at the base of column and wall formwork to allow cleaning and inspection immediately before concrete placement. g. Cracks, openings, or offsets at joints in formwork: Close those that are 1/16-inch or larger by tightening forms or by filling with acceptable crack filler.

2. Where forms are reused, clean surfaces of mortar, grout, and foreign materials before coating with form release agent and setting.

3. Cover formwork surfaces with form release agent to prevent bond with the concrete:
a. Do not allow form release agent to puddle in the forms. b. Do not allow form release agent to contact reinforcement, embeds, or previously placed concrete.

4. Provide runways supported directly on the formwork for moving equipment and supplies during preparations for concreting:
a. Do not rest such runways on reinforcement.

C. Embeds, joints, and accessories:

1. Position pipes, sleeves, conduits, inserts, anchors, castings, and other embedded items in the forms, and anchor to formwork to prevent displacement.

2. Fill voids in sleeves, pipes, inserts and anchor slots with readily removable material, and seal if required to prevent entry of mortar.

3. For pipe or conduit runs, position embeds to allow at least 3 inches of clear concrete separation between parallel runs of pipes, conduits or any combination of these items with each other or with reinforcement.

D. Removing formwork:

1. Remove forms after the specified time for curing and protection has been provided and when operations will not damage concrete.

2. Immediately after forms are removed, carefully examine concrete surfaces. a. Report any irregularities in surfaces and finishes to the Engineer.

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b. Where surface repairs are needed, contact Engineer with description of conditions and description of repair procedures before proceeding with work.

3. Immediately follow form removal with installation of specified curing materials and procedures.

4. After forms are removed from wall and curing is complete, fill tie holes as follows:
a. Remove form ties and cones from surfaces.
b. Roughen cone-shaped tie holes by heavy sandblasting before repair. c. Clean and dampen tie holes, maintaining a saturated surface for at least 2 hours before applying dry-pack mortar.
d. Dry pack cone-shaped tie holes with dry-pack mortar as specified in this Section.

3.03 PLACING CONCRETE REINFORCEMENT, EMBEDS, AND ACCESSORIES A. Preparation:

1. Cut and bend deformed steel reinforcement in the shop and deliver completed bars to the site for installation.
a. Do not field-bend deformed reinforcement.

2. Surface preparation:
a. Thoroughly clean reinforcing bars from rust scale, loose mill scale, rust coat, dirt, oil, and other coatings that adversely affect bonding capacity when placed in the work.
1) Thin coating of red rust resulting from short exposures will not be considered objectionable.
b. Remove concrete or other deleterious coatings on dowels and other reinforcement projecting from previous placements by wire brushing or sandblasting before the reinforcement is embedded in the subsequent placement.

B. Support of reinforcement and accessories:

1. Provide supports for deformed bars and wire fabric to maintain reinforcement position indicated on the Drawings and to provide specified minimum clear concrete cover around the reinforcement.

2. Use number of supports required to prevent reinforcement from sagging and to support loads during construction, but in no fewer quantities and locations than recommended by ACI SP-66 and CRSI Manual of Standard Practice.

3. Support wire fabric from reinforcing supports:

Do not place wire fabric on grade or forms for subsequent lifting into plastic concrete during the concrete placement.
a. Take care to maintain specified position of wire fabric in the concrete section and to prevent bending, draping, or kinking of the wires.

4. Do not:
a. Use brick, broken concrete masonry units, concrete spalls, rocks, or other such material for supporting reinforcement.
b. Support reinforcement on additional reinforcing bars installed with less cover than that required by the Contract Documents ("give away bars"). c. Adjust location of reinforcement indicated on the Drawings to increase cover over support bars.

5. Furnish and use templates for placing column dowels.

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C. Placing reinforcement:

1. Locate reinforcement to provide minimum clear concrete cover specified:
a. Where cover is not specified, provide cover in accordance with ACI 318.

2. Accurately place reinforcement in accordance with the tolerances of ACI 117:
a. Where reinforcement must be moved beyond the specified placing tolerances to avoid interference with other reinforcement, conduits, or embeds, submit the proposed arrangement for Engineer’s review.

3. Fasten reinforcement securely in place with wire ties:
a. After tying, bend ends of wire ties inward towards the center of the concrete to match clear concrete cover provided for reinforcement.

4. Do not weld reinforcing bars or wires.

5. Deformed reinforcing bars:
a. Tie slab bars at every intersection around the perimeter of slabs. b. Tie wall bar and slab bar intersections, other than those around the perimeter, at every 4th intersection, but not more than 48 inches on center each way.
c. Lap splices:
1) Lap reinforcement at splices as indicated on the Drawings or specified.
2) Unless indicated on the Drawings, install lap splices with bars in contact and fastened together with tie wire.
3) If lap splice length is not indicated on the Drawings, provide lap splice equal to 40 times reinforcing bar diameter.

6. Welded wire fabric reinforcement:
a. Bend fabric as indicated on the Drawings or required to fit work. b. Straighten fabric to make reinforcement in each face a flat, planar surface before placing in the Work.
c. Extend welded wire fabric across concrete section to provide fabric to within 2 inches of vertical concrete edges.
d. Lap splice welded wire fabric as indicated on the Drawings:
1) If no splice details are indicated, lap fabric at least 12 inches, fasten with wire ties spaced not more than 24 inches on center, and lace lap with wire of the same diameter of the fabric.

3.04 BATCHING, MIXING, TRANSPORTING, AND DELIVERING CONCRETE A. General:

1. Measure, batch, mix, transport, and deliver ready-mixed concrete in accordance with ASTM C94.

B. Measuring and batching:

1. Measure materials by weighing, except as otherwise specified or where other methods are specifically authorized in writing by the Engineer. a. Weigh cementitious materials separately.

2. Furnish satisfactory means for checking moisture content of aggregates before batching.
a. Adjust mix water to compensate for free moisture content of aggregate.

3. Mixing water:
a. Measure by volume or by weight.
b. Maximum water-to-cementitious materials ratio for each concrete class shall not exceed that specified in Table B of this Section.

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4. Admixtures:
a. Provide admixtures as specified.
b. Batch products by means of mechanical batcher capable of accurate measurement, and in accordance with the admixture manufacturer’s instructions.

C. Mixing and transporting:

1. Mixing:
a. Equip each truck mixer with device capable of counting number of drum revolutions and interlocked to prevent discharge of concrete from drum before required number of revolutions is complete.
b. Once drum revolutions commence, continuously revolve drum until it has completely discharged its batch.
c. Do not add water until drum commences revolutions.
d. Engineer may require an increase in the designated minimum number of revolutions, or a decrease in the designated maximum number of revolutions if necessary to obtain satisfactory mixing. 1) Incorporate such changes without additional costs to Owner.

2. Do not exceed the following time period for mixing and delivery:
a. Total elapsed time from addition of water at batch plant through discharging of mix: Not to exceed the lesser of 90 minutes nor 300 revolutions of the mixer drum.
b. Total elapsed time for from arrival at the project site to completing discharge of mix: Not to exceed 30 minutes.
c. Under conditions contributing to quick setting, the Engineer may reduce total elapsed time permitted.

D. On-site acceptance of concrete mixes:

1. Concrete shall possess the properties specified in this Section at the point of placement.

2. Do not place concrete:
a. Having slump outside the limits indicated in Table B of this Section. b. That does not conform to specifications for entrained air content. c. For which the total elapsed time of mixing or elapsed time at the site exceeds the specified maximums.

3.05 CONVEYING, DEPOSITING, AND CONSOLIDATING CONCRETE
A. Preparation:

1. General:
a. Clean construction joints and forming surfaces of dirt, sawdust, chips, and other debris after forms are built and immediately before concrete or grout placement.
1) Use vacuum cleaner if required to provide clean surfaces. b. Remove snow, ice, frost, and standing water from surfaces of formwork, reinforcement, and embeds in contact with concrete.
c. Secure reinforcement, joint materials, anchors, embeds, and other items in place.
d. During conveying, placement, consolidation, and finishing of concrete, protect surrounding construction, including concrete walls and slab surfaces, from concrete splatter.

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e. Thoroughly clean surrounding construction at the completion of each placement and before splatter sets up.

2. Concrete construction on grade:
a. Provide subgrade preparation, base materials, and compaction as required by the Contract Documents.
b. Remove loose soils, debris, standing water, snow, or ice from subgrade. c. Provide moist subgrade with no standing or free water and no muddy or soft spots.
1) When subgrade is not moist, sprinkle with water not less than 2 nor more than 6 hours in advance of placing concrete.
2) If subgrade becomes dry prior to actual placing of concrete, sprinkle again, without forming pools of water.

3. Weather conditions:
a. Hot weather: In hot weather conditions, make provisions in advance of placement for windbreaks, shading, fogging, sprinkling, ponding, or wet covering.
b. Cold weather: In cold weather conditions, make provisions to maintain the required concrete temperatures without overheating or drying, and without exposing concrete to carbon dioxide from heater exhaust. c. Precipitation:
1) Do not begin placements while rain, sleet, or snow is falling or anticipated, or unless adequate protection is provided. 2) Do not allow precipitation to increase concrete water content or to damage the surface of the concrete.
d. Wind:
1) Do not begin placements during wind events that will blow dust or debris into the plastic concrete.
2) Do not allow wind-blown debris to become embedded in or to damage the surface of the concrete.
3) At all times, have sufficient coverings on hand to protect new concrete from excessive drying or blowing debris.

B. Conveying concrete:

1. Convey concrete from mixer to place of final deposit by methods that prevent segregation or loss of materials.

2. Use chutes, pumps, and conveyors of size and design that will ensure continuous flow of concrete at point of delivery without cold joints.

3. Design and use chutes and devices for conveying and depositing concrete that direct concrete vertically downward when discharged from the chute or conveying device.

4. Keep conveying equipment clean by thoroughly washing and scraping upon completion of any placement.

C. Depositing concrete:

1. Do not place concrete under the following conditions:
a. After initial set has occurred.
b. When re-tempering has occurred.

2. Deposit concrete at or near its final position to avoid segregation caused by rehandling or flowing.
a. Do not use vibrators to move concrete from its point of deposit. b. Use tremies for placing concrete where drop is over 5 feet.

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3. Place concrete continuously in approximately horizontal layers not exceeding 24 inches in depth. Bring level up evenly in all parts of forms. a. After placement begins, continue without significant interruption and as a continuous operation until the end of that placement is reached. b. Do not allow "cold joints" to form between adjacent layers or areas of the placement, or initial set to form on "wet edge" of placements. c. Take precautions to prevent delays between placement of adjacent layers or areas from exceeding 20 minutes.
1) If more than 20 minutes elapse after the initial surface was placed, spread a layer of neat cement grout, as specified for construction joints before depositing additional concrete.

4. Placing concrete on slopes: Commence placement at bottom of slope and work upward.

5. Placing horizontal concrete monolithically with structures below:
a. If concrete for slabs, beams, or walkways is to be cast monolithically with walls or columns below, do not place the horizontal concrete elements until the concrete in walls or columns below has been placed, consolidated, and allowed to achieve initial set.
b. Allow set time of not less than 1 hour.
c. Maintain a moist surface at the top of the walls or columns during the setting period.

6. Placing a second concrete lift over hardened concrete below:
a. Take special precautions in form work at top of old lift and bottom of new lift to prevent:
1) Spreading and vertical or horizontal displacement of forms. 2) Grout "bleeding" onto finished concrete surfaces.

D. Consolidating concrete:

1. Thoroughly consolidate concrete into forms and around reinforcement, pipes, and other embeds using mechanical vibrators.
a. Take special care to place concrete solidly against forms, leaving no voids.
b. Make concrete solid, dense, compact, and smooth.

2. Provide vibration energy sufficient to cause concrete to flow and readily settle into place, leaving no voids. Vibration should visibly affect concrete over a radius of at least 18 inches without segregation.

3. Vibrators:
a. At all times, have sufficient vibrators on hand to consolidate concrete as it is placed.
b. In addition to vibrators in use while concrete is being placed, have on hand at least 1 spare vibrator in serviceable condition. c. Place no concrete until it has been ascertained that all vibrating equipment, including spares, are in serviceable condition.

3.06 FINISHING CONCRETE
A. Liquid evaporation retardant:

1. Apply evaporation retardant when environmental conditions will result in rapid evaporation of moisture from the surface of the fresh concrete during finishing operations. Such conditions include low humidity, high heat, and wind occurring alone or in combination.

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2. Immediately after the concrete is screeded, coat the surface of the concrete with a liquid evaporation retardant.

3. Apply the evaporation retardant again after each work operation as necessary to prevent drying shrinkage cracks and crazing at the surface.

3.07 CURING AND PROTECTING CONCRETE
A. Curing concrete:

1. Cure concrete by methods specified in this Section.

2. Keep concrete continuously moist and at a temperature of at least 50 degrees Fahrenheit for at least 7 days after placement unless the details of a particular method specify a longer period.

3. Make provisions to maintain moisture or curing membrane integrity at edges of slabs, tops of walls, and joint surfaces, and to prevent loss of protection.

4. Schedule of curing methods:
a. Concrete surfaces that will receive additional materials that require bond to the initial placement (including concrete; concrete repairs, coatings, paints, sealers; grout; and other materials):
1) Water curing or plastic membrane curing.
b. Formed surfaces:
1) If non-absorbent forms are left in place for 7 days after placement:

No additional requirements.
2) For absorbent forms or when forms are removed during the 7 days following placement: Cure by water curing, plastic membrane curing, or sprayed membrane curing.
c. Unformed concrete surfaces:
1) Water curing, plastic membrane curing, or sprayed membrane curing.

5. Water curing:
a. Keep surfaces of concrete constantly and visibly saturated by ponding, continuous fogging, or continuous sprinkling at all times during curing period.
1) Cover surfaces if required to maintain saturated conditions. 2) For horizontal surfaces, pond the surface with at least 2 inches of water or cover with saturated mats or fabric kept continuously wet. b. Formed surfaces:
1) Each day forms remain in place may be counted as 1 day of water curing.
2) Do not loosen form ties while concrete is being cured by forms left in place.
3) No further credit for curing time will be allowed after contact between the concrete surface and the forms has been broken.

6. Plastic membrane curing:
a. Cover concrete with plastic membrane, sealing joints and edges against displacement by wind or site operations and to prevent loss of moisture. b. Install plastic membrane as soon as concrete is finished and can be walked on without damage.
c. Keep all surfaces of concrete under plastic membrane moist at all times during the curing period.

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7. Sprayed membrane curing:
a. Application of curing compound:
1) Apply curing compound to concrete surface after repairing and patching, and within 1 hour after forms are removed.
a) If more than 1 hour elapses between removal of forms and application of curing compound, provide water curing of affected surfaces for the full curing period.
2) Contractor is cautioned that the method of applying curing compound specified in this Section may require more compound than normally suggested by manufacturer of compound, and also more than is customary in the trade.
3) Apply curing compound by mechanical, power-operated sprayer with mechanical agitator that will uniformly mix all pigment and compound.
4) Apply compound in at least 2 coats, with each subsequent coat in a direction turned 90 degrees from the preceding coat.
5) Apply curing compound in sufficient quantity that concrete has uniform appearance and that the natural color of the concrete is effectively and completely concealed immediately after spraying. 6) Continue to coat and recoat surfaces until specified coverage is achieved and until coating film remains on concrete surfaces. 7) Apply compound to a film thickness that can be scraped from surfaces at any and all points after drying for at least 24 hours. 8) Take care to apply curing compound to edges of placements and over full surface profile of construction joints.
b. Removal of curing compound:
1) Do not remove curing compound from concrete in less than 7 days after application.
2) Before placing fresh concrete against a surface previously coated with curing compound, remove the curing compound by heavy sandblasting, or alternate method acceptable to the Engineer. 3) Prior to final acceptance of the work, remove any curing compound on surfaces exposed to view by sandblasting or other acceptable method. After removal, only the natural color of finished concrete shall remain visible, and such color shall be uniform over the entire surface.

B. Protecting concrete:

1. Immediately after placement, protect concrete from hot or cold weather, and mechanical damage.

2. Temperature:
a. Cold weather: Protect concrete during the curing period so that the concrete temperature is maintained within the following requirements. 1) Sections less than 12 inches thick: Minimum 55
degrees Fahrenheit.
2) Sections 12 to 36 inches thick: Minimum 50 degrees Fahrenheit. b. Hot weather: Protect concrete during the curing period so that the concrete temperature does not exceed 90
degrees Fahrenheit.
c. Remove protection against temperature gradually so that concrete surface temperature does not drop or rise by more than 40 degrees Fahrenheit during any 24-hour period.

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3. Maintain forms, shoring, and bracing in place after concrete placement for a period after concrete placement as indicated in the following paragraphs.

Forms may be removed after these periods if the concrete has developed sufficient strength and hardness to resist surface or other damage. a. Vertical forms:
1) General: Minimum 24 hours after concrete placement.
2) Sides of footings: Minimum 24 hours after concrete placement. 3) Sides of beams, girders, and similar members: Minimum 48 hours after concrete placement.
b. Horizontal forms:
1) Slabs, beams, and girders: Until concrete reaches specified compressive strength, f’c, or until shoring is installed. c. Shoring for slabs, beams, and girders:
1) Shore until concrete strength reaches specified compressive strength, f’c.
a) Temporary shoring may be required after the specified compressive strength is reached if construction loads will exceed the designated live load capacity of the structure. d. Wall bracing:
1) Brace until strength of concrete beams and slabs laterally supporting the wall reaches specified compressive strength, f’c.

C. Loads against or on the concrete:

1. Loading of green concrete, by backfilling or by placing personnel and equipment on the surface, is not permitted.

2. Backfilling: Do not place backfill against concrete walls until the wall and all elements attached to it, including connecting slabs or beams, are fully braced by the structure, and have achieved their minimum specified compressive strength, f’c.

3.08 JOINTS AND JOINT PREPARATION
A. Joint locations and details:

1. Construct concrete work as monolith to the extent practical.

2. Construct joints as indicated on the Drawings and as specified.

3. Locations of construction, expansion, and other joints are indicated on the Drawings or specified in this Section.
a. Do not relocate, add, or delete joints without prior approval from the Engineer.

B. Construction joints:

1. Where spacing is not indicated on the Drawings, provide construction joints in slabs and walls at intervals not greater than 35 feet.

2. Construct as indicated on the Drawings.

3. Before placing fresh concrete against the joint: Use heavy sandblast to thoroughly clean joint surfaces and reinforcement crossing the joint of laitance, grease, oil, mud, dirt, curing compounds, mortar droppings, or other objectionable matter.

4. Just before placing concrete against the joint, wash surface with water to saturate joint surface and concrete surfaces within 12-inches of the joint.

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5. Horizontal joints:
a. Immediately before placing concrete, thoroughly spread bed of neat cement grout over the joint surface. Grout shall be as follows:
1) Use same sand-to-cementitious materials ratio that is used for concrete mix.
2) Use same materials that are used for concrete.
3) Use water-to-cementitious materials ratio that is no more than that specified for concrete.
b. Grout thickness: Not less than 1/2 inch, nor more than 1 inch.

C. Expansion joints:

1. Where width is not indicated on the Drawings, provide 3/4-inch wide joint.

2. Construct as indicated on the Drawings.

3. Do not extend reinforcement, conduits, or other items through expansion joints unless details for such crossings are indicated on the Drawings.

4. Preformed expansion joint material:
a. Accurately position joint filler in the joint.
1) Fasten to concrete or forms with adhesive.
2) Fastening joint filler using nails, bolts, screws, or similar items is not permitted.
b. Tape splices in joint filler to prevent intrusion of mortar.

3.09 TOLERANCES
A. Concrete:

1. Finished concrete: Conform to shapes, lines, grades, and dimensions indicated on the Drawings.

2. In accordance with ACI 117, except as modified in the following paragraphs:
a. Where more restrictive tolerances to accommodate equipment are indicated on the Drawings.
b. Slabs where slope is indicated:
1) Uniformly slope to drain.
2) Without depressions that puddle water.
c. Slabs indicated to be level:
1) Maximum deviation of 1/8 inches in 10 feet without any apparent changes in grade.
2) Without depressions that puddle water.

B. Embeds:

1. General:
a. Sleeves and inserts: Plus or minus 1/8 inch.
b. Projected ends of anchor bolts: Plus 1/4 inch; minus 0 inches. c. Anchor bolt position: Plus or minus 1/16 inch.

2. Equipment: Set inserts to tolerances required for proper installation and operation of equipment or systems to which insert pertains.

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3.10 FIELD QUALITY CONTROL BY CONTRACTOR
A. Field tests:

1. During progress of construction, provide testing to determine whether the concrete, as being produced, complies with requirements specified. a. Cooperate in testing by allowing free access to the Work for testing laboratory to sample and test materials.
b. Provide full access for Engineer to observe concrete sampling and testing at any time.
c. Contractor is responsible for providing care of and curing conditions for test specimens in accordance with ASTM C31 until specimens are collected by testing laboratory.
d. Provide firmly braced, insulated, heated, closed wooden curing boxes.

Include cold weather temperature and hot weather temperature control thermostat for initial curing and storage from time of fabrication through receipt at Contractor’s testing laboratory.

2. Testing shall include:
a. Sampling of concrete in accordance with ASTM C172.
b. Temperature of concrete at delivery in accordance with the requirements of ASTM C1064 and as specified in this Section.
c. Slump of concrete using slump cone in accordance with the requirements of ASTM C143. Test slump at the following intervals:
1) Test slump at the beginning of each placement.
2) As often as necessary to keep slump within the specified range, but not less than every 6th truck.
3) When requested to do so by the Engineer.
4) Observe concrete during slump test for signs of segregation:
a) Observe concrete for mortar or moisture flow from slumped concrete.
b) Reject concrete if mortar or moisture flows out of the mix. d. Unit weight of concrete in accordance with ASTM C138. e. Air entrainment in accordance with ASTM C173. Test air content at the following intervals:
1) At the beginning of each placement.
2) As often as necessary to keep entrained air within the specified range, but not less than every 6th truck.
3) When requested to do so by the Engineer.
f. Compressive strength, f’c, in accordance with ASTM C39. Required number of cylinders:
1) Not less than 4 cylinder specimens, 4-inch diameter by 8-inches long, will be tested for each 150 cubic yards of each class of concrete; not less than 4 specimens for each half day of placement. 2) One cylinder will be broken at 7 days and 3 cylinders will be broken at 28 days.

3. Contractor shall:
a. Furnish concrete for test specimens and provide manual assistance to testing lab in preparing said specimens.
b. Assume responsibility for providing care and on-site curing and protection for test specimens in accordance with ASTM C31.

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3.11 FIELD QUALITY CONTROL BY OWNER
A. Provide on-site observation and field quality assurance for the Work of this Section as specified in Section 01450 - Quality Control.

B. Special tests and inspections: See Section 01455 - Regulatory Quality Assurance.

C. Field inspections:

1. Required inspections:
a. Observe construction for conformance to the Contract Documents and the accepted submittals.

2. Records of inspections:
a. Provide record of each inspection.
b. Submit copies to Contractor upon request.

D. Field tests:

1. Engineer may request, at any time, additional testing to confirm that materials being delivered and placed conform to the requirements of the Specifications. a. If such additional testing shows that the materials do not conform to the specified requirements, Contractor shall pay the cost of these tests. b. If such additional testing shows that the materials do conform to the specified requirements, Engineer will pay the cost of these tests.

3.12 NON-CONFORMING WORK
A. Enforcement of specification requirements:

1. Do not place concrete that does not conform to the requirements of these Specifications. Remove non-conforming materials from the site.

2. Strength requirements:
a. Concrete is expected to reach higher compressive strength than the minimum specified compressive strength f’c as indicated in Table B of this Section.
b. Concrete strength will be considered acceptable if following conditions are satisfied:
1) Averages of all sets of 3 consecutive strength test results are greater than or equal to specified compressive strength f’c.
2) No individual strength test (average of 2 cylinders tested at 28-days) falls below specified compressive strength f’c by more than 500 pounds per square inch.
c. Whenever 1 or both of the conditions stated above is not satisfied, provide additional curing or testing of the affected portion as directed by the Engineer.
1) The costs of such curing or testing shall be at the Contractor’s expense.

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3.13 ADJUSTING
A. Remove and replace or repair defective work as directed by the Engineer:

1. Do not patch, repair, or cover defective work before observation by the Engineer.

2. Make no repairs until Engineer has accepted proposed methods for preparation and repair.

END OF SECTION

Grouting
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SECTION 03600

GROUTING
PART 1 GENERAL

1.01 SUMMARY
A. Section includes:

1. Epoxy grout.

2. Grout.

3. Non-shrink epoxy grout.

4. Non-shrink grout.

1.02 REFERENCES
A. ASTM International (ASTM):

1. C109 - Standard Test Method for Compressive Strength of Hydraulic Cement Mortars (using 2-inch cube specimens).

2. C230 - Standard Specification for Flow Table for Use in Tests of Hydraulic Cement.

3. C531 - Standard Test Method for Liner Shrinkage and Coefficient of Thermal Expansion of Chemical-Resistant Mortars, Grouts, Monolithic Surfacings, and Polymer Concretes.

4. C579 - Standard Test Method for Compressive Strength of Chemical-Resistant Mortars, Grouts, and Monolithic Surfacings and Polymer Concretes.

5. C939 - Standard Test Method for Flow of Grout for Preplaced-Aggregate Concrete (Flow Cone Method).

6. C942 - Standard Test Method for Compressive Strength of Grouts for Preplaced-Aggregate Concrete in the Laboratory.

7. C1107 - Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Non-shrink).

8. C1181 - Standard Test Methods for Compressive Creep of Chemical-Resistant Polymer Machinery Grouts.

B. International Concrete Repair Institute (ICRI):

1. 310.2R - Selecting and specifying Concrete Surface Preparations for Sealers, Coatings, Polymer Overlays, and Concrete Repair.

1.03 SUBMITTALS
A. Non-shrink epoxy grout:

1. Manufacturer's literature.

B. Non-shrink grout:

1. Manufacturer's literature.

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1.04 DELIVERY, STORAGE, AND HANDLING
A. Deliver materials to jobsite in their original, unopened packages or containers, clearly labeled with manufacturer's product identification and printed instructions.

B. Store materials in cool dry place and in accordance with manufacturer's recommendations.

C. Handle materials in accordance with the manufacturer's instructions.

PART 2 PRODUCTS

2.01 MANUFACTURED UNITS
A. Non-shrink epoxy grout:

1. Manufacturers: One of the following or equal:
a. Five Star Products, Inc., Five Star DP Epoxy Grout.
b. Master Builder Solutions, MasterFlow 648.
c. L&M Construction Chemicals, Inc., EPOGROUT.

2. Non-shrink epoxy grout shall be 100 percent solid, premeasured, prepackaged system containing 2-component thermosetting epoxy resin and inert aggregate.

3. Maintain flowable consistency for at least 45 minutes at 70 degrees Fahrenheit.

4. Shrinkage or expansion: Less than 0.0006 inches per inch when tested in accordance with ASTM C531.

5. Minimum compressive strength: 10,000 pounds per square inch at 24 hours and 14,000 pounds per square inch at 7 days when tested in accordance with ASTM C579, Method B.

6. Compressive creep: Not exceed 0.0037 inches/per inch when tested under 400 pounds per square inch constant load at 140 degrees Fahrenheit in accordance with ASTM C1181.

7. Coefficient of thermal expansion: Not exceed 0.000018 inches per inch per degree Fahrenheit when tested in accordance with ASTM C531, Method B.

B. Non-shrink grout:

1. Manufacturers: One of the following or equal:
a. Five Star Products, Inc., Five Star Grout.
b. Master Builder Solutions, MasterFlow 928.
c. L&M Construction Chemicals, Inc., CRYSTEX.

2. In accordance with ASTM C1107.

3. Preportioned and prepackaged cement-based mixture.

4. Contain no metallic particles such as aluminum powder and no metallic aggregate such as iron filings.

5. Require only addition of potable water.

6. Water for pre-soaking, mixing, and curing: Potable water.

7. Free from emergence of mixing water from within or presence of water on its surface.

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8. Remain at minimum flowable consistency for at least 45 minutes after mixing at 45 degrees Fahrenheit to 90 degrees Fahrenheit when tested in accordance with ASTM C230.
a. If at fluid consistency, verify consistency in accordance with ASTM C939.

9. Dimensional stability (height change):
a. In accordance with ASTM C1107, volume-adjusting Grade B or C at 45 degrees Fahrenheit to 90 degrees Fahrenheit.
b. Have 90 percent or greater bearing area under bases.

10. Have minimum compressive strengths at 45 degrees Fahrenheit to 90 degrees Fahrenheit in accordance with ASTM C1107 for various periods from time of placement, including 5,000 pounds per square inch at 28 days when tested in accordance with ASTM C109 as modified by ASTM C1107.

2.02 MIXES
A. Epoxy grout:

1. Consist of mixture of epoxy or epoxy gel and sand.
a. Epoxy: As specified in Section 03071 - Epoxies.
b. Epoxy gel: As specified in Section 03071 - Epoxies.
c. Sand: Clean, bagged, graded, and kiln-dried silica sand.

2. Proportioning:
a. For horizontal work: Consist of mixture of 1 part epoxy with not more than 2 parts sand.
b. For vertical or overhead work: Consist of 1 part epoxy gel with not more than 2 parts sand.

B. Grout:

1. Mix in proportions by weight: 1 part portland cement to 4 parts concrete sand. a. Portland cement: As specified in Section 03301 – Concrete Work. b. Concrete sand: As specified in Section 03301 – Concrete Work.

C. Non-shrink epoxy grout:

1. Mix in accordance with manufacturer's installation instructions.

D. Non-shrink grout:

1. Mix in accordance with manufacturer's installation instructions such that resulting mix has flowable consistency and is suitable for placing by pouring.

PART 3 EXECUTION

3.01 EXAMINATION
A. Inspect concrete surfaces to receive grout or mortar and verify that they are free of ice, frost, dirt, grease, oil, curing compounds, paints, impregnations, and loose material or foreign matter likely to reduce bond or performance of grout or mortar.

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3.02 PREPARATION
A. Surface preparation for grouting other baseplates:

1. Remove grease, oil, dirt, dust, curing compounds, laitance, and other deleterious materials that may affect bond to concrete and bottoms of baseplates.

2. Roughen concrete surfaces in contact with grout to ICRI CSP-6 surface profile or rougher.
a. Remove loose or broken concrete.

3. Metal surfaces in contact with grout: Grit blast to white metal surface.

3.03 INSTALLATION
A. Mixing:

1. Non-shrink epoxy grout:
a. Keep temperature of non-shrink epoxy grout from exceeding manufacturer's recommendations.

2. Non-shrink grout:
a. May be drypacked, flowed, or pumped into place. Do not overwork grout. b. Do not retemper by adding more water after grout stiffens.

B. Placement:

1. Epoxy grouts:
a. Wet surfaces with epoxy for horizontal work or epoxy gel for vertical or overhead work prior to placing epoxy grout.

2. Non-shrink epoxy grout:
a. Mix in complete units. Do not vary ratio of components or add solvent to change consistency of mix.
b. Pour hardener into resin and mix for at least 1 minute and until mixture is uniform in color. Pour epoxy into mortar mixer wheelbarrow and add aggregate. Mix until aggregate is uniformly wetted. Over mixing will cause air entrapment in mix.

3. Non-shrink grout:
a. Add non-shrink cement grout to premeasured amount of water that does not exceed the manufacturer's maximum recommended water content. b. Mix in accordance with manufacturer's instructions to uniform consistency.

C. Curing:

1. Cement based grouts and mortars:
a. Keep continuously wet for minimum of 7 days. Use wet burlap, soaker hose, sun shading, ponding, and in extreme conditions, combination of methods.
b. Maintain above 40 degrees Fahrenheit until it has attained compressive strength of 3,000 pounds per square inch, or above 70 degrees Fahrenheit for minimum of 24 hours to avoid damage from subsequent freezing.

2. Epoxy based grouts:
a. Cure grouts in accordance with manufacturers' recommendations. 1) Do not water cure epoxy grouts.
b. Do not allow any surface in contact with epoxy grout to fall below 50 degrees Fahrenheit for minimum of 48 hours after placement.

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D. Grouting other baseplates:

1. General:
a. Use non-shrink grout as specified in this Section.
b. Baseplate grouting shall take place from one side of baseplate to other in continuous flow of grout to avoid trapping air in grout. c. Maintain hydrostatic head pressure by keeping level of grout in headbox above bottom of baseplate. Fill headbox to maximum level and work grout down.
d. Vibrate, rod, or chain non-shrink grout to facilitate grout flow, consolidate grout, and remove trapped air.

2. Forms and headboxes:
a. Build forms using material with adequate strength to withstand placement of grouts.
b. Use forms that are rigid and liquidtight. Caulk cracks and joints with elastomeric sealant.
c. Line forms with polyethylene for easy grout release. Coating forms with 2 coats of heavy-duty paste wax is also acceptable.
d. Headbox shall be 4 to 6 inches higher than baseplate and shall be located on one side of baseplate.
e. After grout sets, remove forms and trim back grout at 45 degree angle from bottom edges of baseplate.

3.04 FIELD QUALITY CONTROL
A. Non-shrink epoxy grout:

1. Test for 24-hour compressive strength in accordance with ASTM C579, Method B.

B. Non-shrink grout:

1. Test for 24-hour compressive strength in accordance with ASTM C942.

END OF SECTION

Structural Steel Framing
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SECTION 05120

STRUCTURAL STEEL FRAMING
PART 1 GENERAL

1.01 SUMMARY
A. Section includes:

1. Structural steel shapes and plate.

2. Fasteners and structural hardware:
a. All thread rods.
b. High-strength bolts.

3. Welding.

4. Bolting.

1.02 REFERENCES
A. American Institute of Steel Construction (AISC):

1. 303 - Code of Standard Practice for Steel Buildings and Bridges.

2. 360 - Specification for Structural Steel Buildings.

B. American Iron and Steel Institute (AISI):

1. Steel alloys (“types”) as indicated.

C. American Welding Society (AWS):

1. A5.1 - Specification for Carbon Steel Electrodes for Shielded Metal Arc Welding.

2. A5.17 - Specification for Carbon Steel Electrodes and Fluxes for Submerged Arc Welding.

3. A5.20 - Specification for Carbon Steel Electrodes for Flux Cored Arc Welding.

4. D1.1 - Structural Welding Code - Steel.

D. ASTM International (ASTM):

1. A6 - Standard Specification for General Requirements for Rolled Structural Steel Bars, Plates, Shapes, and Sheet Piling.

2. A36 - Standard Specification for Carbon Structural Steel.

3. A123 - Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products.

4. A153 - Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware.

5. A194 - Standard Specification for Carbon and Alloy Steel Nuts for Bolts for High Pressure or High Temperature Service, or Both.

6. A500 - Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes.

7. A501 - Standard Specification for Hot-Formed Welded and Seamless Carbon Steel Structural Tubing.

8. A563 - Standard Specification for Carbon and Alloy Steel Nuts.

9. A992 - Standard Specification for Structural Steel Shapes.

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10. F436 - Standard Specification for Hardened Steel Washers.

11. F959 - Standard Specification for Compressible-Washer-Type Direct Tension Indicators for Use with Structural Fasteners.

12. F2329 - Standard Specification for Zinc Coating, Hot-Dip, Requirements for Application to Carbon and Alloy Steel Bolts, Screws, Washers, Nuts, and Special Threaded Fasteners.

13. F3125 - Standard Specification for High Strength Structural Bolts, Steel and Alloy Steel, Heat Treated, 120 ksi and 150 ksi Minimum Tensile Strength.

E. Research Council on Structural Connections (RCSC):

1. Specification for Structural Joints Using High-Strength Bolts (RCSC Specification).

1.03 DEFINITIONS
A. Snugtight: At bolted joints, the tightness attained with a few impacts of an impact wrench, or by the full effort of an ironworker using a spud wrench to bring the connected plies into firm contact.

1.04 SUBMITTALS
A. Shop drawings:

1. Fabrication and erection drawings.

B. Quality control submittals:

1. Welding procedure specifications (WPS) in accordance with AWS D1.1. a. Submit WPS for each type of welded joint used, whether prequalified or qualified by testing.
1) State electrode manufacturer and specific electrodes used. 2) Indicate required AWS qualification for joint.
b. Submit WPS with shop drawings that indicate those welds. c. Submit Procedure Qualification Record (PQR) in accordance with AWS D1.1 for welding procedures qualified by testing.

2. Welder qualifications: For each welding process and position:
a. Welder's qualification certificates.
b. Contractor's statement that certificate will be "in effect" at the time(s) welding will be performed based on the "Period of Effectiveness" provisions of AWS D1.1.

3. Steel fabricator's AISC certification.

C. Test reports:

1. Certified copies of mill tests and analyses made in accordance with applicable ASTM standards, or reports from a recognized commercial laboratory, including chemical and tensile properties of each shipment of structural steel or part thereof having common properties.

1.05 QUALITY ASSURANCE
A. Certification:

1. Steel fabricators shall be certified by the AISC or other certification acceptable to the Engineer and the building official having jurisdiction.

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B. Welding:

1. Perform welding of structural metals in accordance with AWS D1.1 using welders who have current AWS qualification certificate for the process, position, and joint configuration to be welded.

2. Make Welding Procedure Specifications available at the locations where welding is performed.

3. Notify Engineer at least 24 hours before starting shop or field welding.

4. Engineer may check materials, equipment, and qualifications of welders.

5. Remove welders performing unsatisfactory Work, or require requalification.

6. Engineer may use gamma ray, magnetic particle, dye penetrant, trepanning, or other aids to visual inspection to examine any part of welds or all welds.

7. Contractor shall bear costs of retests on defective welds.

8. Contractor shall also bear costs in connection with qualifying welders.

1.06 DELIVERY, STORAGE, AND HANDLING
A. Packing and shipping: Deliver structural steel free from mill scale, rust, and pitting.

B. Storage and protection: Until erection and painting, protect from weather items not galvanized or protected by a shop coat of paint.

PART 2 PRODUCTS

2.01 MATERIALS
A. Unless otherwise specified or indicated on the Drawings, materials shall conform to the following:

2.02 FASTENERS AND STRUCTURAL HARDWARE
A. General:

1. Materials: Of domestic manufacture.

2. Where fasteners and hardware are specified to be galvanized, hot-dip galvanize in accordance with ASTM A153 or ASTM F2329, unless otherwise specified.

B. All thread rods:

1. Carbon steel:
a. In accordance with ASTM A36 unless otherwise indicated on the Drawings.
b. Nuts: ASTM A194.
c. Washers: ASTM F436.

2. Galvanized carbon steel:
a. In accordance with ASTM A36 unless otherwise indicated on the Drawings, and hot dip galvanized in accordance with ASTM A153. b. Nuts: ASTM A194, hot-dip galvanized in accordance with ASTM A153. c. Washers: ASTM F436, hot-dip galvanized in accordance with ASTM A153.

3. Stainless steel:

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a. Units descaled, pickled, and passivated as specified in “Fabrication” in this Section.
b. Threaded rods and nuts to be the products of a single manufacturer/fabricator to ensure proper fit without galling. Ship all thread rods with properly fitting nuts attached.
c. Type 316:
1) Rod: ASTM F593, Group 2, Condition CW, coarse threads. 2) Nuts: ASTM F594. Match alloy of rod (group and UNS designation). 3) Washers: Type 316 stainless steel.

C. Anchor bolts, anchor rods, and post-installed steel anchors: As indicated on the Drawings and as specified in Section 05190 - Mechanical Anchoring and Fastening to Concrete and Masonry.

D. High-strength bolts:

1. Provide high-strength bolt assembly, with nuts, hardened flat washers, and compressible-washer-type direct tension indicators.

2. Carbon steel - Uncoated:
a. Bolts: Plain heavy hex structural bolts in accordance with ASTM F3125, Grade A325, Type 1.
b. Nuts: Heavy hex nuts in accordance with ASTM A563, Grade C. c. Washers:
1) Adjacent to normal, oversized, and short-slotted holes: Circular, square or rectangular beveled, clipped, or extra thick washers in accordance with ASTM F436, Type 1. Flat circular washers unless otherwise indicated on the Drawings.
2) Adjacent to long slotted holes: Fabricated from 5/16-inch thick plate conforming to ASTM A36.
d. Load indicator devices: At slip critical connections, provide one of the following devices at each bolt:
1) Compressible washer type direct tension indicators (“DTI”): In accordance with ASTM F959, Type 325-1.
2) Twist-off type tension-control bolt assemblies: ASTM F3125, Grade F1852.

2.03 ISOLATING SLEEVES AND WASHERS
A. As indicated on the Drawings and as specified in Section 05190 - Mechanical Anchoring and Fastening to Concrete and Masonry.

2.04 GALVANIZED SURFACE REPAIR
A. Manufacturers: The following or equal:

1. Jelt, Galvinox.

2.05 THREAD COATING
A. Manufacturers: One of the following or equal:

1. Bostik, Never-Seez.

2. Oil Research, Inc., WLR No. 111.

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2.06 SUPPLEMENTARY PARTS
A. Furnish as required for complete structural steel erection, whether or not such parts and Work are specified or indicated on the Drawings.

2.07 FABRICATION
A. Shop assembly:

1. Fabricate structural steel in accordance with AISC 360 and AISC 303 unless otherwise specified or modified by applicable regulatory requirements.

2. Where anchors, connections, or other details of structural steel are not specifically indicated on the Drawings or specified, their material, size and form shall be equivalent in quality and workmanship to items specified.

3. Round off sharp and hazardous projections and grind smooth.

4. Take measurements necessary to properly fit work in the field. Take responsibility for and be governed by the measurements and proper working out of all the details.

5. Take responsibility for correct fitting of metalwork.

6. Welded connections:
a. Comply with AWS requirements for the metals to be welded. b. Weld only in accordance with approved Welding Procedure Specifications.
c. Keep Welding Procedure Specifications readily available for welders and inspectors during fabrication processes.

B. Galvanized carbon steel:

1. Where galvanizing is required, hot-dip structural steel after fabrication in accordance with ASTM A123.

2. Do not electro-galvanize or mechanically-galvanize unless specified or accepted by Engineer.

3. Re-straighten galvanized items that bend or twist during galvanizing.

PART 3 EXECUTION

3.01 EXAMINATION
A. Verification of conditions: Examine Work in place to verify that it is satisfactory to receive the Work of this Section. If unsatisfactory conditions exist, do not begin this Work until such conditions have been corrected.

3.02 ERECTION
A. General:

1. Fabricate structural and foundry items to true dimensions without warp or twist.

2. Form welded closures neatly, and grind off smooth where weld material interferes with fit or is unsightly.

3. Install structural items accurately and securely, true to level, plumb, in correct alignment and grade, with all parts bearing or fitting structure or equipment for which intended.

4. Do not shift out of alignment, re-drill, re-shape, or force fit fabricated items.

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5. Place anchor bolts or other anchoring devices accurately and make surfaces that bear against structural items smooth and level.

6. Rigidly support and brace structural items needing special alignment to preserve straight, level, even, and smooth lines. Keep structural items braced until concrete, grout, or dry pack mortar has hardened for 48 hours minimum.

7. Erect structural steel in accordance with AISC 303 unless otherwise specified or modified by applicable regulatory requirements.

8. Where anchors, connections, and other details of structural steel erection are not specifically indicated on the Drawings or specified, form, locate, and attach with equivalent in quality and workmanship to items specified.

9. Round off sharp or hazardous projections and grind smooth.

10. Coat steel items as specified in Section 09960 - High-Performance Coatings.

B. Welding: General:

1. Make welds full penetration type, unless otherwise indicated on the Drawings.

2. Remove backing bars and weld tabs after completion of weld. Repair defective welds observed after removal of backing bars and weld tabs.

C. Welding: Carbon steel:

1. General: In accordance with AWS D1.1:
a. Weld ASTM A36 and A992 structural steel, and ASTM A500 and A501 structural tubing with electrodes in accordance with AWS A5.1, using E70XX electrodes; AWS A5.17, using F7X-EXXX electrodes; or AWS A5.20, using E7XT-X electrodes.
b. Field repair cut or otherwise damaged galvanized surfaces to equivalent original condition using a galvanized surface repair.

D. Interface with other products:

1. Where steel members and fasteners come in contact with dissimilar metals (aluminum, stainless steel, etc.), separate or isolate the dissimilar metals with isolating sleeves and washers as specified in Section 05190 - Mechanical Anchoring and Fastening to Concrete and Masonry.

E. Fasteners: General:

1. Install bolts to project 2 threads minimum, but 1/2 inch maximum beyond nut.

2. Anchor bolts and anchor rods: Install as specified in Section 05190 - Mechanical Anchoring and Fastening to Concrete and Masonry. a. Unless otherwise specified, tighten nuts on anchor bolts and anchor rods specified in Section 05190 - Mechanical Anchoring and Fastening to Concrete and Masonry to the "snugtight" condition.

3. All thread rods in drilled holes bonded to concrete with adhesive: Install as specified in Section 03055 - Adhesive-Bonded Reinforcing Bars and All Thread Rods in Concrete.

F. Fasteners: High-strength carbon steel bolts:

1. Connections with high-strength bolts shall in accordance with RCSC Specification for Structural Joints Using High-Strength Bolts.

2. Provide slip-critical joints at bolted connections.

2. Joints: Slip-critical.

Structural Steel Framing
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a. Confirm that faying surfaces at connections are free of dirt and other foreign material, have been blast cleaned, and are free of coatings and inadvertent overspray in accordance with RCSC Specification. b. Furnish hardened flat washers in accordance with ASTM F436:
1) On outer plies with slotted holes.
2) When 1 or more plies of the connected material has a yield strength less than 40 ksi.
3) Under element, nut, or bolt head, turned in tightening. c. Install tension indicator washers, placed in accordance with ASTM F959 Figure X1, to confirm adequate tightening of bolts.
d. Tighten bolts to full pretension.

3.03 FIELD QUALITY CONTROL
A. Provide quality control as specified in Section 01450 - Quality Control.

3.04 FIELD QUALITY ASSURANCE
A. Provide quality assurance as specified in Section 01450 - Quality Control.

B. Special inspections, special tests, and structural observation:

1. Provide as specified in Section 01455 - Regulatory Quality Assurance.

END OF SECTION

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SECTION 05190

MECHANICAL ANCHORING AND FASTENING TO CONCRETE AND MASONRY PART 1 GENERAL

1.01 SUMMARY
A. Section includes:

1. Cast-in anchors and fasteners:
a. Anchor bolts.

2. Post-installed steel anchors and fasteners:
a. Concrete anchors.

3. Appurtenances for anchoring and fastening:
a. Isolating sleeves and washers.

1.02 REFERENCES
A. American Concrete Institute (ACI):

1. 355.2 - Qualification of Post-Installed Mechanical Anchors in Concrete and Commentary.

B. American National Standards Institute (ANSI):

1. B212.15 - Cutting Tools - Carbide-tipped Masonry Drills and Blanks for Carbide-tipped Masonry Drills.

C. American Welding Society (AWS):

1. D1.1 - Structural Welding Code - Steel.

2. D1.6 - Structural Welding Code - Stainless Steel.

D. ASTM International (ASTM):

1. A36 - Standard Specification for Carbon Structural Steel.

2. A53 - Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless.

3. A108 - Standard Specification for Steel Bars, Carbon and Alloy, Cold Finished.

4. A123 - Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products.

5. A153 - Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware.

6. A240 - Standard Specification for Chromium and Chromium Nickel Stainless Steel Plate, Sheet, and Strip for Pressure Vessels and for General Applications.

7. A380 - Standard Practice for Cleaning, Descaling, and Passivation of Stainless Steel Parts, Equipment, and Systems.

8. A563 - Standard Specification for Carbon and Alloy Steel Nuts.

9. B633 - Standard Specification for Electrodeposited Coatings of Zinc on Iron and Steel.

10. B695 - Standard Specification for Coatings of Zinc Mechanically Deposited on Iron and Steel.

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11. E488 - Standard Test Methods for Strength of Anchors in Concrete Elements.

12. F436 - Standard Specification for Hardened Steel Washers.

13. F593 - Standard Specification for Stainless Steel Bolts, Hex Cap Screws and Studs.

14. F594 - Standard Specification for Stainless Steel Nuts.

15. F1554 - Standard Specification for Anchor Bolts, Steel, 36, 55 and 105-ksi Yield Strength.

16. F2329 - Standard Specification for Zinc Coating, Hot-Dip, Requirements for Application to Carbon and Alloy Steel Bolts, Screws, Washers, Nuts, and Special Threaded Fasteners.

E. International Code Council Evaluation Service, Inc. (ICC-ES):

1. AC193 - Acceptance Criteria for Mechanical Anchors in Concrete Elements.

1.03 DEFINITIONS
A. Built-In Anchor: Headed bolt or assembly installed in position before filling surrounding masonry units with grout.

B. Cast-In Anchor: Headed bolt or assembly installed in position before placing plastic concrete around.

C. Overhead Installations: Fasteners installed on overhead surfaces where the longitudinal axis of the fastener is more than 60 degrees above a horizontal line so that the fastener resists sustained tension loads.

D. Passivation: Chemical treatment of stainless steel with a mild oxidant for the purpose of enhancing the spontaneous formation of the steel’s protective passive film.

E. Post-Installed Anchor: Fastener or assembly installed in hardened concrete or finished masonry construction, typically by drilling into the structure and inserting a steel anchor assembly.

F. Terms relating to structures or building environments as used with reference to anchors and fasteners:

1. Corrosive locations: Describes interior and exterior locations as follows:
a. Locations used for delivery, storage, transfer, or containment (including spill containment) of chemicals used for plant treatment processes.

2. Wet and moist locations: Describes locations, other than “corrosive locations,” that are submerged, are immediately above liquid containment structures, or are subject to frequent wetting, splashing, or wash down. Includes:
a. Exterior portions of buildings and structures.
b. Liquid-containing structures:
1) Locations at and below the maximum operating liquid surface elevation.
2) Locations above the maximum operating liquid surface elevation and:
a) Below the top of the walls containing the liquid.
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slabs, beams, or walkways enclosing the open top of the structure).
c. Liquid handling equipment:
1) Bases of pumps and other equipment that handles liquids. d. Indoor locations exposed to moisture, splashing, or routine wash down during normal operations, including floors with slopes toward drains or gutters.
e. Other locations indicated on the Drawings.

3. Other locations:
a. Interior dry areas where the surfaces are not exposed to moisture or humidity in excess of typical local environmental conditions.

1.04 SUBMITTALS
A. General:

1. Submit as specified in Section 01330 - Submittal Procedures.

2. Submit information listed for each type of anchor or fastener to be used.

B. Action submittals:

1. Product data:
a. Cast-in anchors:
1) Manufacturer’s data including catalog cuts showing anchor sizes and configuration, materials, and finishes.
b. Post-installed anchors:
1) For each anchor type, manufacturer’s data including catalog cuts showing anchor sizes and construction, materials and finishes, and load ratings.

2. Samples:
a. Samples of each type of anchor, including representative diameters and lengths, if requested by the Engineer.

3. Certificates:
a. Cast-in anchors:
1) Mill certificates for steel anchors that will be supplied to the site. b. Post-installed anchors:
1) Manufacturer’s statement or certified test reports demonstrating that anchors that will be supplied to the site comply with the materials properties specified.

4. Test reports:
a. Post-installed anchors: For each anchor type used for the Work:
1) Current ICC-ES Report (ESR) demonstrating:
a) Acceptance of that anchor for use under the building code specified in Section 01410 - Regulatory Requirements.

5. Manufacturer’s instructions:
a. Requirements for storage and handling.
b. Recommended installation procedures including details on drilling, hole size (diameter and depth), hole cleaning and preparation procedures, anchor insertion, and anchor tightening.
c. Requirements for inspection or observation during installation.

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6. Qualification statements:
a. Post-installed anchors: Installer qualifications:
1) Submit list of personnel performing installations and include date of manufacturer’s training for each.

1.05 QUALITY ASSURANCE
A. Qualifications:

1. Post installed anchors shall be in accordance with building code specified in Section 01410 - Regulatory Requirements.

B. Special inspection:

1. Provide special inspection of post-installed anchors as specified in Section 01455 - Regulatory Quality Assurance and this Section.

1.06 DELIVERY, STORAGE, AND HANDLING
A. Deliver post-installed anchors in manufacturer’s standard packaging with labels visible and intact. Include manufacturer’s installation instructions.

B. Handle and store anchors and fasteners in accordance with manufacturer’s recommendations and as required to prevent damage.

C. Protect anchors from weather and moisture until installation.

1.07 PROJECT CONDITIONS
A. Seismic Design Category (SDC) for structures is indicated on the Drawings.

PART 2 PRODUCTS

2.01 MANUFACTURED UNITS
A. General:

1. Furnish threaded fasteners with flat washers and hex nuts fabricated from materials corresponding to the material used for threaded portion of the anchor.
a. Cast-in anchors: Provide flat washers and nuts as listed in the ASTM standard for the anchor materials specified.
b. Post-installed anchors: Provide flat washers and nuts supplied for that product by the manufacturer of each anchor.

2. Size of anchors and fasteners, including diameter and length or minimum effective embedment depth: As indicated on the Drawings or as specified in this Section. In the event of conflicts, contact Engineer for clarification.

3. Where anchors and connections are not specifically indicated on the Drawings or specified, their material, size and form shall be equivalent in quality and workmanship to items specified.

B. Materials:

1. Provide and install anchors of materials as in this Section.

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2.02 CAST-IN ANCHORS AND FASTENERS
A. Anchor bolts:

1. Description:
a. Straight steel rod having one end with an integrally forged head, and one threaded end. Embedded into concrete with the headed end cast into concrete at the effective embedment depth indicated on the Drawings or specified, and with the threaded end left to project clear of concrete face as required for the connection to be made.
b. Furnish anchor bolts with heavy hex forged head or equivalent acceptable to Engineer.
1) Rods or bars with angle bend for embedment in concrete (i.e., “L” or “J” shaped anchor bolts) are not permitted in the Work.

2. Materials:
a. Type 316 stainless steel:
1) Bolts: ASTM F593, Group 2, Condition CW, coarse threads. 2) Nuts: ASTM F594. Match alloy (group and UNS designation) and threads of bolts.
3) Washers: Type 316 stainless steel.
b. Galvanized steel:
1) Hot-dip galvanized coating in accordance with ASTM F2329. 2) Bolt: ASTM F1554, Grade 36, heavy hex, coarse thread. 3) Nuts: ASTM A563, Grade A, heavy hex, threads to match bolt. 4) Washers: ASTM F436, Type 1.

2.03 POST-INSTALLED ANCHORS AND FASTENERS - ADHESIVE
A. Epoxy bonding of reinforcing bars, all thread rods, and threaded inserts in concrete:

As specified in Section 03055 - Adhesive-Bonded Reinforcing Bars and All Thread Rods in Concrete.

2.04 POST-INSTALLED ANCHORS AND FASTENERS - MECHANICAL
A. General:

1. Post-installed anchors used for the Work shall hold a current ICC Evaluation Service Report demonstrating acceptance for use under the building code specified in Section 01410 - Regulatory Requirements.
a. Conditions of use: The acceptance report shall indicate acceptance of the product for use under the following conditions:
1) In regions of concrete where cracking has occurred or may occur. 2) To resist short-term loads due to wind forces.
3) To resist short-term loading due to seismic forces for the Seismic Design Category of the structure where the product will be used.

2. Substitutions: When requesting product substitutions, submit calculations, indicating the diameter, effective embedment depth and spacing of the proposed anchors, and demonstrating that the substituted product will provide Mechanical Anchoring and Fastening to Concrete and Masonry 05190-6 201105-10 June 2023
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load resistance that is equal to or greater than that provided by the anchors listed in this Section:
a. Calculations shall be prepared by and shall bear the signature and seal of a Civil or Structural Engineer licensed in the State of California. b. Decisions regarding the acceptability of proposed substitutions shall be at the discretion of the Engineer.

B. Concrete anchors:

1. Description. Post-installed anchor assembly consisting of a threaded stud and a surrounding wedge expansion sleeve that is forced outward by torquing the center stud to transfer loads from the stud to the concrete through bearing, friction, or both. (Sometimes referred to as “expansion anchors” or “wedge anchors.”)
a. Do not use slug-in, lead cinch, and similar systems relying on deformation of lead alloy or similar materials to develop holding power.

2. Concrete anchors for anchorage to concrete:
a. Acceptance criteria:
1) Concrete anchors shall have a current ICC-ES Report demonstrating that the anchors have been tested and qualified for performance in both cracked and un-cracked concrete, and for short-term loading due to wind and seismic forces for Seismic Design Categories A through F in accordance with ACI 355.2 and with ICC-ES AC193 (including all mandatory tests and optional tests for seismic tension and shear in cracked concrete).
2) Concrete anchor performance in the current ICC-ES Report shall be “Category 1” as defined in ACI 355.2.
b. Manufacturers: One of the following or equal:
1) Hilti, Kwik Bolt TZ Expansion Anchor.
2) D
EWALT/Powers, PowerStud.
3) Simpson Strong-Tie, Strong Bolt 2 Wedge Anchor.
c. Materials. Integrally threaded stud, wedge, washer, and nut:
1) Stainless steel: Type 316.
2) Galvanized: Carbon steel, zinc plated in accordance with ASTM B633, minimum 5 microns (Fe/Zn 5).

C. Flush shells:

1. Description: Post-installed anchor assembly consisting of an internally threaded mandrel that is forced into a pre-drilled concrete hole with a setting tool until the top of the anchor is flush with the face of the concrete. Once installed, a removable threaded bolt is installed in the mandrel.

2. Flush shell anchors are not permitted in the Work.

2.05 APPURTENANCES FOR ANCHORING AND FASTENING
A. Anchor bolt sleeves:

1. Having inside diameter approximately 2 inches greater than bolt diameter and minimum 10-bolt diameters long.

2. Plastic sleeves:
a. High-density polyethylene, corrugated sleeve, threaded to provide adjustment of location on the anchor bolt.

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b. Manufacturers: The following or equal:
1) Portland Bolt & Manufacturing Co.

3. Fabricated steel sleeves:
a. Fabricate to the following dimensions unless otherwise indicated on the Drawings:
1) Inside diameter: At least 2 inches greater than bolt diameter. 2) Inside length: Not less than 10 bolt diameters.
3) Bottom plate:
a) Square plate with dimensions equal to the outside diameter of the sleeve plus 1/2 inch each side.
b) Thickness equal to or greater than one-half of the anchor bolt diameter.
b. Carbon steel anchor bolts:
1) Fabricated from ASTM A36 plate and ASTM A53, Grade B pipe. 2) Welded connections: Conform to requirements of AWS D1.1. 3) Hot dip galvanized in accordance with ASTM A153.
c. Stainless steel anchor bolts:
1) Fabricated from ASTM A240 plate and pipe. Type 304L or Type 316L to match Type of the anchor bolt.
2) Welded connections: In accordance with AWS D1.6.

B. Isolating sleeves and washers:

1. Manufacturers: One of the following or equal:
a. Central Plastics Co.
b. Allied Corrosion Industries.

2. Sleeves: Mylar, 1/32-inch thick, 4,000 volts per mil dielectric strength, of proper size to fit bolts and extending half way into both steel washers.

3. One sleeve required for each bolt.

4. Washers: The inside diameter of all washers shall fit over the isolating sleeve, and both the steel and isolating washers shall have the same inside diameter and outside diameter.
a. Proper size to fit bolts.
b. Two 1/8-inch thick steel washers for each bolt.
c. G3 Phenolic: 2 insulating washers are required for each bolt:
1) Thickness: 1/8 inch.
2) Base material: Glass.
3) Resin: Phenolic.
4) Water absorption: 2 percent.
5) Hardness (Rockwell): 100.
6) Dielectric strength: 450 volts per mil.
7) Compression strength: 50,000 pounds per square inch. 8) Tensile strength: 20,000 pounds per square inch.
9) Maximum operating temperature: 350 degrees Fahrenheit.

C. Coating for repair of galvanized surfaces:

1. Manufacturers: The following or equal:
a. Jelt, Galvinox.

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D. Thread coating: For use with threaded stainless steel fasteners:

1. Manufacturers: One of the following or equal:
a. Bostik, Never-Seez.
b. Oil Research, Inc., WLR No. 111.

PART 3 EXECUTION

3.01 EXAMINATION
A. Examine Work in place to verify that it is satisfactory to receive the Work of this Section. If unsatisfactory conditions exist, do not begin this Work until such conditions have been corrected.

3.02 INSTALLATION: GENERAL
A. Where anchors and fasteners are not specifically indicated on the Drawings or specified, make attachments with materials specified in this Section.

B. Substitution of anchor types:

1. Post-installed anchors may not be used as an alternative to cast-in/built-in anchors at locations where the latter are indicated on the Drawings.

2. Cast-in/built-in anchors may be used as an alternative to post-installed mechanical anchors at locations where the latter are indicated on the Drawings.

C. Protect products from damage during installation. Take special care to protect threads and threaded ends.

D. Accurately locate and position anchors and fasteners:

1. Unless otherwise indicated on the Drawings, install anchors perpendicular to the surfaces from which they project.

2. Install anchors so that at least 2 threads, but not more than 1/2 inch of threaded rod, projects past the top nut.

E. Interface with other products:

1. Where steel anchors come in contact with dissimilar metals (aluminum, stainless steel, etc.), use stainless steel anchors and separate or isolate dissimilar metals using isolating sleeves and washers.

2. Prior to installing nuts, coat threads of stainless steel fasteners with thread coating to prevent galling of threads.

3.03 INSTALLATION: CAST-IN ANCHORS
A. General:

1. Accurately locate cast-in and built-in anchors.
a. Provide anchor setting templates to locate anchor bolts and anchor rods.

Secure templates to formwork.
b. Brace or tie off embedments as necessary to prevent displacement during placement of plastic concrete or of surrounding masonry construction.

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c. Position and tie cast-in and built-in anchors in place before beginning placement of concrete or grout. Do not “stab” anchors into plastic concrete, mortar, or grout.
d. Do not allow cast-in anchors to touch reinforcing steel. Where cast-in anchors are within 1/4 inch of reinforcing steel, isolate the metals by wrapping the anchors with a minimum of 4 wraps of 10-mil polyvinyl chloride tape in area adjacent to reinforcing steel.

2. For anchoring at machinery bases subject to vibration, use 2 nuts, with 1 serving as a locknut.

3. Where anchor bolts or anchor rods are indicated on the Drawings as being for future use, thoroughly coat exposed surfaces that project from concrete or masonry with non-oxidizing wax. Turn nuts down full length of the threads, and neatly wrap the exposed thread and nut with a minimum of 4 wraps of 10-mil waterproof polyvinyl tape.

B. Anchor bolts:

1. Minimum effective embedment: 10-bolt diameters, unless a longer embedment is indicated on the Drawings.

2. Where indicated on the Drawings, set anchor bolts in plastic, galvanized steel or stainless steel sleeves to allow for adjustment.

3.04 INSTALLATION: POST-INSTALLED ADHESIVE ANCHORS
A. Epoxy and acrylic adhesive bonding of reinforcing bars, all thread rods, and internally threaded inserts in concrete: As specified in Section 03055 – Adhesive-Bonded Reinforcing Bars and All Thread Rods in Concrete.

3.05 INSTALLATION: POST-INSTALLED MECHANICAL ANCHORS
A. General:

1. Install anchors in accordance with the manufacturer’s instructions, ACI 355.2, the anchor’s ICC-ES Report. Where conflict exists between the ICC-ES Report and the requirements in this Section, the requirements of the ICC-ES Report shall control.

2. Where anchor manufacturer recommends the use of special tools and/or specific drill bits for installation, provide and use such tools.

3. After anchors have been positioned and inserted into concrete or masonry, do not:
a. Remove and reuse/reinstall anchors.
b. Loosen or remove bolts or studs.

B. Holes drilled into concrete and masonry:

1. Do not drill holes in concrete or masonry until the material has achieved its minimum specified compression strength (f’c or f’m).

2. Accurately locate holes:
a. Before drilling holes, use a reinforcing bar locator to identify the position of all reinforcing steel, conduit, and other embedded items within a 6-inch radius of each proposed hole.
b. If the hole depth exceeds the range of detection for the rebar locator, the Engineer may require radiographs of the area designated for investigation before drilling commences.

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3. Exercise care to avoid damaging existing reinforcement and other items embedded in concrete and masonry.
a. If embedments are encountered during drilling, immediately stop work and notify the Engineer. Await Engineer’s instructions before proceeding.

4. Unless otherwise indicated on the Drawings, drill holes perpendicular to the concrete surface into which they are placed.

5. Drill using anchor manufacturer’s recommended equipment and procedures:
a. Unless otherwise recommended by the manufacturer, drill in accordance with the following:
1) Drilling equipment: Electric or pneumatic rotary type with light or medium impact. Where edge distances are less than 2 inches, use lighter impact equipment to prevent micro-cracking and concrete spalling during drilling process.
2) Drill bits: Carbide-tipped in accordance with ANSI B212-15. Hollow drills with flushing air systems are preferred.

6. Drill holes at manufacturer’s recommended diameter and to depth required to provide the effective embedment indicated.

7. Clean and prepare holes as recommended by the manufacturer and as required by the ICC-ES Report for that anchor.
a. Unless otherwise recommended by anchor manufacturer, remove dust and debris using brushes and clean compressed air.
b. Repeat cleaning process as required by the manufacturer’s installation instructions.
c. When cleaning holes for stainless steel anchors, use only stainless steel or non-metallic brushes.

C. Insert and tighten (or torque) anchors in full compliance with the manufacturer’s installation instructions.

1. Once anchor is tightened (torque), do not attempt to loosen or remove its bolt or stud.

D. Concrete anchors: Minimum effective embedment lengths unless otherwise indicated on the Drawings:

Concrete Anchors
Nominal
Diameter
Minimum Effective Embedment Length Minimum Member
Thickness In Concrete In Grouted Masonry
3/8 inch 2 1/2 inch 2 5/8 inch 8 inch
1/2 inch 3 1/2 inch 3 1/2 inch 8 inch
5/8 inch 4 1/2 inch 4 1/2 inch 10 inch
3/4 inch 5 inch 5 1/4 inch 12 inch
E. Flush shell anchors:

1. Flush shell anchors are not permitted in the Work.

2. If equipment manufacturer’s installation instructions recommend the use of flush shell anchors, contact Engineer for instructions before proceeding.

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3.06 FIELD QUALITY CONTROL
A. Contractor shall provide quality control over the Work of this Section as specified in Section 01450 - Quality Control.

1. Expenses associated with work described by the following paragraphs shall be paid by the Contractor.

B. Post-installed anchors:

1. Review anchor manufacturer’s installation instructions and requirements of the Evaluation Service Report (hereafter referred to as “installation documents”) for each anchor type and material.

2. Observe hole-drilling and cleaning operations for conformance with the installation documents.

3. Certify in writing to the Engineer that the depth and location of anchor holes, and the torque applied for setting the anchors conforms to the requirements of the installation documents.

3.07 FIELD QUALITY ASSURANCE
A. Owner will provide on-site observation and field quality assurance for the Work of this Section.

1. Expenses associated with work described by the following paragraphs shall be paid by the Owner.

B. Field inspections and special inspections:

1. Required inspections: Observe construction for conformance to the approved Contract Documents, the accepted submittals, and manufacturer’s installation instructions for the products used.

2. Record of inspections:
a. Maintain record of each inspection.
b. Submit copies to Engineer upon request.

3. Statement of special inspections: At the end of the project, prepare and submit to the Engineer and the authority having jurisdiction inspector’s statement that the Work was constructed in general conformance with the approved Contract Documents, and that deficiencies observed during construction were resolved.

C. Special inspections: Anchors cast into concrete and built into masonry.

1. Provide special inspection during positioning of anchors and placement of concrete or masonry (including mortar and grout) around the following anchors:
a. Anchor bolts.

2. During placement, provide continuous special inspection at each anchor location to verify that the following elements of the installation conform to the requirements of the Contract Documents.
a. Anchor:
1) Type and dimensions.
2) Material: Galvanized steel, Type 304 stainless steel, or Type 316 stainless steel as specified in this Section or indicated on the Drawings.
3) Positioning: Spacing, edge distances, effective embedment, and projection beyond the surface of the construction.

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4) Reinforcement at anchor: Presence, positioning, and size of additional reinforcement at anchors indicated on the Drawings.

3. Following hardening and curing of the concrete or masonry surrounding the anchors, provide periodic special inspection to observe and confirm the following:
a. Base material (concrete or grouted masonry):
1) Solid and dense concrete or grouted masonry material within required distances surrounding anchor.
2) Material encapsulating embedment is dense and well-consolidated.

D. Special Inspections: Post-installed mechanical anchors placed in hardened concrete and in grouted masonry.

1. Provide special inspection during installation of the following anchors:
a. Concrete anchors.

2. Unless otherwise noted, provide periodic special inspection during positioning, drilling, placing, and torquing of anchors.
a. Provide continuous special inspection for post-installed anchors in “overhead installations” as defined in this Section.

3. Requirements for periodic special inspection:
a. Verify items listed in the following paragraphs for conformance to the requirements of the Contract Documents and the Evaluation Report for the anchor being used. Observe the initial installation of each type and size of anchor, and subsequent installation of the same anchor at intervals of not more than 4 hours.
1) Any change in the anchors used, in the personnel performing the installation, or in procedures used to install a given type of anchor shall require a new “initial inspection.”
b. Substrate: Concrete or masonry surfaces receiving the anchor are sound and of a condition that will develop the anchor’s rated strength. c. Anchor:
1) Manufacturer, type, and dimensions (diameter and length). 2) Material (galvanized, Type 304 stainless steel, or Type 316 stainless steel).
d. Hole:
1) Positioning: Spacing and edge distances.
2) Drill bit type and diameter.
3) Diameter, and depth.
4) Hole cleaned in accordance with manufacturer’s required procedures. Confirm multiple repetitions of cleaning when recommended by the manufacturer.
5) Anchor’s minimum effective embedment.
6) Anchor tightening/installation torque.

4. Requirements for continuous special inspection:
a. The special inspector shall observe all aspects of anchor installation, except that holes may be drilled in his/her absence provided that he/she confirms the use of acceptable drill bits before drilling, and later confirms the diameter, depth, and cleaning of drilled holes.

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E. Field tests:

1. Owner may, at any time, request testing to confirm that materials being delivered and installed conform to the requirements of the Specifications. a. If such additional testing shows that the materials do not conform to the specified requirements, the Contractor shall pay the costs of these tests. b. If such additional testing shows that the materials do conform to the specified requirements, the Owner shall pay the costs of these tests.

3.08 NON-CONFORMING WORK
A. Remove misaligned or non-performing anchors.

B. Fill empty anchor holes and repair failed anchor locations using high-strength, non-shrink, non-metallic grout.

C. If more than 10 percent of all tested anchors of a given diameter and type fail to achieve their specified torque or proof load, the Engineer will provide directions for required modifications. Make such modifications, up to and including replacement of all anchors, at no additional cost to the Owner.

3.09 SCHEDULES
A. Stainless steel. Provide and install stainless steel anchors at the following locations:

1. All locations.

END OF SECTION

Steel Decking
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SECTION 05310

STEEL DECKING
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Steel deck for floors and roofs, and associated accessories.

1.02 REFERENCES
A. ASTM International (ASTM):

1. A653 - Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process.

B. American Welding Society (AWS):

1. D1.3 - Structural Welding Code - Sheet Steel.

1.03 SUBMITTALS
A. Product data.

B. Shop drawings.

1.04 DELIVERY, STORAGE, AND HANDLING
A. Storage and protection:

1. Store steel deck at the site stacked on platforms or pallets and covered with tarpaulins or other suitable weathertight covering.

2. Do not use steel deck for storage or working platform.

3. Remove damaged, unlabeled, untagged, rusty, and deteriorated steel deck material from the job site.

PART 2 PRODUCTS

2.01 MANUFACTURERS
A. One of the following or equal:

1. ASC Profiles.

2. Verco Manufacturing Co.

3. Canam Steel Corp.

2.02 MATERIALS
A. Sheet steel: ASTM A653, G 90 minimum coating designation.

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2.03 FABRICATION
A. Steel deck shall be formed:

1. Such that every sheet is identical and will register perfectly with adjacent sheets.

2. In accordance with building code as specified in Section 01410 - Regulatory Requirements.

B. Decking used with concrete fill shall be deformed to develop composite action between the deck and the concrete.

C. Furnish minimum gauge, deck thickness, section modulus, moment of inertia, and allowable diaphragm shear per foot of deck width that is not less than for type deck sections indicated on the Drawings.

D. Treat exposed roof deck with phosphate.

E. Furnish roof deck ready to receive field painting without further pretreatment. Paint exposed roof deck in accordance with Contract Documents.

F. Accessories:

1. Furnish all accessories indicated on the Drawings or needed to completed work.

2. Minimum required gauges:
a. Sump pans: 14 gauge.
b. All other accessories: 20 gauge unless otherwise indicated on the Drawings.

G. Welding and electrodes: In accordance with AWS D1.3.

H. Furnish roof decking in lengths to minimize number of splices.

I. Furnish steel deck complete, including cutting, shaping, fitting, drilling, welding, ridge plates, valley plates, reinforcing plates for openings, and miscellaneous pieces necessary for proper installation.

PART 3 EXECUTION

3.01 EXAMINATION
A. Verification of conditions: Examine work in place to verify that it is satisfactory to receive the work of this Section. If unsatisfactory conditions exist, do not begin this work until such conditions have been corrected.

3.02 INSTALLATION
A. Decking shall span over at least 3 spans wherever possible.

B. Do not damage or overload roof deck during installation.

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C. Do not use steel deck for storage or as a working platform until sheets have been welded in position.

D. Do not exceed maximum uniformly distributed load of 20 pounds per square foot.

E. Install decking in straight and continuous rows as far as practicable, with ribs at right angles to supporting members.

F. For each end of deck section, provide 3 inches minimum bearing on supports. For sections that abut each other, each piece shall bear a minimum of 3 inches on the support. This requires a 6-inch minimum flange width. For cases where the minimum bearing cannot be obtained, notify the Engineer.

G. Electric arc weld deck sections to bearing plates, supports at butt joints, at intermediate supports, side supports, and at end supports as indicated on the Drawings. Do not burn through the deck. Remove all slag.

H. Fasten the longitudinal joints between deck sections together by the method indicated on the Drawings.

I. Neatly cut and fit openings in roof deck, and reinforce with structural steel members as indicated on the Drawings.

J. Paint welds as specified.

K. Install roof deck free of dents and bent members.

L. Reinforce all holes and openings in steel deck as indicated on the Drawings.

M. Piping, conduit, equipment, and other services: Do not hang from decking.

N. Install all accessories required to complete work.

3.03 REPAIR OF GALVANIZING AND COATING
A. Touch-up damage to galvanized surfaces, including cut edges and holes, with zinc rich primer.

B. Repair damage to factory-applied coating system in accordance with the manufacturer's printed recommendations.

3.04 CLEANUP
A. After erection, remove weld spatter, grease, and oil from decking.

END OF SECTION

Sheet Metal
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SECTION 07600

SHEET METAL
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: sheet metal, and associated accessories.

1.02 REFERENCES
A. Aluminum Association (AA).

B. ASTM International (ASTM):

1. A240 - Standard Specification for Chromium and Chromium-nickel Stainless Steel Plate, Sheet, and Strip For Pressure Vessels and General Applications.

2. A653 - Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process.

3. B32 - Standard Specification for Solder Metal.

4. B209 - Standard Specification for Aluminum and Aluminum-Alloy Sheet and Plate.

5. B221 - Standard Specification for Aluminum-Alloy Extruded Bars, Rods, Wire, Profiles, and Tubes.

6. B224 - Standard Classification of Coppers.

7. B370 - Standard Specification for Copper Sheet and Strip for Building Construction.

8. B749 - Standard Specification for Lead and Lead Alloy Strip, Sheet, and Plate Products.

9. D226 - Standard Specification for Asphalt-Saturated Organic Felt Used in Roofing and Waterproofing.

10. D4586 - Standard Specification for Asphalt Roof Cement, Asbestos-Free.

C. Sheet Metal and Air Conditioning Contractors National Association, Inc. (SMACNA).

1.03 SUBMITTALS
A. Product data.

B. Shop drawings: Show fabrication details, material profiles, connections, jointing pattern, jointing details, fastening methods, isolation methods, and installation details.

C. Manufacturer's Installation Instructions.

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1.04 DELIVERY, STORAGE, AND HANDLING
A. Stack preformed material to prevent twisting, bending, or abrasion, and to provide ventilation.

B. Prevent contact with materials during storage which may cause discoloration, staining, or damage.

PART 2 PRODUCTS

2.01 MATERIALS
A. Aluminum sheet: ASTM B209, 5005-H14 alloy and temper; minimum 32 mils thick, shop pre-coated with color to match existing standing seam roof.

2.02 ACCESSORIES
A. Fasteners and metal washers: Types best suited for purpose, of same material as sheet metal being fastened or of composition that will not support electrolysis, such as Type 18-8 stainless steel for fastening aluminum.

B. Sealer washers: Rubber type, minimum 0.040 inch thick.

2.03 FABRICATION
A. Form sheet metal true to shape, accurate in size, square, and free from distortion or defects.

B. Fabricate cleats and starter strips of same material as sheet, minimum 3 inches wide, interlockable with sheet.

C. Form pieces in longest practical lengths. Size and space joints to provide adequate movement for thermal expansion and contraction.

D. Hem exposed edges on underside 1/2 inch; miter and seam corners.

2.04 FINISH
A. Backpaint concealed metal surfaces with protective backing paint to minimum dry film thickness of 15 mil.

PART 3 EXECUTION

3.01 INSTALLATION
A. Install sheet metal in accordance with AA and SMACNA references, and when in connection with roofing, roofing manufacturer's specifications.

B. Install sheet metal to even smooth, sound, thoroughly clean and dry surfaces, free from defects that could affect installation.

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C. Isolate dissimilar metals from direct contact with protective backing paint.

D. Install starter, edge strips, and cleats before starting installation.

E. Perform cutting, fitting, drilling, and other operations in connection with sheet metal required to accommodate work of other sections.

F. Install sealer washers under metal washers or fastener heads where weathertightness is required.

G. Lap and seal joints. Make connections watertight and weathertight.

H. Seal metal joints watertight.

END OF SECTION

Joint Sealants
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SECTION 07900

JOINT SEALANTS
PART 1 GENERAL

1.01 SUMMARY
A. Section includes:

1. Acrylic-Latex sealant.

2. Precast concrete joint sealant.

3. Silicone sealant.

4. Synthetic rubber sealing compound.

5. Synthetic sponge rubber filler.

6. Related materials.

1.02 REFERENCES
A. American Association of State Highway and Transportation Officials (AASHTO):

1. M198 - Standard Specification for Joints for Concrete Pipe, Manholes, and Precast Box Sections Using Preformed Flexible Joint Sealants.

B. ASTM International (ASTM):

1. C920 - Standard Specification for Elastomeric Joint Sealants.

2. C990 - Standard Specification for Joints for Concrete Pipe, Manholes, and Precast Box Sections Using Preformed Flexible Joint Sealants.

3. C1330 - Standard Specification for Cylindrical Sealant Backing for Use with Cold Liquid-Applied Sealants.

4. C1521 - Standard Practice for Evaluating Adhesion of Installed Weatherproofing Sealant Joints.

5. D412 - Standard Test Methods for Vulcanized Rubber and Thermoplastic Elastomers - Tension.

6. D624 - Standard Test Method for Tear Strength of Conventional Vulcanized Rubber and Thermoplastic Elastomer.

1.03 SUBMITTALS
A. Product data.

B. Samples, include color selections.

C. Manufacturer's Installation Instructions.

D. Warranty.

1.04 QUALITY ASSURANCE
A. Manufacturer qualifications: Manufacturer of proposed product for minimum 5 years with satisfactory performance record.

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B. Installer qualifications: Manufacturer approved installer of products similar to specified products on minimum 5 projects of similar scope as Project with satisfactory performance record.

1.05 PROJECT/SITE CONDITIONS
A. Environmental requirements: Do not apply sealant on wet or frosty surfaces or when surface temperature is higher than 100 degrees Fahrenheit or lower than recommended by the manufacturer.

1.06 DELIVERY, STORAGE, AND HANDLING
A. Deliver, store, and handle products in accordance with manufacturer's recommendations.

B. Code date packages. Do not use material older than manufacturer’s published shelf life. Store materials at temperatures lower than 80 degrees Fahrenheit. Condition materials in accordance with manufacturer’s instructions prior to installation.

1.07 SEQUENCING AND SCHEDULING
A. Caulk joints prior to painting.

1.08 WARRANTY
A. Warrant to correct defective products for minimum 1 year in accordance with manufacturer's standard warranty.

PART 2 PRODUCTS

2.01 SEALANTS
A. General:

1. Provide colors matching materials being sealed.

2. Where compound is not exposed to view in finished work, provide manufacturer's color which has best performance.

3. Nonsagging sealant for vertical and overhead horizontal joints.

4. Sealants for horizontal joints: Self-leveling pedestrian/traffic grade.

5. Joint cleaner, primer, bond breaker: As recommended by sealant manufacturer.

6. Sealant backer rod and/or compressible filler made from closed cell polyethylene, polyethylene jacketed polyurethane foam, or other flexible, nonabsorbent, non-bituminous material recommended by sealant manufacturer to:
a. Control joint depth.
b. Break bond of sealant at bottom of joint.
c. Provide proper shape of sealant bead.
d. Serve as expansion joint filler.

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2.02 SILICONE SEALANT
A. ASTM C920, Type S, Grade NS, Class 25, single component silicone sealant:

1. Manufacturers: One of the following or equal:
a. Tremco, Proglaze.
b. Pecora Corp., Number 864.
c. Dow Corning, Number 795.
d. General Electric, Number 1200 Series.

2.03 RELATED MATERIALS
A. Primer: Nonstaining type, recommended by sealant manufacturer to suit application.

B. Joint cleaner: Noncorrosive, nonstaining, compatible with joint forming materials and as recommended by sealant manufacturer.

C. Bond breaker tape: Pressure-sensitive tape recommended by sealant manufacturer to suit application.

PART 3 EXECUTION

3.01 EXAMINATION
A. Verify acceptability of joint dimensions, physical, and environmental conditions.

B. Verify that surfaces are dry, clean, and free of dirt, grease, curing compound, and other residue which might interfere with adhesion of sealants.

3.02 PREPARATION
A. Allow concrete to cure thoroughly before caulking.

B. Caulking:

1. Verify that surfaces are dry, clean, and free of dirt, grease, curing compounds, and other residue that might interfere with adhesion of sealant.

2. Concrete, masonry, wood, and steel surfaces: Clean and prime in accordance with manufacturer's instructions prior to caulking.

C. Use joint filler to achieve required joint depths, to allow sealants to perform properly.

D. Do not stretch filler beyond normal length during installation.

E. Apply bond breaker when recommended by joint sealer manufacturer.

3.03 INSTALLATION
A. Caulking, joints, and sealing:

1. Caulk doors, windows, louvers, and other items installed in or over concrete openings inside and out.

2. Complete caulking prior to painting.

3. Verify that concrete is thoroughly cured prior to caulking.

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4. When filler compressible material is used, use untreated type.

5. Apply caulking with pneumatic caulking gun.

6. Use nozzles of proper shape and size for application intended.

7. Maintain continuous bond between caulking and sides of joint to eliminate gaps, bubbles, or voids and fill joint in continuous operation without layering of compound.

8. Employ experienced applicators to caulk joints and seams in neat workmanlike manner.

9. To hasten curing of compound when used on wide joints subject to movement, apply heat with infrared lamps or other convenient means.

3.04 CLEANING
A. Clean surfaces adjacent to sealant as work progresses.

B. Remove excess uncured sealant by soaking and scrubbing with sealant cleaning solvent.

C. Remove excess cured sealant by sanding with Number 80 grit sandpaper.

D. Leave finished work in neat, clean condition.

3.05 SCHEDULE
A. Silicone:

1. Use where indicated on the Drawings.

2. Joints and recesses formed where window, door, louver and vent frames, and sill adjoin masonry, concrete, stucco, or metal surfaces.

3. Door threshold bedding.

4. Moist or wet locations, including joints around plumbing fixtures.

5. Stainless steel doors and frames, including joints between applied stops and frames, and around anchor bolts.

6. Plenum joints.

3.06 FIELD QUALITY CONTROL
A. Adhesion testing:

1. Perform adhesion tests in accordance with ASTM C1521 per the following criteria:
a. All other type of joints except butt glazing joints: 1 test per every 3,000 LF of joint sealed.
b. Manufacturer's authorized factory representative provide written recommendations for remedial measures on failing tests.

END OF SECTION
High-Performance Coatings
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SECTION 09960

HIGH-PERFORMANCE COATINGS

TABLE OF CONTENTS
PART 1 GENERAL ................................................................................................................. 2

1.01 SUMMARY ................................................................................................................... 2

1.02 REFERENCES ............................................................................................................. 2

1.03 DEFINITIONS ............................................................................................................... 3

1.04 ABBREVIATIONS ......................................................................................................... 5

1.05 SUBMITTALS ............................................................................................................... 6

1.06 QUALITY ASSURANCE ............................................................................................... 7

1.07 PRODUCT DELIVERY, STORAGE, AND HANDLING .............................................. 10

1.08 PROJECT CONDITIONS ........................................................................................... 11

1.09 MAINTENANCE ......................................................................................................... 13

1.10 CTR RESPONSIBILITIES .......................................................................................... 13 PART 2 PRODUCTS ............................................................................................................ 14

2.01 DESIGN AND PERFORMANCE CRITERIA .............................................................. 14

2.02 MATERIALS ............................................................................................................... 15

2.03 COATING SYSTEMS IDENTIFICATION ................................................................... 15

2.04 PRODUCTS FOR COATING SYSTEMS ................................................................... 15 PART 3 EXECUTION ........................................................................................................... 16

3.01 GENERAL PROTECTION REQUIREMENTS ............................................................ 16

3.02 GENERAL SURFACE PREPARATION REQUIREMENTS ....................................... 17

3.03 MECHANICAL AND ELECTRICAL EQUIPMENT PREPARATION ........................... 17

3.04 CLEANING OF NEW AND PREVIOUSLY COATED OR NEW SURFACES ............. 18

3.05 BLAST CLEANING ..................................................................................................... 18

3.06 PREPARATION REQUIREMENTS FOR CONCRETE SURFACES ......................... 19

3.07 GENERAL PREPARATION REQUIREMENTS FOR METALLIC SURFACES .......... 21

3.08 PREPARATION REQUIREMENTS BY SURFACE TYPE ......................................... 22

3.09 APPLICATION REQUIREMENTS .............................................................................. 22

3.10 APPLICATION REQUIREMENTS FOR CONCRETE COATING SYSTEMS ............ 27

3.11 COATING SYSTEM SCHEDULE ............................................................................... 28

3.12 SURFACES NOT REQUIRING COATING ................................................................. 28

3.13 QUALITY CONTROL .................................................................................................. 28

3.14 CORRECTIVE MEASURES ....................................................................................... 29

3.15 CLEANUP ................................................................................................................... 30

3.16 FINAL INSPECTION .................................................................................................. 30

ATTACHMENT A - SCHEDULE OF SURFACES TO BE COATED

ATTACHMENT B - COATING DETAIL SHEETS

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PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Coatings, including coating systems, surface preparation, application requirements, and quality control requirements.

1.02 REFERENCES
A. ASTM International (ASTM):

1. D16 - Standard Terminology for Paint, Related Coatings, Materials, and Applications.

2. D2200 - Standard Practice for Use of Pictorial Surface Preparation Standards and Guides for Painting Steel Surfaces.

3. D3359 - Standard Test Methods for Rating Adhesion by Tape Test.

4. D3960 - Standard Practice for Determining Volatile Organic Compound (VOC) Content of Paints and Related Coatings.

5. D4262 - Standard Test Method for pH of Chemically Cleaned or Etched Concrete Surfaces.

6. D4263 - Standard Test Method for Indicating Moisture in Concrete by the Plastic Sheet Method.

7. D4285 - Standard Test Method for Indicating Oil or Water in Compressed Air.

8. D4414 - Standard Practice for Measurement of Wet Film Thickness by Notch Gages.

9. D4417 - Standard Test Methods for Field Measurement of Surface Profile of Blast-Cleaned Steel.

10. D4541 - Standard Test Methods for Pull-Off Strength of Coatings Using Portable Adhesion Testers.

11. D4787 - Standard Practice for Continuity Verification of Liquid or Sheet Linings Applied to Concrete Substrates.

12. D5162 - Standard Practice for Discontinuity (Holiday) Testing of Nonconductive Protective Coating on Metallic Substrates.

13. D7234 - Standard Test Method for Pull-Off Adhesion Strength of Coatings on Concrete Using Portable Pull-Off Adhesion Testers.

14. E337 - Standard Test Method for Measuring Humidity with a Psychrometer (the Measurement of Wet- and Dry-Bulb Temperatures).

15. F1869 - Standard Test Method for Measuring Moisture Vapor Emission Rate of Concrete Subfloor Using Anhydrous Calcium Chloride.

16. F2170 - Standard Test Method for Determining Relative Humidity in Concrete Floor Slabs Using In-situ Probes.

B. International Concrete Repair Institute (ICRI):

1. 310.2 - Guideline for Selecting and Specifying Concrete Surface Preparation for Sealers, Coatings, Polymer Overlays, and Concrete Repair.

C. NACE International (NACE):

1. SP0178 - Design, Fabrication, and Surface Finish Practices for Tanks and Vessels to Be Lined for Immersion Service.

2. SP0188 - Discontinuity (Holiday) Testing of New Protective Coatings on Conductive Substrates.

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D. National Association of Pipe Fabricators (NAPF):

1. 500-03 - Surface Preparation Standard for Ductile Iron Pipe and Fittings in Exposed Locations Receiving Special External Coatings and/or Special Internal Linings.

E. NSF International (NSF):

1. 61 - Drinking Water System Components - Health Effects.

F. Occupational Safety and Health Administration (OSHA).

G. Society of Protective Coatings (SSPC):

1. Glossary - SSPC Protective Coatings Glossary.

2. Guide 6 - Guide for Containing Surface Preparation Debris Generated during Paint Removal Operations.

3. Guide 15 - Field Methods for Retrieval and Analysis of Soluble Salts on Steel and Other Nonporous Substrates.

4. PA 1 - Shop, Field, and Maintenance Painting of Steel.

5. PA 2 - Procedure for Determining Conformance to Dry Coating Thickness Requirements.

6. PA 9 - Measurement of Dry Coating Thickness Using Ultrasonic Gages.

7. QP 1 - Standard Procedure for Evaluating the Qualifications of Industrial/Marine Painting Contractors.

8. SP 1 - Solvent Cleaning.

9. SP 3 - Power Tool Cleaning.

10. SP 5 - White Metal Blast Cleaning.

11. SP 10 - Near-White Metal Blast Cleaning.

12. SP 11 – Power Tools Cleaning to Bare Metal.

13. SP 13 - Surface Preparation of Concrete.

14. SP 16 - Brush-Off Blast Cleaning of Coated and Uncoated Galvanized Steel, Stainless Steels, and Non-Ferrous Metals.

15. SP COM - Surface Preparation Commentary.

16. SP VIS 1 - Guide and Reference Photographs for Steel Surfaces Prepared by Dry Abrasive Blast Cleaning.

17. SP WJ-1 - Waterjet Cleaning of Metals -- Clean to Bare Substrate.

18. SP WJ-2 - Waterjet Cleaning of Metals -- Very Thorough Cleaning.

19. SP WJ-3 - Waterjet Cleaning of Metals -- Thorough Cleaning.

20. SP WJ-4 - Waterjet Cleaning of Metals -- Light Cleaning.

1.03 DEFINITIONS
A. Definitions used in this Section are in accordance with definitions referenced in ASTM D16, ASTM D3960, and SSPC Glossary of Definitions.

B. Specific definitions:

1. Abrasive: Material used for blast cleaning, such as sand, grit, or shot.

2. Abrasive Blast Cleaning: Cleaning/surface preparation by abrasive propelled at high speed.

3. Anchor Pattern: Profile or texture of prepared surface(s).

4. Biogenic Sulfide Corrosion: Corrosion caused by sulfuric acid formed when Thiobacillus bacteria metabolizes hydrogen sulfide.

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5. Bug Holes: Small cavities resulting when air bubbles are entrapped in the surface of formed concrete during placement and consolidation.

6. System: Protective film with 1 or more coats applied in a predetermined order, including surface preparation and quality control requirements.

7. Coating/Paint/Lining Thickness: Total thickness of primer, intermediate, and/or finish coats after drying or curing.

8. Dew point: Temperature a given air/water vapor mixture starts to condense.

9. Drying Time: Time interval between application and material curing.

10. Dry to Recoat: Time interval between material application and its ability to receive the next coat.

11. Dry to Touch: Time interval between material application and its ability to tolerate a light touch without coating damage.

12. Exposed Surface: Any indoor or outdoor surface not buried or encased.

13. Feather Edging: Reducing coating thickness at its edge to blend with existing surrounding coating.

14. Feathering: Tapering off a wet edge with a comparatively dry brush.

15. Ferrous: Cast iron, ductile iron, wrought iron, and all steel alloys except stainless steel.

16. Field Coat: Application of a surface coating system at the work site.

17. Finish Coat: Final coat in a paint system, including texture, color, smoothness of surface, and other properties affecting appearance.

18. Hold Point: A defined point, specified in this Section, at which work shall be halted for inspection.

19. Holiday: A discontinuity, skip, void, or pinhole in coating or coating system film that exposes the substrate.

20. Honeycomb: Segregated and porous surface of hardened concrete due to insufficient consolidation.

21. Hydroblast: High or ultra-high-pressure water jet surface preparation.

22. Incompatibility: One coating's inability to overlay another coating or surface as evidenced by bleeding, poor bonding, or lifting of old coating; inability of a coating to bond to a substrate.

23. Immersed/Immersion: A service condition in which substrate is submerged, is immediately above liquids, or is subject to frequent wetting, splashing, or washdown.

24. Laitance: A thin, weak, brittle layer of cement and aggregate fines on a concrete surface.

25. Mil: 0.001 inch.

26. Overspray: Dry spray, particularly paint bonded to an unintended surface.

27. Pinhole: A small diameter discontinuity in a coating or coating system film, created by offgassing from a void in a concrete or masonry substrate causing a void between coats or exposing the substrate. Usually caused by coating application while temperature is rising.

28. Pot Life: Time interval after components are mixed and coating can be satisfactorily applied.

29. Prime Coat: First full paint coat applied to a surface when using a multicoat system. Primers adhere to a new substrate, protect the substrate, and promote adhesion of subsequent coats of paint. The prime coat on metal surfaces is the first full coat and does not include solvent wash, grease emulsifiers, or other pretreatment applications.

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30. Resurfacer/Resurfacing Material: A layer of cementitious and/or resin-based material used to fill or otherwise restore surface continuity to worn or damaged concrete surfaces.

31. Shelf Life: Maximum storage time a material may be stored without losing its usefulness.

32. Shop Coat: 1 or more coats applied in an off-site shop or plant before shipment to work site where field or finishing coat(s) are applied.

33. Spreading Rate: Area covered by a unit volume of paint at a specific thickness.

34. Stripe Coat: A separate brush coat of paint applied to all weld seams, pits, nuts/bolts/washers, and edges. This coat shall not be applied until previous coats have cured. Once applied, the coat shall be allowed to cure before subsequent coats are applied.

35. Tie Coat: An intermediate coat that bonds different types of paint material, improving succeeding coat adhesion.

36. Thick Film Coating System: A coating system applied with a minimum dry film thickness of 25 mils.

37. Touch-Up Painting: Application of paint on previously painted surfaces to repair marks, scratches, and deteriorated or damaged areas to restore the appearance and performance of the coating.

38. Water Blast: An alternative to air abrasive blast cleaning that can be used with or without abrasive injection. Water cleaning at pressures up to 5,000 pounds per square inch is called low-pressure water cleaning or power washing.

High-pressure water cleaning uses water pressures between 5,000 and 10,000 pounds per square inch. Water jetting is water blasting with added abrasive at pressures between 10,000 and 25,000 pounds per square inch.

Ultra-high-pressure water jetting is water blasting at pressures above 25,000 pounds per square inch.

39. Weld Splatter: Beads of non-structural weld metal that adhere to the surrounding surface, removed as part of surface preparation.

1.04 ABBREVIATIONS
A. CSM - Coating System Manufacturer.

B. CMU - Concrete Masonry Units.

C. CSA - Coating System Applicator. Specialty subcontractor retained by the Contractor to install the coating systems specified in this Section.

D. CTR - Coating System Manufacturer's Technical Representative.

E. DFT - Dry-Film Thickness. Thickness of cured film, usually expressed in mils (0.001 inch).

F. SSD - Surface Saturated Dry. Refers to concrete surface condition where the surface is saturated (damp) without the presence of standing water.

G. TPC - Technical Practice Committee.

H. VOC - Volatile Organic Compound. Portion of the coating that is a compound of carbon, is photochemically reactive, and evaporates during drying or curing; High-Performance Coatings
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expressed in grams per liter (g/l) or pounds per gallon (lb/gal). VOC is determined by EPA Method 24.

I. WFT - Wet Film Thickness. Coating thickness as measured immediately after application. Usually expressed in mils (0.001 inch).

1.05 SUBMITTALS
A. As specified in Section 01330 - Submittal Procedures, submit the following:

1. Schedule of proposed coating materials.

2. Schedule of surfaces to be coated with each coating material.

3. Dehumidification and heating plan.

4. Product data:
a. Physical properties of coatings, including the following:
1) Solids content.
2) Ingredient analysis.
3) VOC content.
4) Temperature resistance.
5) Typical exposures and limitations.
6) Manufacturer's standard color chips.
b. Compliance with regulatory requirements:
1) VOC limitations.
2) Lead compounds and polychlorinated biphenyls.
3) Abrasives and abrasive blast cleaning techniques and disposal. 4) Methods for tenting blasting areas and methods to protect existing equipment from dust and debris.
5) NSF certification of coatings for potable water supply systems. c. CSM's current printed recommendations and product data sheets for coating systems, including:
1) Surface preparation recommendations.
2) Primer type.
3) Maximum dry and wet-mil thickness per coat and number of coats. a) Coating Coverage Worksheets.
4) Minimum and maximum curing time between coats, including atmospheric conditions for each.
5) Curing time before submergence in liquid.
6) Thinner to be used for each coating.
7) Ventilation requirements.
8) Minimum and maximum atmospheric conditions during which the paint shall be applied.
9) Allowable application methods.
10) Maximum allowable substrate moisture content.
11) Maximum shelf life.
12) Requirements for transportation and storage.
13) Mixing instructions.
14) Shelf life.
15) Material Pot life.
16) Precautions for applications free of defects.
17) Method of application.
18) Drying time of each coat, including prime coat.
19) Compatible prime coats.

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20) Limits of ambient conditions during and after application. 21) Required protection from sun, wind, and other conditions. 22) Touch-up requirements and limitations.
23) Minimum adhesion of each system submitted in accordance with ASTM D4541 and ASTM D7234.
d. Samples: Include 8-inch square drawdowns or brushouts of topcoat finish when requested. Identify each sample as to finish, formula, color name and number, sheen name, and gloss units.
e. Affidavits signed by an officer of the CSM’s corporation attesting to full compliance of each coating system component with current federal, state, and local air pollution control regulations and requirements. f. List of cleaning and thinner solutions allowed by the CSMs. g. Storage requirements, including temperature, humidity, and ventilation for Coating System Materials as recommended by the CSMs.
h. Thick film coating systems (greater than 25 mils):
1) CSM's detailed written instructions for coating system treatment and graphic details for coating system terminations in coated structures, including pipe penetrations, metal embedments, gate frames, and other terminations encountered.
2) Include detailed treatment for coating system at concrete joints. 3) Manufacturer's Representative’s (CTR) Field Reports.

5. Quality assurance submittals:
a. Quality assurance plan.
b. Qualifications of CSA, including:
1) List of Similar Projects.
a) Name and address of project.
b) Year of installation.
c) Year placed in operation.
d) Point of contact: Name and phone number.
2) Provide a minimum of 5 project references, each including contact name, address, and telephone number where similar coating work has been performed by their company in the past 5 years. c. CSA Reports:
1) Written daily quality control inspection reports.
d. CTR Reports:
1) Reports on visits to project site to view and approve surface preparation of structures to be coated.
2) Reports on visits to project site to observe and approve coating application procedures.
3) Reports on visits to coating plants to observe and approve surface preparation and coating application on shop-coated items.

1.06 QUALITY ASSURANCE
A. CSA qualifications:

1. Minimum of 5 years of experience applying specified type or types of coatings under conditions similar to those of the Work:
a. Provide qualifications of applicator and references listing 5 similar projects completed in the past 5 years.

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2. SSPC-QP 1 certified.

3. Manufacturer-approved applicator when manufacturer has approved applicator program or when required in these specifications.

B. CTR qualifications:

1. Certification, one of the following:
a. NACE Level 2 or 3 Certified Coating Inspector.
b. SSPC Level 3 Protective Coatings Inspector.

2. Minimum of 5 years of experience evaluating application of manufacturer's coatings under conditions similar to those of the Work:
a. Provide CTR qualifications and references listing 5 similar projects completed in the past 5 years.

C. Regulatory requirements: Comply with governing agencies' regulations by using coatings conforming to their VOC limits.

1. Lead-based coatings are not permitted.

2. Do not use coal-tar epoxy in contact with drinking water or exposed to ultraviolet radiation.

D. Pre-installation conference: Conduct as specified in Section 01312 - Project Meetings.

1. Coordinate Hold Point schedule.

E. Field samples:

1. Prepare and coat a minimum 100-square-foot area of each system between corners or limits such as control or construction joints.

2. Approved field sample may be part of the Work.

F. Obtain approval before coating other surfaces. Use products by same manufacturer for prime coats, intermediate coats, and finish coats on same surface, unless specified otherwise.

G. CSM services:

1. CSA shall arrange for CTR to attend pre-installation conferences.

2. Visit the project site periodically to consult on and inspect specified surface preparation and application Hold Points.

3. Visit coating plants to observe and approve surface preparation procedures and coating application of items to be shop primed and coated.

4. CTR shall provide written inspection reports.

H. Quality control requirements:

1. Contractor shall be responsible for the workmanship and quality of the coating system installation.
a. Inspections by Owner, Engineer, CSA, or CTR will not relieve or limit Contractor’s responsibilities.

2. Conform to this specification's requirements and the standards referenced in this Section. Changes in the coating system application requirements will be allowed only with the Engineer's written acceptance.

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3. Specially trained crews with experience applying the specified coating system coating are required for:
a. Coating application using plural component spray equipment or other specialty equipment.
b. Coating with specialty linings for severe service conditions, including floor coatings, and with linings for corrosive headspaces or secondary containment areas.

4. CTR shall specially train personnel for coating systems as specified in Attachment B - Coating Detail Sheets.
a. CSM shall approve personnel in writing applying the coating system.

5. Do not use contaminated, outdated, diluted materials, and/or materials from previously opened containers.

6. Identify inspection access points used by Owner's or Engineer's personnel.

7. Provide ventilation, ingress, egress, or other means as necessary for Owner's or Engineer’s personnel to safely access the work areas.

8. Conduct and continually inspect work so the coating system is installed as specified. The CSM shall provide written directions to correct coating work not conforming to the specifications or is otherwise unacceptable.

9. Provide written daily reports summarizing test data, work progress, surfaces covered, ambient conditions, quality control inspection test findings, and other information pertinent to the coating system application. a. Determine relative humidity in accordance with ASTM E337. Confirm other conditions, such as proper protective measures for surfaces not to be coated and safety requirements for personnel.
1) Measure daily at shift's beginning and end and at intervals not to exceed 4 hours during the shift.
2) Determine the acceptability of weather and/or environmental conditions within the structure in accordance with the CSM's requirements.
b. Monitoring surface preparation: Spot check cleanliness, surface profile, and surface pH testing at least 3 times daily. Check each surface at least once. In accordance with:
1) ASTM D4262.
2) ASTM D4263.
3) ASTM D4417.
4) ICRI 310.2 requirements.
5) SSPC Surface Preparation Standards.
c. Confirm that compressed air used for surface preparation or blow-down cleaning is free of oil and moisture.
d. Monitor surface preparation daily at shift's beginning and end and at intervals not to exceed 4 hours during the shift.
e. Do not apply coatings when environmental conditions are outside of the CSM's published limits.
f. Monitoring coatings application: Continuously inspect, measure, and record the wet film thickness and general film quality (visual inspection) for runs, sags, pinholes, holidays, etc. during coating. 1) Perform WFT measurements in accordance with ASTM D4414. g. Post cure evaluation: Measure and inspect the overall dry film thickness on all surfaces. Conduct a DFT survey and perform adhesion testing, holiday detection, or cure testing as required in this Section and/or the CSM’s written instructions. Perform all applicable tests in accordance with High-Performance Coatings
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ASTM D4541, ASTM D4787, ASTM D5162, ASTM D7234, SSPC-PA 1, SSPC-PA 2, SSPC-PA 9, and other pertinent standards and recommended practices.

I. Inspection at Hold Points:

1. Conduct inspections at Hold Points during the coating system application and record the results.

2. Coordinate Hold Points with the Engineer so the Engineer can observe Contractor’s inspections on a scheduled basis.

3. Provide the Engineer a minimum of 24 hours of notice before conducting Hold Point Inspections.

4. Hold Points shall be as follows:
a. Conditions before surface preparation: Before starting surface preparation, observe, record, and confirm that oil, grease, and/or soluble salts are gone from the surface.
b. Post surface preparation: After completing surface preparation, measure and inspect for cleanliness and proper surface profile as specified in this Section and in the CSM’s written instructions.
c. Coatings application: At the beginning of any coating system application, measure, record, and confirm acceptability of surface and ambient air temperature and humidity. Inspect applicator's equipment for serviceability and suitability for coatings application.
d. Post application inspection: Identify defects in application work on all surfaces, including pinholes, holidays, excessive runs or sags, inadequate or excessive film thickness, and other problems.
e. Follow-up corrective actions and final inspection: Measure and re-inspect corrective coating work performed to repair defects at prior Hold Points, and repeat until the surface condition is acceptable. Conduct final visual inspection with follow-up tests, such as holiday detection, adhesion tests, and DFT surveys.

1.07 PRODUCT DELIVERY, STORAGE, AND HANDLING
A. Deliver, store, and handle products as specified in Section 01600 - Product Requirements.

B. Immediately remove unspecified and unapproved coatings from Project site.

C. Deliver new labeled, unopened containers:

1. Do not deliver materials after manufacturer's expiration date or over 12 months from manufacturing date, whichever is more stringent. Store materials in well- ventilated enclosed structures and protect from weather and excessive heat or cold in accordance with the CSM’s recommendations.
a. Store flammable materials in accordance with federal, state, and local requirements.
b. Store rags and cleanup materials appropriately to prevent fire and spontaneous combustion.

2. Store and dispose of hazardous waste in accordance with federal, state, and local requirements. This requirement specifically applies to waste solvents and coatings.

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3. Container labels shall show the following:
a. Brand name or product title.
b. CSM's batch number.
c. CSM's manufacture date.
d. CSM's name.
e. Generic material type.
f. Application and mixing instructions.
g. Hazardous material identification label.
h. Shelf life expiration date.
i. Color.
j. Mixing and reducing instructions.

4. Clearly mark containers to indicate safety hazards associated with the use of or exposure to materials.

1.08 PROJECT CONDITIONS
A. Apply coatings to dry surfaces.

1. Surface moisture: Comply with manufacturer's requirements or as specified in this Section.
a. Plaster and gypsum wallboard: 12 percent.
b. Masonry and concrete block: 12 percent.
c. Interior located wood: 15 percent.
d. Concrete floors: Moisture vapor transmission rate of no more than

3.0 pounds per 1,000 square feet per 24 hours in accordance with ASTM F1869 or relative humidity no greater than 80 percent if tested in accordance with ASTM F2170 unless the CSM's recommendations are more restrictive.
e. Concrete structures: Negative results from Plastic Sheet Test in accordance with ASTM D4263, and maximum of 80 percent relative humidity in accordance with ASTM F2170.

B. Do not apply coatings when the following conditions exist. If such conditions exist, provide containment, covers, environmental controls, and other necessary measures.

1. During rainy, misty, or damp weather, or to surfaces with frost or condensation.

2. When the surface temperature is below 10 degrees Fahrenheit above the dew point.

3. When ambient or surface temperature:
a. Is less than 55 degrees Fahrenheit unless manufacturer allows a lower temperature.
b. Is less than 65 degrees Fahrenheit for clear finishes, unless manufacturer allows a lower temperature.
c. Exceeds 90 degrees Fahrenheit, unless manufacturer allows a higher temperature.
d. Exceeds manufacturer's recommendation.

4. When relative humidity is higher than 85 percent.

5. Under dusty or adverse environmental conditions.

6. When light on surfaces measures less than 15 foot-candles.

7. When wind speed exceeds 15 miles per hour.

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C. Apply coating only under evaporation conditions rather than condensation.

1. Use dehumidification equipment, fans, and/or heaters inside enclosed areas to maintain required atmospheric and surface temperature requirements for proper coating application and cure.

2. Measure and record relative humidity and air and surface temperatures at the start and end of each shift to confirm proper humidity and temperature levels inside the work area.
a. Submit test results.

D. Continuously ventilate, dehumidify, and heat enclosed spaces with high humidity during surface preparation, coating application, and curing.

1. Maintain minimum air temperature of 55 degrees Fahrenheit and 10 degrees Fahrenheit above the dew point.

2. Maintain dew point of at least 10 degrees Fahrenheit less than the temperature of the coldest part of the structure where work is performed.

3. Reduce dew point temperature in conditioned space by at least 10 degrees Fahrenheit within 20 minutes.

4. Seal work areas and maintain positive pressure per dehumidification equipment supplier's recommendations.

5. Maintain these conditions before, during, and after application to ensure proper adhesion and cure of coatings for no less than:
a. Entire curing period.
b. 8 hours after coating.

E. Systems:

1. Internal combustion engine generators may be used.
a. Contractor to obtain required permits and provide air pollution and noise control devices on equipment as required by permitting agencies require. b. Comply with state, federal, and local fire and explosion protection measures when locating and operating generator.
c. Locate engine generator outside hazardous classified areas per NFPA 820.
d. Provide daily fuel service for generator for duration of use.

2. Dehumidification:
a. Provide desiccant or refrigeration drying.
b. Use only desiccant types with a rotary desiccant wheel capable of continuous operation.
c. Liquid, granular, or loose lithium chloride drying systems are not acceptable.

3. Heating:
a. Use electric, indirect combustion, or steam coil.
b. Direct-fired combustion heaters are not acceptable heat sources during abrasive blasting, coating application, or coating cure.

4. Filters:
a. Use a filtration system for dust removal designed to not interfere with dehumidification equipment’s ability to control dew point and relative humidity inside the reservoir.
b. Do not allow air from the working area or dust filtration equipment to recirculate through thein dehumidifier during coating application or when solvent vapors are present.

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5. Design and submittals:
a. Prepare and submit dehumidification and heating plan, including all equipment and operating procedures.
b. Suppliers of services and equipment shall have at least 3 years of experience in similar applications.

F. Provide containment and ventilation system components in accordance with SSPC-Guide 6, Level 3 and as required for hazardous materials.

1.09 MAINTENANCE
A. Provide table of products applied organized by surface type. List coating manufacturer, color, color formulation, distributor name, telephone number, and address.

1.10 CTR RESPONSIBILITIES
A. General:

1. Attend pre-installation conference.

2. Perform onsite application training.

3. Periodically inspect coating system application.

B. Coating system installation training:

1. Provide a minimum of 8 hours of classroom and off-site training for application personnel and supervisory personnel in one of the following ways:
a. Train a minimum of 2 supervisory personnel and 2 application personnel. b. Submit a letter from the CSM stating that CSM approves the supervisory and application personnel, listed by name and responsibility, and no additional training is required.

2. CTR can train up to 14 application personnel and 3 supervisory personnel at a time.

3. Minimum training requirements:
a. Explain in detail the mixing, application, curing, and termination requirements.
b. Provide hands-on demonstration of coating system mixing. c. Explain in detail the ambient condition requirements for temperature and humidity.
d. Explain in detail the surface preparation requirements. e. Explain in detail the re-coat times, cure times, and related ambient condition requirements.
f. Write a letter stating that training was satisfactorily completed by the personnel, listed by name and responsibility.

4. Provide special training as specified in the Coating Detail Sheets.

C. Coating system inspection:

1. CTR inspection is in addition to the CSA's inspection as specified in this Section.

2. Be on-site to oversee:
a. Coating application at least once a week.
b. End of surface preparation.
c. During coating application.

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d. Post-cure inspection.

3. Routinely inspect and verify in writing that application personnel have successfully performed surface preparation, filler/surfacer application, coating system application, and Quality Control Inspection in accordance with this Section and to warrantable quality.

4. Perform the following activities to confirm conformance with the specifications:
a. Inspect ambient conditions during coating system installation at Hold Points for conformance with the specified requirements. b. Inspect each coated surface type and coating system applied to verify the following:
1) Cleanliness.
2) Surface pH for concrete substrates.
3) Confirm surface preparation of substrates where coating system will terminate or will be applied for conformance to the specified application criteria.
c. Verify surface profile of substrates by completing the following:
1) Inspect preparation and application of coating detail treatment at terminations, transitions, metal embedments in concrete, and joints and cracks in substrates.
2) Inspect application of filler/surfacer materials for concrete and masonry substrates.
3) Verify proper mixing of coating materials.
4) Inspect application of primers and finish coats, including wet and dry film thickness.
5) Inspect coating systems for proper cure times and conditions. d. Review adhesion testing of cured coating systems.
e. Review coating system continuity testing.
f. Inspect and record representative-localized repairs. g. Conduct final review of completed coating system installation. h. Prepare and submit site visit reports after each site visit to document that the coating work is in accordance with the CSM’s Recommendations.

D. Final report:

1. Prepare a final report, after coating work ends, summarizing each day's test data, observations, drawings, and photographs. Include substrate conditions, ambient conditions, and application procedures observed during the CTR's site visits. Include a statement that completed work was performed in accordance with the requirements of the CSM’s recommendations.

PART 2 PRODUCTS

2.01 DESIGN AND PERFORMANCE CRITERIA
A. Coating materials shall be formulated for environments encountered in water and wastewater treatment processes.

B. Coating materials that come in contact with water distributed as potable water shall be certified in accordance with NSF 61.

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2.02 MATERIALS
A. General:

1. Product requirements as specified in Section 01600 - Product Requirements.

2.03 COATING SYSTEMS IDENTIFICATION
A. Naming Conventions: Coating Systems Identifications contain the elements defined in Table 1.

Table 1 Coating System Identification Elements
First Element - Second
Element
- Third Element - Fourth Element
(optional)
3 or 4 alpha
characters
1-3 alpha
characters
1 number 3 or 4 alpha characters
Coating Type Substrate System Number Additional Substrate or Special Condition
Example:

EPX - C - 6 - BSC
1) First element identifies the coating type using the following abbreviations:
a) ACR: Acrylic.
b) CTE: Coal tar epoxy.
c) ELA: Elastomeric acrylic.
d) EPU: Epoxy-polyurethane.
e) EPX: Epoxy.
f) POL: Polyurethane.
g) SIL: Silicone.
h) SILX: Siloxane or silane.
i) VE: Vinyl ester.
2) Second element identifies the substrate using the following abbreviations:
a) C: Concrete or masonry.
b) F: Concrete flooring.
c) FRP: Fiber-reinforced plastic.
d) GM: Galvanized metal.
e) M: Metal.
f) PVC: Polyvinyl chloride, chlorinated polyvinyl chloride. 3) Third element identifies the sequential system number. a) For example, EPX-C-2 is the second standard epoxy coating system for concrete substrates.
4) Fourth element is optional and identifies the additional substrate or special condition with the following abbreviations:
a) PWS: Potable water service applications (NSF-61 approved). b) BSC: Biogenic sulfide corrosion-resistant applications in wastewater. c) BG: Below grade or buried.
d) OZ: Organic zinc primer, epoxy polyurethane system.
e) SC: Secondary containment.

2.04 PRODUCTS FOR COATING SYSTEMS
A. Products: As specified in Attachment B - Coating Detail Sheets.

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B. Cleaning solvents:

1. Requirements for solvent wash, solvent wipe, or cleaner used, including, but not limited to, those used for surface preparation in accordance with SSPC-SP 1:
a. Emulsifying type.
b. Containing no phosphates.
c. Biodegradable.
d. Does not damage zinc.
e. Compatible with the specified primer.
f. Complying with applicable air-quality control board requirements.

2. Use clean white cloths and clean fluids in solvent cleaning.

PART 3 EXECUTION

3.01 GENERAL PROTECTION REQUIREMENTS
A. Protect adjacent coated surfaces from coatings and damage associated with coating work. Repair damage resulting from inadequate or unsuitable protection.

B. Use drop cloths and other coverings to protect adjacent surfaces not to be coated against spatter and droppings.

C. Mask off surfaces of items not to be coated or remove items from area.

D. Furnish and deploy sufficient drop cloths, shields, and protective equipment to prevent spray or droppings from fouling surfaces not being coated and, in particular, surfaces within storage and preparation areas.

E. Place coating waste, cloths, and material that may pose a fire hazard in closed metal containers and remove daily from site.

F. Remove electrical plates, surface hardware, fittings, and fasteners before coating application. Carefully store, clean, and replace items after completing coating in each area. Do not use solvent or degreasers to clean hardware that may remove permanent lacquer finishes.

G. Erect and maintain protective enclosures in accordance with SSPC-Guide 6.

H. Protect the following surfaces from abrasive blasting by masking or by other means:

1. Threaded portions of valve and gate stems, grease fittings, and identification plates.

2. Machined surfaces for sliding contact.

3. Surfaces to be assembled against gaskets.

4. Surfaces of shafting where sprockets will be fit.

5. Surfaces of shafting where bearings will be fit.

6. Machined bronze surfaces, including slide gates.

7. Cadmium-plated items, except cadmium-plated, zinc-plated, or sherardized fasteners used to assemble equipment requiring abrasive blasting.

8. Galvanized items, unless scheduled to be coated.

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I. Protect installed equipment, mechanical drives, and adjacent coated equipment from abrasive blasting to prevent damage caused by spent abrasive blast media, dust, or dirt entering such equipment.

J. Schedule cleaning and coating to keep dust and spray from the cleaning process from falling on wet, newly coated surfaces.

1. Whenever possible, coordinate with other trades and complete surface preparation and coating work before installing hardware, hardware accessories, nameplates, data tags, electrical fixtures, and similar uncoated items that will be in contact with coated surfaces. Mask machined surfaces, sprinkler heads, and other small items that will not be coated.

2. After completing coating, reinstall removed items.

3. Disconnect and move equipment adjacent to walls to clean and coat equipment and walls. Replace and reconnect equipment after coating.

3.02 GENERAL SURFACE PREPARATION REQUIREMENTS
A. Prepare surfaces in accordance with CSM's instructions unless more stringent requirements are specified in this Section.

B. Coating detail sheets in Attachment B - Coating Detail Sheets include additional surface preparation requirements.

C. Follow more stringent requirement if information conflicts.

D. Where required by the Owner’s representative, a NACE International certified coatings inspector, provided by the Contractor, will inspect and approve surfaces to be coated before applying a coating.

1. CSA shall coordinate coating inspections.
a. Identify coating inspection Hold Points during the pre-installation conference.
b. Provide at least 2 days' notice before inspection.

2. Contractor shall correct surface defects identified by the inspector at no additional cost to Owner.

3.03 MECHANICAL AND ELECTRICAL EQUIPMENT PREPARATION
A. Remove grilles, covers, and access panels for mechanical and electrical system and coat separately.

B. Prepare and finish coat equipment primed by the manufacturer using specified intermediate and top coats, as applicable, and color selected by the Owner.

C. Prepare, prime, and coat both insulated and bare pipes, conduits, boxes, insulated and bare ducts, hangers, brackets, collars, and supports, except where items are covered with material not requiring coating, or with a prefinished coating.

D. Replace identification markings on mechanical or electrical equipment when coated over or spattered.

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E. Prepare and coat interior surfaces of air ducts and convector and baseboard heating cabinets visible through grilles and louvers with 1 coat of flat black paint to limit of sight line.

F. Prepare and coat dampers exposed immediately behind louvers, grilles, and convector and baseboard heating cabinets to match face panels.

G. Prepare and coat exposed conduit and appurtenances occurring in finished areas with color and texture to match adjacent surfaces.

H. Prepare and coat sides' front, back, and edges of plywood backboards for electrical equipment before installing backboards and mounting equipment on them.

I. Color code equipment, piping, conduit, and exposed ductwork and apply color banding and identification, such as flow arrows, naming, and numbering, in accordance with the Contract Documents.

3.04 CLEANING OF NEW AND PREVIOUSLY COATED OR NEW SURFACES A. Utilize cleaning agent to remove soluble salts, such as chlorides, from concrete and metal surfaces:

1. Cleaning agent: Biodegradable non-flammable and containing no VOC.

2. Manufacturers: The following or equal:
a. CHLOR*RID International, Inc.
1) Complete soluble salt removal with steam or warm water cleaning.

3. Test cleaned surfaces to ensure removal of soluble salts. Carry out additional cleaning as needed.

4. Complete final surface preparation before applying new coating system in strict accordance with CSM's printed instructions.

3.05 BLAST CLEANING
A. Surface preparation requirements:

1. Do not reuse spent blast abrasive.

2. Ensure that filter compressed air used for blast cleaning is free of condensed water and oil. Clean moisture traps at least once every 4 hours or more frequently, as required, to prevent moisture from entering the abrasive blasting equipment air supply. Check blast air for moisture and oil after each cleaning in accordance with ASTM D4285.

3. Install oil separators just downstream of compressor discharge valves and at the discharge point of blast pot discharges. Check separators on the same frequency as the moisture traps.

4. Keep regulators, gauges, filters, and separators on compressor air lines to blasting nozzles operational at all times.

5. Install an air dryer or desiccant filter drying unit to dry the compressed air before blast pot connections. Use and maintain the dryer throughout surface preparation work.

6. Use a venturi-type, or other high velocity-type, abrasive blast nozzles supplied with at least 100 pounds per square inch gauge air pressure at the nozzle and enough volume to obtain appropriate blast cleaning production rates and surface cleanliness.

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7. Provide airborne particulate evacuation and filtering that meets OSHA safety standards. Maintain optimal visibility both to clean and provide the specified surface profile and to allow inspection of the substrate during surface preparation work.

8. If prepared and cleaned metallic substrates become contaminated between final surface preparation work and coating system application, or if the prepared substrate darkens or changes color, re-clean by water blasting, or abrasive blast cleaning as appropriate until the specified degree of cleanliness is restored.

B. Water jetting or water blasting:

1. Use water jetting or water blasting for recoating or relining where an adequate surface profile exists.

2. Perform water jetting or water blasting in accordance with SSPC-SP 13 and SSPC-WJ-1, WJ-2, WJ-3, WJ-4.

3.06 PREPARATION REQUIREMENTS FOR CONCRETE SURFACES
A. Cure for at least 28 days before coating.

B. Remove degraded concrete using abrasive blast cleaning or high or ultra-high-pressure water jetting, chipping, or other abrading tools until achieving a sound, clean substrate. Remove all bruised or cracked concrete.

C. Prepare substrate cracks and areas requiring resurfacing; perform detail treatment, including, but not limited to, terminating edges per the CSM's recommendations and as indicated on the Drawings.

1. Prepare concrete surfaces in accordance with SSPC-SP 13.

D. Prepare concrete surfaces in accordance with SSPC-SP 13.

1. Inspect concrete surfaces to select appropriate surface preparation method to provide a suitable substrate for the specified coating system.

2. Use blast cleaning or other means to expose the complete perimeter of air voids or bug holes. Do not leave shelled over, hidden air voids beneath the exposed concrete surface.

3. Repair concrete defects and physical damage.

4. Clean concrete surfaces of dust, mortar, formwork, fins, loose concrete particles, form release materials, oil, and grease.

E. Provide clean substrate visually free of calcium sulfate, loose, coarse, or fine aggregate, laitance, loose hydrated cement paste, and otherwise harmful substances.

1. Confirm concrete surface minimum pH of 9.0 with surface pH testing.

2. If after surface preparation the surface pH remains below 9.0, perform additional water blasting, cleaning, or abrasive blast cleaning until additional pH testing indicates an acceptable pH level.

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F. Prepare concrete surface for coating in accordance with SSPC-SP 13.

1. Provide ICRI 310.2 minimum No. 3 concrete surface profile (CSP) or as specified on Coating Detail Sheets.

2. Evaluate profile of the prepared concrete using ICRI 310.2 surface profile replicas.

G. Blast clean cementitious repair mortars or grouts to the same profile and degree of cleanliness requirements required for concrete substrates.

H. Blast clean polymer-based surfacers or waterborne modified cementitious surfaces only if they have exceeded the CSM's recommended recoat time.

I. Vacuum all concrete surfaces before coating application, leaving a dust free, sound concrete substrate.

1. Thoroughly clean concrete surfaces to be coated to remove loose dirt and spent abrasive.

2. Remove debris produced by blast cleaning from the structures to be coated, and legally dispose of it off-site.

J. Test moisture content of concrete to be coated:

1. Conduct ASTM D4263 plastic sheet test at least once for every 500 square feet of surface area to be coated.
a. Any moisture on plastic sheet after test period constitutes a non-acceptable test, and the concrete must be dried further.

2. Conduct ASTM F1869 test at least once for every 1,000 square feet of concrete floor surface area to be coated.

3. Conduct ASTM F2170 one relative humidity moisture test at least once for each 500 square feet of non-floor concrete surface area where the opposite side is exposed to soil or water.

4. Comply with specified minimum moisture content and CSM’s written recommendations for moisture vapor transmission rates or relative humidity values.

K. Masonry surfaces:

1. Cure for at least 28 days before coating.

2. Prepare masonry surfaces to remove chalk, laitance, loose dirt, dried mortar splatter, dust, peeling, or loose existing coatings, or otherwise deleterious substances to leave a clean, sound substrate.

3. Wash and scrub masonry surfaces with clear water. Do not use muriatic acid.

4. Seal or fill masonry surfaces with a sealer or block filler compatible with the specified primer after cleaning.

5. Confirm that masonry surfaces are dry before coating application. a. If using pressure washing or low-pressure water blast cleaning for preparation, allow the masonry to dry for at least 5 days under dry weather conditions or until the minimum ambient temperature is 70 degrees Fahrenheit before coating.

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3.07 GENERAL PREPARATION REQUIREMENTS FOR METALLIC SURFACES A. Remove rust, scale, and welding slag and spatter.

1. Remove and grind smooth all excessive weld material and weld spatter on metal surfaces before blast cleaning in accordance with NACE SP0178, Appendix C, Level C.

2. Grind sharp edges on metal substrate to approximately 1/16-inch radius before abrasive blast cleaning.

B. Prepare metallic surfaces in accordance with applicable portions of surface preparation specifications of the SSPC specified for each coating system.

1. Remove grease and oil in accordance with SSPC-SP 1.

2. Use solvent as recommended by the CSM.

3. Measure profile depth of the surface to be coated in accordance with Method C of ASTM D4417. Contractor shall select blast particle size and gradation to produce the specified surface profile.

4. Constantly monitor and maintain ambient environmental conditions to ensure cleanliness and that no “rust back” occurs before coating material application.

C. Prepare metallic surfaces by blast cleaning in accordance with SSPC-VIS 1 (ASTM D2200). Prepare abrasive blast representative areas for the Owner's representative to inspect on the first day of cleaning.

D. Unless otherwise specified, the requirements for blast cleaning steel, ductile iron, and stainless steel substrates are as follows:

1. Ferrous metal surfaces not to be submerged: Abrasive blast in accordance with SSPC-SP 10 unless blasting may damage adjacent surfaces, is prohibited, or is specified otherwise. Where abrasive blasting is not possible, clean surfaces to bare metal with power tools in accordance with SSPC-SP 11.

2. Ferrous metal surfaces to be submerged: Abrasive blast in accordance with SSPC-SP 5, unless specified otherwise, to clean and provide roughened surface profile with a depth between 2 and 4 mils.

3. Remove traces of grit, dust, dirt, rust scale, friable material, loose corrosion products, or embedded abrasive from substrate before coating application.

4. When abrasive blasted surfaces rust or discolor before coating, abrasive blast clean surfaces again.

E. Field preparation of shop-primed surfaces:

1. Smooth welds and prominences with power tools before applying field-applied coatings.

2. Clean and dry shop-primed ferrous metal surfaces and fabricated assemblies before applying field coats.

3. Prepare shop epoxy primed surfaces with light abrasive blasting or abrading and then vacuum before applying finish coats.
a. Follow CSM instructions for surface preparation when the primer recoat limit has been exceeded.

4. Non-immersion service: Clean in accordance with SSPC-SP 2 (Hand Tool Cleaning) or SSPC-SP 3 (Power Tool Cleaning) and uniformly roughen.

5. Immersion, BSC, and SC service: Remove shop primer in accordance with SSPC-SP 5 (Near-White Blast Cleaning).

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F. Damaged shop primer or rust bleeding:

1. Ferrous metals: Clean in accordance with SSPC-SP 1 (Solvent Cleaning) and spot blast in accordance with SSPC-SP 10 (Near-White Metal Blast Cleaning) to achieve a uniform surface profile between 2.0 and 2.5 mils before recoating.

2. Reject galvanized steel with rust bleeding.

G. Damaged coating: Repair by abrasive blast cleaning surfaces as specified for the coating system; feather to a smooth transition before touching up.

3.08 PREPARATION REQUIREMENTS BY SURFACE TYPE
A. Galvanized steel and non-ferrous metal surfaces:

1. Degrease or solvent clean (SSPC-SP 1) to remove oily residue.

2. Abrasive blast clean in accordance with SSPC-SP 16.
a. If abrasive blast cannot be performed, abrade in accordance with SSPC-SP 3 (Power Tool Cleaning).

3. Apply metal pretreatment within 24 hours before coating galvanized surfaces that cannot be thoroughly abraded, such as bolts, nuts, or preformed channels.

4. Test surface for contaminants using copper sulfate solution.

B. Stainless-steel surfaces:

1. Abrasive blast clean in accordance with SSPC-SP 16 to leave a clean, uniform appearance with surface profile between 1.5 and 2.5 mils.

C. Ductile iron pipe and fittings to be lined or coated: Abrasive blast clean in accordance with NAPF 500-03.

D. Sherardized, aluminum, copper, and bronze surfaces:

1. Abrasive blast clean in accordance with SSPC-SP 16.

2. Prepare in accordance with CSM's instructions.

E. Cadmium-plated, zinc-plated, or sherardized fasteners:

1. Abrasive blast in the same manner as uncoated metal when assembling equipment designated for abrasive blasting.

F. PVC and FRP surfaces:

1. Lightly sand surfaces to be coated.
a. Sand to remove gloss and establish uniform surface profile.

2. Vacuum to remove loose dust, dirt, and other materials.

3. Solvent clean with clean white rags and allow solvent to evaporate completely before applying coating materials.

3.09 APPLICATION REQUIREMENTS
A. Apply coatings in accordance with manufacturer's instructions.

B. Empty aboveground piping to be coated of contents when applying coatings.

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C. Mechanical equipment shop primed by the manufacturer.

1. Pumps and valves: Shop coat with manufacturer's highest quality coating system meeting the project specifications.
a. Contractor shall provide CTR shop coating reports.

2. Non-immersed equipment: Touch up shop primer, and coat in the field with specified coating system after installation.
a. If project requires equipment removal and reinstallation, complete touch-up coating after final installation.

3. Immersed equipment not shop coated: Remove shop primer before surface preparation and field apply coating.

D. Verify surface preparation immediately before applying coating in accordance with SSPC-SP COM and the SSPC visual standard for the specified surface preparation method.

E. Allow surfaces to dry, except where coating manufacturer requires surface wetting before coating.

F. Wash coat and prime sherardized, aluminum, copper, and bronze surfaces, or prime with manufacturer's recommended special primer.

G. Do not apply coatings to a surface until it has been prepared as specified.

H. Use equipment designed to apply materials specified.

1. Use compressors with moisture traps and filters that remove water and oils from the air.
a. Perform a paper blotter test at the Engineer's request to verify air is sufficiently free of oil and moisture. Do not allow the amount of oil and moisture to exceed CSM-recommended amount.

2. Equip spray equipment with properly sized mechanical agitators, pressure gauges, pressure regulators, and spray nozzles.

I. Where 2 or more coats are required, tint prime coat intermediate coats as necessary to distinguish each coating and to help indicate coverage.

1. Do not use color additives with chromium, lead or lead compounds that hydrogen sulfide, other corrosive gases, might destroy or alter. Apply the specified number of coats.

J. Apply coating by brush, roller, trowel, or spray unless a specific application method is required by coating manufacturer's instructions or these Specifications.

1. Apply primer or first coat by brush to power tool cleaned ferrous surfaces.

2. Brush or spray-apply coats for blast-cleaned ferrous surfaces and subsequent coats for non-blast cleaned ferrous surfaces.

3. After prime coat dries, mark, repair, and retest pinholes and holidays before intermediate or top coats are applied.

K. Spray application:

1. With a brush, stripe coat edges, welds, corners, nuts, bolts, and difficult-to-reach areas, as necessary, before spray application to ensure specified coating thickness along edges.

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2. When using spray application, apply each coat to thickness no greater than recommended in coating manufacturer's instructions.

3. Use airless spray method unless air spray method is required by CSM's instruction or these Specifications.

4. Conduct spray coating under controlled conditions. Protect adjacent construction and property from coating mist, fumes, or overspray.

L. Lightly sand and thoroughly clean surfaces to receive high-gloss finishes unless CSM instructs otherwise.

M. Remove all dust on coatings between coats.

N. Shop and field coats:

1. Prime coat: Shop-apply or field-apply prime coats as specified. Use shop-applied primer compatible with the specified field coating system and apply at the minimum dry film thickness recommended by the finish coat CSM. a. Provide data sheets identifying the shop primer to on-site coating application personnel.
b. Perform adhesion tests on the shop primer.
c. Remove and recoat damaged, deteriorated, and poorly applied shop coatings.
d. If shop primer coat meets this Section's requirements, spot prime exposed metal of shop-primed surfaces before spray applying primer over the entire surface.

2. Field coats: Apply field coats with 1 or more prime coats and finish coats to build up coating to dry film thickness specified for the coating system. a. Do not apply finish coats until other work in the area is complete and previous coats are inspected.

3. Adhesion confirmation: Perform adhesion tests after proper coating cure in accordance with ASTM D3359. Demonstrate that:
a. Prime coat adheres to the substrate.
b. Coatings adhere to the prime and intermediate coats. 1) Coating 5 mils or more DFT: Achieve adhesion test result of 5A on immersed surfaces and 4A or better on other surfaces.
2) Coating less than 5 mils DFT: Achieve adhesion test results of 5B on immersed surfaces and 4B or better on other surfaces.

O. Brush, roll, trowel, or spray and back roll coats for concrete and masonry.

P. Plural component coating application:

1. Premix contents of component drums if required by the CSM each day.

2. Before starting application:
a. Verify gauges are working properly.
b. Complete ratio checks.
c. Sample the mix on plastic sheeting to ensure set time is appropriate and complete.
d. Label and retain all spray samples. Submit to Engineer when requested.

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Q. Drying and recoating:

1. Provide fans, heating devices, or other means to prevent condensate or dew on substrate surface or between coats and during curing after applying the last coat.

2. Allow each coat to cure or dry thoroughly, in accordance with if required in CSM’s printed instructions, before recoating.

3. Use CSM's printed instructions and the requirements specified in this Section to determine minimum required drying time.
a. Do not allow excessive drying time or exposure, which may impair bond between coats.
b. Recoat all coatings within time limits recommended by CSM. c. If time limits are exceeded, abrasive blast clean and de-gloss clean before applying another coat.

4. If limitations on time between abrasive blasting and coating are not met before attaching components to surfaces that cannot be abrasive blasted, coat components before attachment.

5. Ensure primer and intermediate coats of coating are unscarred and completely integral when applying each succeeding coat.

6. Touch up suction spots between coats and apply additional coats where required to produce finished surface of solid, even color, free of defects.

7. Leave no holidays. Repair all holidays in accordance with the requirements on pertinent Coating Detail Sheets or as recommended by the CSM.

8. Sand and feather in to a smooth transition and recoat scratched, contaminated, or otherwise damaged coating surfaces so repairs are invisible to the naked eye.

R. Workmanship:

1. Ensure that coated surfaces are free from runs, drips, ridges, waves, laps, and brush marks. Coats shall be applied to produce a smooth, even film of uniform thickness completely coating corners and crevices.

2. Coat surfaces without drops, overspray, dry spray, excessive runs, ridges, waves, holidays, laps, or brush marks.

3. Remove splatter and droppings after coating work is completed.

4. Evenly apply each coat of material and sharply cut to a line created with masking tape or other suitable materials.

5. Avoid over spraying or spattering paint on surfaces not to be coated. Protect glass, hardware, floors, roofs, vehicles, and other adjacent areas and installations by taping, drop cloths, or other suitable measures.

6. When coating complex steel shapes, stripe coat welds, edges of structural steel shapes, metal cut-outs, pits in steel surfaces, or rough surfaces with the primer before overall coating system application.
a. Brush apply stripe coat to ensure proper coverage.
b. Do not stripe coat with spray or roller.

7. Ensure that finish coat, including repairs, has a uniform color and gloss.

S. Coating properties, mixing, and thinning:

1. Thin prime coat and apply as recommended by the CSM. Thinned coating must comply with prevailing air pollution control regulations.

2. If maximum recoat time is exceeded, prepare surface with solvent washing, light abrasive blasting, or other procedures per CSM’s instructions.

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3. Allow adequate drying time between coats as instructed by the CSM, adjusted as necessary for the site conditions.

4. Ensure that coatings, when applied, provide a satisfactory film and a smooth even surface. Lightly sand glossy undercoats to provide a surface suitable for proper application and adhesion of subsequent coats. Thoroughly stir and strain coating materials during application and maintain uniform consistency.

5. Mix coatings with 2 or more components in accordance with CSM’s instructions.

6. Where necessary to suit conditions of the surface, temperature, weather, and method of application, thin the coating per CSM's recommendations. a. Ensure that volatile organic content (VOC) of the thinned coating complies with prevailing air pollution control regulations.
b. Thin coatings to only what is necessary to obtain proper application characteristics.
c. Use a thinner recommended by the CSM.

T. Film thickness and continuity:

1. Apply coating to the specified thicknesses.
a. Apply additional coats when necessary to achieve specified thicknesses, especially at edges and corners.

2. Verify WFT of the coating system first coat and after applying each subsequent coat.

3. Do not allow the minimum thickness at any point to deviate more than 25 percent from the required average.

4. Do not allow the surface area covered per gallon of coating for various types of surfaces to exceed those recommended by the CSM.
a. Provide coating coverage worksheets listing the maximum and minimum coverage for each unit volume of coating for concrete surfaces.

5. Apply additional coats to achieve the specified dry film thickness if brush or roller application methods cannot achieve the specified film thicknesses per coat.

U. Protecting coated surfaces:

1. Do not handle, work on, or otherwise disturb coated items until the coating is completely dry and hard.

2. After installation, recoat shop-coated surfaces with specified coating system as necessary to match surrounding surfaces, and to coordinate with the specified color identification requirements.

V. Special requirements:

1. Before erection, apply all but the final finish coat to interior surfaces of roof plates, roof rafters and supports, pipe hangers, piping in contact with hangers, and contact surfaces inaccessible after assembly. Apply final coat after erection.

2. Coat structural slip-critical connections and high strength bolts and nuts after erection.

3. Areas damaged during erection:
a. Prepare surface for spot repairs as specified for the coating system. b. Recoat with prime coat before applying subsequent coats. c. Touch up surfaces after installation.
d. Clean and dry surfaces to be coated at time of application.

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4. Coat underside of equipment bases and supports not galvanized with at least 2 coats of primer specified before setting the equipment in place.

5. Coat aluminum in contact with concrete.

3.10 APPLICATION REQUIREMENTS FOR CONCRETE COATING SYSTEMS A. Apply filler/surfacer as recommended by CSM to fill bug holes and air voids in concrete or block texture in CMU, leaving a uniformly filled surface that does not produce blowholes or outgassing causing the coating system to pinhole.

1. Allow filler/surfacers to cure sufficiently before applying prime coat as required by the CSM. Use the CSM-recommended drying time between coats.

B. Apply surfacer or filler and let dry before coating application.

1. Use the drying time between filler/surfacer and coating system specified by the CSM for the site conditions.
a. Let concrete substrate dry before applying filler/surfacers or coating system materials.

2. If the maximum recoat time is exceeded, prepare surfaces by solvent washing, light abrasive blasting, and other procedures per CSM's instructions.

3. Apply a complete parge coat of the specified filler/surfacer material over the entire substrate before applying the coating system.
a. Scrub filler/surfacer into the substrate to completely fill open air voids and bug holes.
b. Completely cover the substrate, unless otherwise specified, above such filled voids by 1/8 inch of thickness.
c. Provide relatively flat, uniformly even surface before coating application.

4. Secondary containment: Place surfacer or filler 1/16 inch thick above concrete plane to create a monolithic surface free of pinholes.
a. Floor surfaces: Broadcast with aggregate to create a non-slip surface texture.
b. Remove excess aggregates and apply base coat to encapsulate embedded non-slip aggregate.

C. Concrete substrate temperatures:

1. Apply filler/surfacers and the coating system when temperatures are falling, typically late afternoon or evening.
a. Do not coat concrete with rising concrete substrate surface temperatures or substrates in direct sunlight, to minimize outgassing from the substrate and formation of pinholes, and/or blistering.

2. Should bubbles, pinholes, or other discontinuities form in the applied coating system material, they shall be repaired.
a. Should discontinuities develop in the filler/surfacer material or in the first coat of the coating material, repair them before the next coat. b. When discontinuities occur, open the air void behind or beneath the discontinuities and completely fill with specified coating material. Then, abrade the coated area around the discontinuities repair reapply coating over that area.

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D. Perform application detail work in accordance with these Specifications, the CSM’s current written recommendations, and drawings, whichever is stricter.

E. Concrete coating systems application requirements:

1. Concrete coating minimum dry film thickness excludes parge coat, block filler, and sealer.

3.11 COATING SYSTEM SCHEDULE
A. Attachment A - Schedule of Surfaces to be Field Coated specifies surfaces to be coated in the field with the coating systems required.

3.12 SURFACES NOT REQUIRING COATING
A. Stainless steel piping, valves, pipe supports, instrument sunshades.

B. Sliding surfaces on expansion joints, motor and pump shafts, machined surfaces at bearings and seals, grease fittings, etc.

C. Galvanized structural steel framing, galvanized roof decking, galvanized pipe supports.

D. Copper and brass pipe, fittings, valves, etc.

E. Bronze valves, bearings, bushings, and fasteners.

F. Corrosion resistant special alloys: Inconel, Alloy 20, Hastelloy, etc.

G. Exterior Concrete.

H. Plastic surfaces except coat PVC, CPVC, and other plastic piping system exposed to sunlight.

I. Buried Piping that is encased in concrete or cement mortar.

3.13 QUALITY CONTROL
A. Owner-provided inspection or inspection by others does not limit the Contractor’s or CSA’s responsibilities for quality workmanship or quality control as specified or as required by the CSM’s instructions. Owner inspection is in addition to any inspection required of the Contractor.

B. Owner may perform, or contract with an inspection agency to perform, quality control inspection and testing of the coating work covered by this Section. These inspections may include the following:

1. Inspect materials upon receipt to ensure that the CSM supplied them.

2. Verify that specified storage conditions for the coating system materials, solvents, and abrasives are provided.

3. Inspect and record findings for substrate cleanliness.

4. Inspect and record pH of concrete and metal substrates.

5. Inspect and record substrate profile (anchor pattern).

6. Measure and record ambient air and substrate temperature.

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7. Measure and record relative humidity.

8. Check for substrate moisture in concrete.

9. Verify that mixing of coating system materials is in accordance with CSM’s instructions.

10. Inspect, confirm, and record that coating system materials' "pot life" is not exceeded during installation. Inspect to verify that recoat limitations for coating materials are not exceeded.

11. Perform adhesion testing.

12. Measure and record the coating system's thickness.

13. Verify proper curing of the coating system in accordance with the CSM's instructions.

14. Holiday or continuity testing in accordance with NACE SP0188 for coatings that will be immersed or exposed to aggressively corrosive conditions.

C. Contractor shall perform holiday testing in accordance with NACE SP0188 to identify holidays or pinholes needing repair for coating over 100 percent of surfaces:

1. Coated steel that will be immersed or exposed to aggressively corrosive conditions.

2. Coated concrete.

3. Perform holiday tests after proper application and coating system cure.

3.14 CORRECTIVE MEASURES
A. Repair pinholes or holidays identified by Holiday Testing as follows:

1. Remove the coating system with a grinder or other suitable power tool.

2. Remove coating system at all pinholes and holidays at least 2 inches diameter around the defect back to expose substrate.

3. Concrete voids: chip back to expose entire cavity in all directions. a. Completely fill void with approved filler/surfacer material using a putty knife or other suitable tool and strike off. Cure per CSM’s recommendations.

4. Aggressively abrade or sand the intact coating system surface at least 3 inches beyond the removal area in all directions to produce a uniform 6- to 8-mil profile in the intact coating system.

5. Vacuum the prepared area to remove all dust, dirt, etc., leaving clean, sound surfaces.

6. Tape to mask the periphery of the prepared intact coating area to prevent coating repair application onto the prepared area.

7. Apply the coating system with enough coats to achieve the specified finish coat thickness over the defect and coating removal area. Feather the coating onto the abraded coated surfaces around the removal area to avoid a lip and to achieve a neat repair outline.

8. Follow curing time between coats as specified by CSM for the site conditions.

Solvent wash and abrasive blast per CSM's instructions, if the maximum recoat time is exceeded.

9. Apply coating at specified dry film thickness.

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3.15 CLEANUP
A. Remove surplus materials, protective coverings, and accumulated rubbish after completing coating. Thoroughly clean surfaces and repair overspray or other coating-related damage.

3.16 FINAL INSPECTION
A. Conduct final inspection of coating system work to determine whether it meets specifications requirements.

B. Conduct subsequent final inspection with Engineer to ensure work conforms to contract documents requirements.

C. Mark any rework required.

1. Re-clean and repair, as specified, at no additional cost to the Owner.

END OF SECTION
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ATTACHMENT A - SCHEDULE OF SURFACES TO BE COATED

A.

EPU-M-1 Sheet metal above the metal deck
EPX-M-5
Aluminum surfaces in contact with concrete or masonry.

Locations where Alkali-resistant bitumastic is specified.

ATTACHMENT A
The following schedule is incomplete. Coat unlisted surfaces with same coating system as similar listed surfaces. Contact Engineer for clarification.

Schedule of Surfaces to be Coated
Notes:
1: Non-immersed ferrous metal surfaces include:
a. Doors, doorframes, ventilators, louvers, grilles, exposed sheet metal, and flashing. b. Pipe, valves, pipe hangers, supports and saddles, conduit, cable tray hangers, and supports. c. Motors and motor accessory equipment.
d. Drive gear, drive housing, coupling housings, and miscellaneous gear drive equipment. e. Valve and gate operators and stands.
f. Structural steel.
g. Crane and hoist rails.
h. Exterior of tanks and other containment vessels.
i. Mechanical equipment supports, drive units, and accessories. j. Bare electrical equipment: boxes, exposed conduit, and accessories. k. Pumps not submerged.
l. Other miscellaneous metals.
2: Immersed ferrous metal surfaces include:
a. Interior surfaces of ferrous metal tanks.
b. Field priming of ferrous metal surfaces with defective shop-prime coat; including non- submerged service.
c. Bell rings, underside of manhole covers and frames.
d. Sump pumps, including underside of base plates and submerged suction and discharge piping.
e. Exterior of submerged piping and valves other than stainless steel or PVC piping. f. Submerged pipe supports and hangers.
g. Stem guides.
h. Other submerged iron and steel metal unless specified otherwise. 09960-1

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ATTACHMENT B - COATING DETAIL SHEETS

Coating System
Coating Material
Substrate
Products: One of the following or equal: Primer Intermediate Coat Finish Coat Carboline Carboguard 890 Carboguard 890 Carbothane 134 VOC International Paint Devran 224V Devran 224V Devthane 379H PPG Amerlock 2VOC Amerlock 2VOC Amershield VOC
Sherwin Williams Macropoxy 646 100 Macropoxy 646 100 Hi Solids Polyurethane 250 Tnemec Series 69 Series 69 Series 1095
Service Condition
Surface Preparation
General
Ferrous Metal
Nonferrous Metal
Galvanized Metal
Surface profile
Ferrous Metal
Nonferrous Metal
Galvanized Metal
System Thickness (Dry Film)
Total
Primer
Intermediate Coat
Finish Coat
Application
Special CTR Training Not required.
4 to 5 mils
4 to 5 mils
2 to 3 mils

1.5 to 2.0 mils

1.5 to 2.0 mils
10 to 13 mils
SSPC-SP16, Brush Blast Cleaning.

SSPC-SP16, Brush Blast Cleaning. Test for surface contaminants.

2.5 to 3.0 mils
Metal
Interior or Exterior, subject to direct sunlight. Non-immersion.

Prepare surfaces as specified in this Section and as follows.

Bare surfaces: SSPC-SP10, Near-White Blast Cleaning.

Shop primed surfaces: SSPC-SP2, Hand Tool Cleaning or SSPC-SP3, Power Tool Cleaning.

Damaged primer or rust: SSPC-SP10, Near White Blast Cleaning and spot prime.

Attachment B
Coating Detail Sheet
EPU-M-1
Two coats epoxy with polyurethane finish coat
09960-2
Coating System
Coating Material
Substrate
Products: One of the following or equal: Primer Intermediate Coat Finish Coat Carboline CSM recommended None applied Carbomastic 15
International Paint CSM recommended Bar-Rust 231LV Bar-Rust 231LV PPG No product specified No product specified No product specified Sherwin Williams CSM recommended No product specified No product specified Tnemec CSM recommended Series 135 Series 135
Service Condition
Surface Preparation
General
Ferrous Metal
Nonferrous Metal
Surface profile
Ferrous Metal
Nonferrous Metal
System Thickness (Dry Film)
Total
Primer
Finish Coat
Application
Special CTR Training

2.0 to 2.5 mils
15 to 19 mils
2 to 4 mils
15 mils
Not Required.

1.0 to 1.5 mils
Prepare surfaces as specified in this Section and as follows.

Bare surfaces: SSPC-SP11, Power to Cleaning to Bare Metal.

Shop primed surfaces: SSPC-SP3, Power Tool Cleaning.

Damaged primer or rust: SSPC-SP11, Power to Cleaning to Bare Metal.

SSPC-SP16, Brush-Off Blast Cleaning.

Attachment B
Coating Detail Sheet
EPX-M-5
Epoxy mastic
Metal
Interior, corrosive environment, confined enclosures, where minimal surface preparation is possible. 09960-3
Common Work Results For General Piping
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SECTION 15052

COMMON WORK RESULTS FOR GENERAL PIPING
PART 1 GENERAL

1.01 SUMMARY
A. Section includes:

1. Basic materials and methods for metallic and plastic piping systems.

1.02 REFERENCES
A. American Society of Mechanical Engineers (ASME):

1. B16.5 - Pipe Flanges and Flanged Fittings: NPS 1/2 Through 24.

2. B16.47 - Large Diameter Steel Flanges: NPS 26 Through NPS 60 Metric/Inch Standard.

B. American Water Work Association (AWWA):

1. C11 - Rubber-Gasket Joints for Ductile-Iron Pressure Pipe.

2. C111 - Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and Fittings.

3. C151 - Ductile-Iron Pipe, Centrifugally Cast.

4. C207 - Standard for Steel Pipe Flanges for Waterworks Services-Size 4 Inches Through 144 Inches.

C. ASTM International (ASTM):

1. A74 - Standard Specification for Cast Iron Soil Pipe and Fittings.

2. A193 - Standard Specification for Alloy-Steel and Stainless Steel Bolting for High Temperature or High Pressure Service and Other Special Purpose Applications.

3. A194 - Standard Specification for Carbon Steel, Alloy Steel, and Stainless Steel Nuts for Bolts for High Pressure or High Temperature Service, or Both.

4. A307 - Standard Specification for Carbon Steel Bolts, Studs, and Threaded Rod 60,000 PSI Tensile Strength.

5. A320 - Standard Specification for Alloy-Steel and Stainless Steel Bolting for Low-Temperature Service.

6. A563 - Standard Specification for Carbon and Alloy Steel Nuts.

7. B88 - Standard Specification for Seamless Copper Water Tube.

8. D2000 - Standard Classification System for Rubber Products in Automotive Applications.

9. D2513 - Standard Specification for Polyethylene (PE) Gas Pressure Pipe, Tubing and Fittings.

10. F37 - Standard Test Methods for Sealability of Gasket Materials.

11. F2329 - Standard Specification for Zinc Coating, Hot-Dip, Requirements of Application to Carbon and Alloy Steel Bolts, Screws, Washers, Nuts, and Special Threaded Fasteners.

D. California Health and Safety Code.

Common Work Results For General Piping
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E. NSF International (NSF):

1. 61 - Drinking Water System Components - Health. Effects.

1.03 DEFINITIONS
A. Buried Pipes: Pipes that are buried in the soil with or without a concrete pipe encasement.

B. Exposed Pipe: Pipes that are located above ground, or located inside a structure, supported by a structure, or cast into a concrete structure.

C. Pipes Adjacent to a Wet Wall: Pipe centerline within 10 inches of the wet wall.

D. Underground Pipes: Buried pipes - see A. above.

E. Underwater Pipes: Pipes below the top of walls in basins or tanks containing water.

F. Wet Wall: A wall with water on at least 1 side.

PART 2 PRODUCTS

2.01 GENERAL
A. Materials as specified in Section 01600 - Product Requirements including special requirements for materials in contact with drinking water.

B. Coatings and linings requirements stated in the Pipe Schedule as modified in the individual pipe Technical Sections and Section 09960 - High-Performance Coatings.

2.02 FLANGE BOLTS AND NUTS
A. General:

1. Washer:
a. Provide a washer for each nut.
b. Washer shall be of the same material as the nut.

2. Nuts: Heavy hex-head.

3. Cut and finish flange bolts to project:
a. Face of the bolt shall exceed face of nut by 1/16 inch minimum. b. A maximum of 1/4 inch beyond outside face of nut after assembly.

4. Tap holes for cap screws or stud bolts when used.

5. Lubricant for stainless steel bolts and nuts:
a. Chloride-free.
b. Manufacturers: One of the following or equal:
1) Huskey FG-1800 Anti-Seize.
2) Weicon Anti-Seize High-Tech.

B. Steel pipe:

1. On exposed pipes:
a. For ASME B16.5 Class 150 flanges and AWWA C207 Class D flanges:
1) Bolts: In accordance with ASTM A307, Grade B.

Common Work Results For General Piping
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2) Nuts: In accordance with ASTM A563, Grade A.
3) Bolts and Nuts: Hot-dip galvanized in accordance with ASTM F2329. b. F or ASME B16.5 and B16.47 Class 300 flanges and AWWA C207 Class E and F flanges:
1) Bolts: In accordance with ASTM A193, Grade B7.
2) Nuts: In accordance with ASTM A194, Grade 2H.

2. On underwater pipes and pipes adjacent to wet walls:
a. Bolts: In accordance with ASTM A193, Grade B8M.
b. Nuts: In accordance with ASTM A194, Grade 8M.

3. Low-temperature service: Stainless steel, Type 316:
a. Bolts: In accordance with ASTM A320, Grade B8M, Class 1, heavy hex. b. Nuts: In accordance with ASTM A194, Grade B8M, heavy hex. c. Washers: Alloy group matching bolts and nuts.

4. High-temperature service or high-pressure service: Stainless steel, Type 316:
a. Bolts: In accordance with ASTM A193, Grade B8M, Class 1, heavy hex. b. Nuts: In accordance with ASTM A194, Grade 8, heavy hex. c. Washers: Alloy group matching bolts and nuts.

2.03 GASKETS
A. General:

1. Gaskets shall be suitable for the specific fluids, pressure, and temperature conditions.

2. Capable of being applied on surface of piping with cavities to provide for an improved seal with the internal piping pressure.

B. Gaskets for flanged joints in ductile iron or steel drinking water piping meeting NSF 61 requirements:

1. Suitable for hot or cold water, pressures equal to or less than 150 pounds per square inch gauge, and temperatures equal to or less than 160 degrees Fahrenheit.

2. Material:
a. EPDM material with 80 Shore A durometer rating.

3. Manufacturers: One of the following or equal:
a. Garlock, 98206.
b. John Crane, similar product.

PART 3 EXECUTION

3.01 INSTALLATION
A. General:

1. Piping drawings:
a. Except in details, piping is indicated diagrammatically. Not every offset and fitting, or structural difficulty that may be encountered has been indicated on the Drawings. Sizes and locations are indicated on the Drawings.

Common Work Results For General Piping
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b. Perform minor modifications to piping alignment where necessary to avoid structural, mechanical, or other type of obstructions that cannot be removed or changed.
1) Modifications are intended to be of minor scope, not involving a change to the design concept or a change to the Contract Price or Contract Times.

2. Piping alternatives:
a. Provide piping as specified in this Section, unless indicated on the Drawings or specified otherwise.
b. Alternative pipe ratings:
1) Piping with greater pressure rating than specified may be substituted in lieu of specified piping without changes to the Contract Price. 2) Piping of different material may not be substituted in lieu of specified piping.
c. Valves in piping sections: Capable of withstanding specified test pressures for piping sections and fabricated with ends to fit piping. d. Grooved joints: Use couplings, flange adapters, and fittings of the same manufacturer.
1) Manufacturer’s factory trained representative:
a) Provide on-site training for Contractor’s field personnel. b) Periodically visit the jobsite to verify Contractor is following best recommended practices.
2) Distributor’s representative is not considered qualified to conduct the training or jobsite visits.
e. Flanged joints: where 1 of the joining flanges is raised face type, provide a matching raised face type flange for the other joining flange.

3. Unless otherwise indicated on the Drawings, piping at pipe joints, fittings, couplings, and equipment shall be installed without rotation, angular deflection, vertical offset, or horizontal offset.

B. Exposed piping:

1. Install exposed piping in straight runs parallel to the axes of structures, unless otherwise indicated on the Drawings:
a. Install piping runs plumb and level, unless otherwise indicated on the Drawings.
1) Slope plumbing drain piping with a minimum of 1/4-inch per foot downward in the direction of flow.

2. Install exposed piping after installing equipment and after piping and fitting locations have been determined.

3. Support piping as indicated on Drawings and according to specifications:
a. Do not transfer pipe loads and strain to equipment.

4. In addition to the joints indicated on the Drawings, provide unions, flexible couplings, flanged joints, flanged coupling adapters, and other types of joints or means which are compatible with and suitable for the piping system, and necessary to allow ready assembly and disassembly of the piping.

5. Assemble piping without distortion or stresses caused by misalignment:
a. Match and properly orient flanges, unions, flexible couplings, and other connections.
b. Do not subject piping to bending or other undue stresses when fitting piping.

Common Work Results For General Piping
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c. Do not correct defective orientation or alignment by distorting flanged joints or subjecting flange bolts to bending or other undue stresses. d. Flange bolts, union halves, flexible connectors, and other connection elements shall slip freely into place.
e. Alter piping assembly to fit when proper fit is not obtained. f. Install eccentric reducers or increasers with the top horizontal for pump suction piping.

C. Restraining above ground piping:

1. Restrain piping at valves and at fittings where piping changes direction, changes sizes, and at ends:
a. When piping is aboveground or underwater, use mechanical or structural restraints.
b. Determine thrust forces by multiplying the nominal cross-sectional area of the piping by design test pressure of the piping.

2. Provide restraints with ample size to withstand thrust forces resulting from test pressures:
c. During testing, provide suitable temporary restraints where piping does not require permanent restraints.

D. Connections to existing piping:

1. Expose existing piping to which connections are to be made with sufficient time to permit, where necessary, field adjustments in line, grade, or fittings:
a. Protect domestic water/potable water supplies from contamination:
1) Make connections between domestic water supply and other water systems in accordance with requirements of public health authorities. 2) Provide devices approved by Owner of domestic water supply system to prevent flow from other sources into the domestic supply system.

2. Make connections to existing piping and valves after sections of new piping to be connected have been tested and found satisfactory.

3. Provide sleeves, flanges, nipples, couplings, adapters, and other fittings needed to install or attach new fittings to existing piping and to make connections to existing piping.

4. For flanged connections, provide stainless steel bolts with isolation bushings and washers, and full-face flange gaskets.

E. Connections between ferrous and nonferrous metals:

1. Connect ferrous and nonferrous metal piping, tubing, and fittings with dielectric couplings especially designed for the prevention of chemical reactions between dissimilar metals.

2. Nonferrous metals include aluminum, copper, and copper alloys.

F. Flanged connections between dissimilar metals such as ductile iron pipe and steel pipe:

1. Provide stainless steel bolts with isolation bushings and washers, and full-face flange gaskets.

Common Work Results For General Piping
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3.02 CLEANING
A. Piping cleaning:

1. Upon completion of installation, clean piping interior of foreign matter and debris.

2. Perform special cleaning when required by the Contract Documents.

B. Conduct pressure and leak test, as indicated on the Drawings.

END OF SECTION

Pipe Couplings
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SECTION 15121

PIPE COUPLINGS
PART 1 GENERAL

1.01 SUMMARY
A. Section includes:

1. Pipe couplings for ductile iron piping.

2. Pipe couplings for carbon steel piping.

3. Pipe couplings for stainless steel piping.

1.02 REFERENCES
A. American National Standards Institute (ANSI).

B. American Society of Mechanical Engineers (ASME):

1. B31.1 - Power Piping.

2. B31.9 - Building Services Piping.

C. American Water Works Association (AWWA):

1. C111 - Standard for Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and Fittings.

2. C207 - Standard for Steel Pipe Flanges for Waterworks Service - Sizes 4 Inches Through 144 Inches.

3. C213 - Standard for Fusion-Bonded Epoxy Coatings and Linings for Steel Water Pipe and Fittings.

4. C606 - Standard for Grooved and Shouldered Joints.

D. ASTM International (ASTM):

1. A36 - Standard Specification for Carbon Structural Steel.

2. A53 - Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless.

3. A193 - Standard Specification for Alloy Steel and Stainless Steel Bolting Materials for High Temperature or High Pressure Service and Other Special Purpose Applications.

4. A351 - Standard Specification for Castings, Austenitic, for Pressure-Containing Parts.

5. A449 - Standard Specification for Hex Cap Screws, Bolts and Studs, Steel, Heat Treated, 120/105/9 ksi Minimum Tensile Strength, General Use.

6. A536 - Standard Specification for Ductile Iron Castings.

7. A563 - Standard Specification for Carbon and Alloy Steel Nuts.

8. A576 - Standard Specification for Steel Bars, Carbon, Hot-Wrought, Special Quality.

9. C425 - Standard Specification for Compression Joints for Vitrified Clay Pipe and Fittings.

10. C443 - Standard Specification for Joints for Concrete Pipe and Manholes, Using Rubber Gaskets.

Pipe Couplings
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11. C564 - Standard Specification for Rubber Gasket for Cast Iron Pipe and Fittings.

12. C1173 - Standard Specification for Flexible Transition Couplings for Underground Piping Systems.

13. D1869 - Standard Specification for Rubber Rings for Asbestos-Cement Pipe.

14. D2000 - Standard Classification System for Rubber Products in Automotive Applications.

15. D5926 - Standard Specification for Poly (Vinyl Chloride) (PVC) Gaskets for Drain, Waste, and Vent (DWV), Sewer, Sanitary, and Storm Plumbing Systems.

16. F593 - Standard Specification for Stainless Steel Bolts, Hex Cap Screws, and Studs.

17. F594 - Standard Specification for Stainless Steel Nuts.

18. F3125 - Standard Specification for High Strength Structural Bolts, Steel and Alloy Steel, Heat Treated, 120 ksi and 150 ksi Minimum Tensile Strength.

E. NSF International (NSF):

1. 61 - Drinking Water System Components - Health Effects.

2. 372 - Drinking Water System Components - Lead Content.

1.03 SUBMITTALS
A. Submit as specified in Section 01330 - Submittal Procedures.

B. Product data:

1. For each product in this Section as applicable:
a. Design features.
b. Load capacities.
c. Material designations by UNS alloy number or ASTM Specification and Grade.
d. Data needed to verify compliance with the Specifications. e. Catalog data.
f. Clearly mark submittal information to show specific items, materials, and accessories or options being furnished.

C. Calculations:

1. Provide calculations in accordance with NSF 372 for materials in contact with drinking water.

1.04 WARRANTY
A. Provide warranty as specified in Section 01783 - Warranties and Bonds.

PART 2 PRODUCTS

2.01 GENERAL
A. As specified in Section 01600 - Product Requirements:

1. Materials in contact with drinking waters: In accordance with NSF 61 and NSF 372.

Pipe Couplings
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B. Known acceptable manufacturers are listed by specific products.

C. Provide references as specified in this Section by specific product.

D. Manufacturer’s representatives requirements as specified this Section by specific product.

E. Gaskets for flexible couplings and flanged coupling adapters:

1. Provide gasket materials for piping applications as follows:
a. Low-pressure and high-pressure air, steam, hot water: EPDM. b. All other piping applications: Buna-N.

2.02 PIPE COUPLINGS FOR CARBON STEEL PIPING
A. Flexible couplings:

1. Manufacturers:
a. Smith-Blair, Inc., Series 411.

2. Materials:
a. Center sleeve and follower flanges: Ductile iron or low carbon steel having a minimum yield strength of 30,000 pounds per square inch. b. Bolts and hex nuts:
1) Aboveground: High strength, low alloy steel in accordance with AWWA C111.
2) Buried and underwater: Type 316 stainless steel bolts in accordance with ASTM F593.

3. Coating and lining: Manufacturer’s standard fusion bonded epoxy, NSF 61 certified.

4. Center sleeve dimensions: Provide center sleeves with lengths in accordance with following table:

Nominal Pipe Diameter Sleeve Length
2-1/2 inch and smaller Manufacturer’s standard
3 inch through 6 inch 7 inch
8 inch through 14 inch 7 inch
Greater than 14 inches 10 inch
PART 3 EXECUTION

3.01 INSTALLATION
A. In underground and underwater installations, coat the exterior of coupling with a protective coating in accordance with manufacturer's instructions.

B. Joints and flexible connections shall be installed centered with no angular deflection unless otherwise indicated on the Drawings.

Pipe Couplings
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C. Flexible couplings and flange coupling adapters: Install with gap between pipe ends in accordance with the following table unless a greater gap is indicated on the Drawings. Maximum gap tolerance shall be within 1/8 inch.

1. Install flexible coupling with pipe gap located in middle of center sleeve.

2. Install flanged coupling adapter with end of plain end pipe in middle of flanged coupling body.

Center Ring Length Gap Dimension and Tolerance
4 inch through 6 inch 3/8 inch
7 inch 5/8 inch
10 inch and greater 7/8 inch
D. Provide harnesses (tie-downs) for flexible couplings unless otherwise indicated on the Drawings with a written note.

1. Design harnesses (tie-downs) for the test pressures indicated on the Drawings.

E. Bolted, split-sleeve couplings:

1. Inspect each coupling to ensure that there are no damaged portions of the coupling.
a. Pay particular attention to the sealing pad/sealing plate area. b. Before installation, thoroughly clean each coupling of any foreign substance which may have collected thereon and shall be kept clean at all time.

2. Wrenches:
a. Conform to manufacturer instructions.
b. Bolts and studs shall be tightened so as to secure a uniform gasket compression between the coupling and the body of the pipe with all bolts or studs tightened approximately the same amount.
c. Final tightening shall be done by hand (no air impact wrenches) and is complete when the coupling is in uniform contact with the outside surface of the pipe all around the circumference of the pipe.

3. No joint shall be misfit in any plane.

4. On the fixed ends of bolted, split-sleeve couplings, the shoulders shall bear on the restraint rings all around with no visible gap.

5. Ends of piping where coupler are installed shall be smooth and free of defects. a. Remove weld splatter and grind smooth.
b. Grind pipe seam welds flush with pipe wall and smooth.

END OF SECTION

LOCATION

PROJECT

LOCATION

PROJECT
7-10-2023
Plot Date: 10-JUL-2023 9:53:40 AMUser: HGarcia M odel : Lay out1 ColorTable: gshade.ctb DesignScript : Carol lo_Std_Pen_v 0905.pen PlotSc ale: 1:1 PROJECT NO. FILE NAME:11599A10

®
DRAWING NO.

JOB NO.

SHEET NO.
1 00G01

LOCATION MAPVICINITY MAP
10 11 12 135 6 7 8 91 2 3 4
A
B
C
D
E
F
G
1 2 3 4 5 6 7 8 9 10 11 12 13
A
B
C
D
E
F
G
20110500G01.dgn
201105

CITY OF ROSEVILLE

EAST APPLIED PIPELINE PROJECT

BARTON ROAD WATER TREATMENT PLANT
5580
CRUZ
SANTA
JOSE
1 17
SAN

MODESTO
680
101

SALINAS
5 99

CONCORD
5 101
SAN

FRANCISCO
680
1 SANTA

FAIRFIELD
ROSA
1 101
80 50

STOCKTON
580
205
99 80
DAVIS
505

SACRAMENTO
99 MARYSVILLE
VALLEY
GRASS

ROSEVILLE
DATE:

RECOMMENDED BY:

APPROVAL
DATE:

DATE:

APPROVED BY:

SUBMITTED BY:

CITY OF ROSEVILLE

ENVIRONMENTAL UTILITIES - WATER UTILITY & GOVERNMENT RELATIONS

ASSISTANT ENVIRONMENTAL UTILITIES DIRECTOR

SEAN BIGLEY
No. 85908

CITY OF ROSEVILLE

DEPARTMENT OF ENVIRONMENTAL UTILITIES

ASSOCIATE ENGINEER

JONATHAN CUMMINGS
CAROLLO ENGINEERS, INC.

PROJECT MANAGER
FELICIA JAMES, P.E.

CW-500225

BARTON ROAD

DOUGLAS BLVD

ROSEVILLE

CITY OF

SIERRA COL L EGE BLVD
VOLUME 2 OF 2

BID SUBMITTAL
JUNE 2023
OF 13
tum adhay
Digitally signed by Felicia L. James
Contact Info: Carollo Engineers, Inc.

Date: 2023.07.10 13:45:28-07'00'
7-19-2023
3 0°

DATEREV BY DESCRIPTION
DATE

CHECKED
DRAWN

DESIGNED
201105
JOB NO.

DRAWING NO.

SHEET NO.

SCALES ACCORDINGLY

VERIFY SCALES

THIS SHEET, ADJUST

IF NOT ONE INCH ON

BAR IS ONE INCH ON

ORIGINAL DRAWING
0 1"
OF

CITY OF ROSEVILLE
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1 2 3 4 5 6 7 8 9 10 11 12 13
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G G
®
13 EAST APPLIED PIPELINE PROJECT

BARTON ROAD WATER TREATMENT PLANT
JUNE 2023
No. 85908
Plot Date: 19-JUN-2023 9:50:42 AMUser: svcPW M odel : Lay out1 ColorTable: gshade.ctb DesignScript : Carol lo_Std_Pen_v 0905.pen PlotSc ale: 1:1 PROJECT NO.

LAST SAVED BY:

FILE NAME:
00G02

IKC
2 GENERAL
201105-100000 20110500G02.dgn

DESCRIPTION
NO.

DWG
NO.

SHEET
HPG/TU
A
B
C
D
A
##X##
VIEW

REVISION DELTA
SCALE
FENCE

GUARDRAIL

CENTER LINE

REMOVE AND/OR ABANDON
GATE

EXISTINGNEW

DETAIL REFERENCES HATCH PATTERNS
VIEW

DRAWING CUT ORIGINATION
TYPICAL DETAIL #
TYP
FILE:

SCALE:

FILE:
100'0 50' 200'

SECTION CUT

REFERENCE

TYPICAL DETAIL
(EXIST)
VIEWS

EXTERIOR ELEVATION

PHOTO LOCATION

KEY NOTE

TAG AND NUMBER

EQUIPMENT/DEVICE

AGRID BUBBLE

PIPE TAG

BREAK LINE
TR
U
E
NORTH
PLANT
NO
R
TH

NORTH ARROW/PLANT NORTH

SYMBOLS

MATCH LINE

HIDDEN LINE
MATCH LINE SEE DWG ##X##
VIEW

ELEVATION
TOC XXXX.XX

EXISTING ELEVATION

PLAN VIEW

PIPE BREAK

CROSS SECTION

PIPE BREAK

CONSTRUCTION

FUTURE CONSTRUCTION
(SINGLE LINE)

PIPE CONTINUATION

BRACKET
EF-EQUIP = FUTURE EQUIPMENT
EX-EQUIP = EXISTING EQUIPMENT

EQUIPMENT
EF-SIZE FLOW STREAM = FUTURE
EX-SIZE FLOW STREAM = EXISTING

SIZE FLOW STREAM

PLAN/TITLE

TITLE W/ REFERENCE

SECTION OR DETAIL
NUMERIC = DETAIL
ALPHA = SECTION
(ENLARGED)

DETAIL CALL-OUT

POINT OF VIEW

ARROW INDICATES
1 ##X## = SEE INDICATED DRAWING
- = SHOWN ON SAME DRAWING
DRAWING REFERENCE ##X##

DISCIPLINE DESIGNATOR

DRAWING

SEE INDICATED
DETAIL

SHEETS IN

TYPICAL DETAIL NUMBER

TYPICAL DETAIL TITLE
(WHEN APPLICABLE)

AREA DESIGNATOR

SHEET NUMBER

CONSECUTIVE
(REVISED)

DATE CREATED

PLAN NOT REFERENCED

LINE WORK
T.O.W. XXXX.X±

PIPE SIZE FLOW STREAM

XXX-XX-XXXX
X" XXX
34 2
-
#
?
##X##
1 SHT # OF #MOD
LINE 2
LINE 1
LINE 3

VER DATE
TYP
?
SECTION/DETAIL TITLEC/1
##X##
FILE
SCALE
C
A FILE

PLAN TITLE
RUBBER

TREAD PLATE

LANDSCAPING

GRATING
STEEL

ALUMINUM

OR COPPER

BRONZE, BRASS,

BRICK OR BLOCK

MISCELLANEOUS

COURSE (ABC)

AGGREGATE BASE

BEDROCK

FIBERGLASS

CAST IRON OR
CLSM
(ALL CLASSES)

CONCRETE

DRAIN ROCK

OR BACKFILL

STRUCTURAL FILL
WOOD
SPAN

ASPHALT PAVING
GRAVEL

UNDISTURBED SOIL

EXISTING/

SAND OR GROUT

KEY TAG X
Know what's below.

Callbefore you dig. N = NOTE TO TYPICAL DETAIL USER
R = REVISED
J = JOB SPECIFIC
S = STANDARD

MODIFICATION NOTE

DRAWING INDEX

DRAWING INDEX, LEGENDS

AND SYMBOLS
(G) - GENERAL
1 00G01 COVER SHEET
2 00G02 DRAWING INDEX, LEGENDS AND SYMBOLS
3 00G03 GENERAL NOTES
4 00G04 GENERAL ABBREVIATIONS
(D) - DEMOLITION
5 02D01 DEMOLITION PHOTOS
(C) - CIVIL
6 00GC01 OVERALL EXISTING SITE PLAN
7 00GC02 GRADING PLAN
8 00GC03 YARD PIPING PLAN
(S) - STRUCTURAL
9 00GS01 STRUCTURAL NOTES, LEGEND AND SYMBOLS
10 02S01 PIPE ENCLOSURE FOUNDATION PLAN
11 02S02 PIPE ENCLOSURE TOP PLAN
12 02S03 PIPE ENCLOSURE SECTIONS
13 02S04 PIPE ENCLOSURE SECTIONS AND DETAILS
EQ
tum adhay

WARNING

OVERHEAD

UNDERGROUND/

OVERHEAD
Call
before you
Avoid overhead power line
contact. It's costly.
1-800-743-5000
Digitally signed by Felicia L. James
Contact Info: Carollo Engineers, Inc.

Date: 2023.06.19 13:39:58-07'00'

DATEREV BY DESCRIPTION
DATE

CHECKED
DRAWN

DESIGNED
201105
JOB NO.

DRAWING NO.

SHEET NO.

SCALES ACCORDINGLY

VERIFY SCALES

THIS SHEET, ADJUST

IF NOT ONE INCH ON

BAR IS ONE INCH ON

ORIGINAL DRAWING
0 1"
OF

CITY OF ROSEVILLE
1 2 3 4 5 6 7 8 9 10 11 12 13
A
B
C
D
E
F
1 2 3 4 5 6 7 8 9 10 11 12 13
A
B
C
D
E
F
G G
®
13 EAST APPLIED PIPELINE PROJECT

BARTON ROAD WATER TREATMENT PLANT
JUNE 2023
No. 85908
Plot Date: 08-JUN-2023 10:01:37 AMUser: svcPW M odel : Lay out1 ColorTable: gshade.ctb DesignScript : Carol lo_Std_Pen_v 0905.pen PlotSc ale: 1:1LAST SAVED BY:

PROJECT NO. FILE NAME:

CE
CE
3 GENERAL

GENERAL NOTES
00G03
20110500G03.dgn201105-100000
tum adhay

HTTP://WWW.LEGINFO.CA.GOV/CGI-BINIDISPLAYCODE?SECTION~HSC&GROUP=39001-40000&FILE=39010-39060 39013:

THE ISSUANCE OF A BUILDING PERMIT. (BASED ON THE CALIFORNIA HEALTH & SAFETY CODE SECTION

CONTACT THE DISTRICT PRIOR TO CONSTRUCTION AND OBTAIN ANY NECESSARY PERMITS PRIOR TO MAY BE REQUIRED FOR BOTH CONSTRUCTION AND OPERATION. DEVELOPERS/CONTRACTORS SHOULD HEALTH AND SAFETY CODE SECTION 39013, TO THE ATMOSPHERE MAY REQUIRE A PERMIT. PERMITS PROCESSES THAT DISCHARGE 2 POUNDS PER DAY OR MORE OF AIR CONTAMINANTS, AS DEFINED BY 6.

PROVISIONS RULE 217. (BASED ON APCD RULE 217).

CONSTRUCTION OR ROAD MAINTENANCE, UNLESS SUCH MANUFACTURE OR USE COMPLIES WITH THE

CAUSED BY THE USE OR MANUFACTURE OF CUTBACK OR EMULSIFIED ASPHALTS FOR PAVING, ROAD A PERSON SHALL NOT DISCHARGE INTO THE ATMOSPHERE VOLATILE ORGANIC COMPOUNDS (YOC'S) 5.

DISPOSAL SITE. (BASED ON APCD RULE 310)

OR TAKEN TO AN APPROPRIATE RECYCLING SITE, OR IF A SITE IS NOT AVAILABLE, A LICENSED PERMITTED BY THE PCAPCD. ALL REMOVED VEGETATIVE MATERIAL SHALL BE EITHER CHIPPED ON SITE DURING CONSTRUCTION, NO OPEN BURNING OF REMOVED VEGETATION SHALL BE ALLOWED UNLESS 4.

PER HOUR OR LESS. (BASED ON APCD RULE 228 / SECTION 401.2) DURING CONSTRUCTION, TRAFFIC SPEEDS ON ALL UNPAVED SURFACES SHALL BE LIMITED TO 15 MILES 3.

CONTROL DISTRICT. (BASED ON APCD RULE 228)

ACRES SHALL HAVE AN APPROVED DUST CONTROL PLAN FROM THE PLACER COUNTY AIR POLLUTION APCD AND THE EQUIPMENT MUST BE REPAIRED WITHIN 72 HOURS. ALL PROJECTS IN EXCESS OF 5

OPERATORS OF VEHICLES AND EQUIPMENT FOUND TO EXCEED OPACITY LIMITS WILL BE NOTIFIED BY GRADING AREAS SHALL NOT EXCEED PLACER COUNTY APCD RULE 228 FUGITIVE DUST LIMITATIONS.

THE PROPERTY BOUNDARY AT ANY TIME. LIME OR OTHER DRYING AGENTS UTILIZED TO DRY OUT WET BASIS. IT IS TO BE NOTED THAT FUGITIVE DUST IS NOT TO EXCEED 40% OPACITY AND NOT GO BEYOND EVALUATIONS (VEE). THIS INDIVIDUAL SHALL EVALUATE COMPLIANCE WITH RULE 228 ON A WEEKLY

RESPONSIBLE FOR HAVING AN INDIVIDUAL WHO IS CARB-CERTIFIED TO PERFORM VISIBLE EMISSIONS PLACER COUNTY APCD RULE 228 (FUGITIVE DUST) LIMITATIONS. THE PRIME CONTRACTOR SHALL BE THE CONTRACTOR SHALL SUSPEND ALL GRADING OPERATIONS WHEN FUGITIVE DUST EXCEEDS 2.

EQUIPMENT MUST BE REPAIRED WITHIN 72 HOURS. (BASED ON APCD RULE 202)

OPACITY LIMITS ARE TO BE IMMEDIATELY NOTIFIED BY APCD TO CEASE OPERATIONS AND THE VISIBLE EMISSION LIMITATIONS. OPERATORS OF VEHICLES AND EQUIPMENT FOUND TO EXCEED CONSTRUCTION EQUIPMENT EXHAUST EMISSIONS SHALL NOT EXCEED PLACER COUNTY APCD RULE 202 1.

PLACER COUNTY AIR POLLUTION CONTROL DISTRICT.

IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. AIR QUALITY RULES ARE ENFORCED SOLELY BY THE CONTROL DISTRICT ADOPTED RULES AND REGULATIONS. COMPLIANCE WITH ALL APPLICABLE APCD RULES

THE FOLLOWING NOTES ARE PROVIDED AS REFERENCE TO APPLICABLE PLACER COUNTY AIR POLLUTION DETERMINES WHETHER THE RELEASE IS REPORTABLE OR NOT AND IF SITE REMEDIATION IS REQUIRED.

SIGNAGE OR CAUTION TAPE UNTIL SUCH TIME THAT A REPRESENTATIVE FROM THE FIRE DEPARTMENT DISTRICT VIA PHONE AT (530) 889-7870. ALL SUSPECTED AREAS SHALL BE MARKED OFF WITH APPROVED

CONTRACTOR OR APPLICANT SHALL IMMEDIATELY REPORT THE FINDING TO THE SOUTH PLACER FIRE

CONTAINERS, OR WHAT APPEARS TO BE HAZARDOUS WASTES RELEASED INTO THE GROUND, THE IF SITE SURVEY OR EARTH MOVING WORK RESULTS IN THE DISCOVERY OF HAZARDOUS MATERIALS IN 6.

EQUIPMENT.

A MINIMUM 3-FOOT CLEAR SPACE SHALL BE PROVIDED AND MAINTAINED AROUND FIRE PROTECTION 5.

THE BURNING OF COMBUSTIBLE CONSTRUCTION MATERIAL AND TRASH IS PROHIBITED.4.

REQUIREMENTS AND SEE THAT ALL PERSONS ON THE JOB SITE COMPLY.

MATERIAL, AND FIRE WATCH. IT IS YOUR RESPONSIBILITY TO BECOME FAMILIAR WITH THESE

WIRING, EMERGENCY TELEPHONE MODIFICATION OF EXISTING SYSTEMS, EXITS, BURNING OF ANY

FLAME PRODUCING EQUIPMENT, FLAMMABLE LIQUIDS, ASPHALT AND TAR KETTLES, TEMPORARY

STANDPIPES, DEBRIS, MOTORIZED EQUIPMENT, HEATING DEVICES, SMOKING, CUTTING AND WELDING, CONCERNS FIRE SAFETY IN THE FOLLOWING AREAS: ACCESS, WATER SUPPLY, EXTINGUISHERS, SAFETY PROCEDURES TO BE FOLLOWED DURING NEW CONSTRUCT/ON AND REMODELS. THIS ARTICLE FIRE SAFETY DURING CONSTRUCT/ON. CHAPTER 33 OF THE CALIFORNIA FIRE CODE REQUIRES CERTAIN 3.

PERMIT SHALL BE OBTAINED PRIOR TO THE PLACEMENT OF SUCH TANKS ON THE SITE.

SHALL COMPLY WITH ALL APPLICABLE PROVISIONS OF THE CITY FIRE CODE. A FIRE DEPARTMENT DIESEL FUEL ONLY AND SHALL NOT EXCEED 1,000-GALLON LIQUID CAPACITY. SUCH INSTALLATIONS TEMPORARY ABOVE GROUND FUEL STORAGE TANKS MAY BE USED ON CONSTRUCT/ON SITES FOR 2.

APPARATUS ROADS, FIRE HYDRANTS OR THE BUILDING.

CONSTRUCTION MATERIAL AND VEHICLES SHALL NOT OBSTRUCT FIRE APPARATUS ACCESS TO FIRE 1.

GENERAL NOTES

EROSION / SEDIMENT CONTROL

AIR QUALITY

GENERAL FIRE DEPARTMENT NOTES
PROXIMITY TO STREAMS) AND TIME OF YEAR.

ENGINEERING DIVISION BASED ON A REVIEW OF THE EXISTING SITE CONDITIONS (LOCATION, SLOPES, HYDROSEEDING MAY BE CONSIDERED AS AN ALTERNATIVE TO BROADCAST STRAW SUBJECT TO THE 12.

THIS AREA SHALL BE RESTORED TO ACCEPTABLE CONDITION UPON COMPLETION OF PROJECT.

WATER QUALITY OF THE RUNOFF. THIS AREA SHALL HAVE A BERM LOCATED AROUND ITS PERIMETER.

AND STORAGE OF EQUIPMENT OR ANY OTHER ACTIVITY THAT MAY ADVERSELY CONTRIBUTE TO THE THE CONTRACTOR SHALL ESTABLISH A SPECIFIC SITE WITHIN THE DEVELOPMENT FOR MAINTENANCE 11.

ANY STORM.

CONTRACTOR SHALL ENSURE THAT THE CONSTRUCTION SITE IS PREPARED PRIOR TO THE ONSET OF AND SEDIMENT CONTROL MEASURES IN PLACE OR CAPABLE OF BEING PLACED WITHIN 24 HOURS. THE CONSTRUCTION ACTIVITIES OCCURRING BETWEEN OCTOBER 15 AND APRIL 1 SHALL HAVE EROSION 10.

SKIMMED WEEKLY AND THE DEBRIS PROPERLY DISPOSED OF.

SOON AS POSSIBLE. IN ADDITION, OIL AND MATERIAL FLOATING ON WATER SURFACE MUST BE SEDIMENT AND TRASH ACCUMULATED IN DRAINAGES OR DETENTION BASINS SHALL BE REMOVED AS 9.

ENSURE THAT ALL MEASURES ARE FUNCTIONING PROPERLY.

ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE CHECKED FOLLOWING ALL STORMS TO 8.

HYDROSEEDING/MULCHING IS USED, SEED QUANTITIES SHALL BE INCREASED BY 30 PERCENT. 16-20-0 FERTILIZER OR EQUIVALENT SHALL BE APPLIED AT A RATE OF 500 POUNDS PER ACRE. IF 7.

ROSE CLOVER9 LBS/ACREii.

ZORRO ANNUAL FESCUE 6 LBS/ACREi.

AREAS WITH SANDY, DRY SOIL SHALL BE:6.

ROSE CLOVER 9 LBS/ACREii.

BLANDO BROME 12 LBS/ACRE i.

WHERE REQUIRED, BROADCAST SEED SHALL BE APPLIED AS FOLLOWS:5.

COVERED WITH STRAW AND PRESSED IN PLACE.

ALL BARE AREAS, REGARDLESS OF SLOPE, WITHIN 50 FEET OF NATURAL DRAINAGES SHALL BE 4.

ENGINEERING DIVISION SHALL APPROVE OTHER METHODS.

OR 4000 POUNDS PER ACRE. FOR SLOPES 4:1 OR STEEPER, STRAW SHALL BE PRESSED IN PLACE. THE ALL SLOPES GREATER THAN 10:1 SHALL BE COVERED WITH BROADCAST STRAW AT A RATE OF 50 BALES 3.

MEASURES SHALL BE PROVIDED TO KEEP STRAW DRY.

STRAW BALES SHALL BE STOCKPILED ON SITE AT A RATE OF 1.5 BALES PER ACRE BY SEPTEMBER 25. 2.

APPROVED BY THE CITY ENGINEER AND SPECIFIED ON THE GRADING PLANS.

ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE IMPLEMENTED BY OCTOBER 5 OR AS 1.

EQ
VERIFIED BY THE CONTRACTOR PRIOR TO CONSTRUCTION.

OPENINGS CONTROLLED BY ARCHITECTURAL, MECHANICAL, OR ELECTRICAL EQUIPMENT SHALL BE BEFORE PLACING ANY STRUCTURAL STEEL OR CONCRETE. ALSO, STRUCTURAL DIMENSIONS AND CONTRACTOR SHALL VERIFY LOCATION OF ALL ARCHITECTURAL, MECHANICAL, AND ELECTRICAL ITEMS 14.

COMPENSATION.

TO THE ORIGINAL OR BETTER CONDITION AT THE CONTRACTOR'S EXPENSE WITHOUT ADDITIONAL

DAMAGED BY THE CONTRACTOR'S OPERATIONS SHALL BE EXPEDITIOUSLY REPAIRED OR RECONSTRUCTED EXISTING FACILITIES AND UTILITIES SHOWN OR NOT SHOWN THAT ARE TO REMAIN IN PLACE. ALL FACILITIES THE CONTRACTOR SHALL TAKE ALL PRECAUTIONARY MEASURES NECESSARY TO PROTECT FROM DAMAGE 13.

OF NEW CONSTRUCTION PRIOR TO START OF CONSTRUCTION.

FIELD VERIFY ALL LOCATIONS, SIZES, MATERIAL TYPES, AND ELEVATIONS SHOWN AROUND OR NEAR AREAS FOR FACILITIES AND UTILITIES NOT SHOWN OR NOT IN THE LOCATION SHOWN. THE CONTRACTOR SHALL RECORDS OR ELECTRONIC FILES. NEITHER THE OWNER NOR ENGINEER ASSUMES ANY RESPONSIBILITY EXISTING FACILITY AND UTILITY INFORMATION SHOWN ON THE DRAWINGS WAS OBTAINED FROM AVAILABLE 12.

REINSTALL THEM AS REQUIRED TO ELIMINATE THE CONFLICT AT NO ADDITIONAL COST TO THE OWNER.

TEMPORARILY RELOCATE CONFLICTING EXISTING UTILITIES AT TIE-IN/CONNECTION LOCATIONS AND LOCATION OF ALL EXISTING PIPING AND UTILITIES IN THE CONSTRUCTION AREA. THE CONTRACTOR SHALL

AND/OR OTHER PROPOSED UTILITIES, CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE PRIOR TO EXCAVATION FOR NEW STRUCTURES, ELECTRICAL CONDUIT, FABRICATION OF NEW PIPING 11.

EVEN THOUGH NOT REFERENCED AT SPECIFIC LOCATIONS ON DRAWINGS.

INDICATED IN THE APPLICABLE TYPICAL DETAILS AND GENERAL NOTES. TYPICAL DETAILS SHALL APPLY UNLESS DETAILED, SPECIFIED, OR OTHERWISE INDICATED ON THE DRAWINGS, CONSTRUCTION SHALL BE AS 10.

DOCUMENTS AND EXISTING CONSTRUCTION BEFORE PROCEEDING WITH WORK.

UTILITIES. CONTRACTOR SHALL NOTIFY ENGINEER IF THERE IS A CONFLICT BETWEEN THE CONTRACT

EXISTING CONDITIONS INCLUDING LOCATION AND DIMENSIONS OF ALL EXISTING CONSTRUCTION AND THE ENGINEER OF ANY DISCREPANCIES. CONTRACTOR SHALL BE RESPONSIBLE FOR FIELD VERIFYING ALL CONTRACTOR SHALL VERIFY ALL DIMENSIONS BEFORE STARTING WORK AND SHALL IMMEDIATELY NOTIFY 9.

THEY WERE WRITTEN IN THEIR ENTIRETY ON EACH SHEET.

FOLLOWING NOTES ARE GENERAL AND APPLY TO ALL SHEETS OF THESE CONTRACT DOCUMENTS AS IF 8.

LOCATION OF THE WORK.

COMPANY’S LETTER INFORMING CALOSHA OF THE TIME THE TRENCHING IS COMMENCING AND THE INSPECTOR A COPY OF THE COMPANY’S ANNUAL CALOSHA TRENCHING PERMIT AND A COPY OF THE PRIOR TO EXCAVATION OF TRENCHES 5 FEET OR DEEPER, THE CONTRACTOR SHALL SUBMIT TO THE 7.

LOCATION OF THE MEETING AT LEAST TWO-WEEKS PRIOR TO THE MEETING.

WORK. THE CITY’S REPRESENTATIVE SHALL BE NOTIFIED BY THE CONTRACTOR AS TO THE DATE AND THE CONTRACTOR SHALL CONDUCT A PRE-CONSTRUCTION MEETING ONE-WEEK PRIOR TO STARTING 6.

OTHER SURVEY MARKERS ON THE JOB SITE.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE PROTECTION OF ALL EXISTING MONUMENTS AND 5.

THE SAME.

UTILITIES PRIOR TO CONSTRUCTION OF THE NEW IMPROVEMENTS CONNECTING TO OR IN THE VICINITY OF THE CONTRACTOR SHALL EXPOSE AND VERIFY LOCATIONS AND ELEVATIONS OF EXISTING UNDERGROUND 4.

RESPONSIBLE FOR ANY DAMAGE RESULTING FROM EXCAVATION.

U.S.A. ANY AREAS NOT MARKED WILL NOT BE SUBJECT TO U.S.A., AND THE CONTRACTOR SHALL BE THE CONTRACTOR SHALL MARK IN WHITE PAINT ALL AREAS TO BE EXCAVATED PRIOR TO CONTACTING 3.

EXCAVATION WORK BY CALLING 1-800-227-2600.

THE CONTRACTORS SHALL NOTIFY THE U.S.A. CENTER 48 HOURS IN ADVANCE OF PERFORMING ANY THE CITY OF ROSEVILLE IS A MEMBER OF THE UNDERGROUND SERVICE ALERT (U.S.A.) ONE-CALL SYSTEM. 2.

AMENDMENTS OF THE CITY OF ROSEVILLE DESIGN AND CONSTRUCTION STANDARDS.

ALL CONSTRUCTION AND MATERIALS SHALL CONFORM TO THESE PLANS AND THE LATEST EDITION AND 1.

Digitally signed by Felicia L. James
Contact Info: Carollo Engineers, Inc.

Date: 2023.06.19 13:39:41-07'00'

DATEREV BY DESCRIPTION
DATE

CHECKED
DRAWN

DESIGNED
201105
JOB NO.

DRAWING NO.

SHEET NO.

SCALES ACCORDINGLY

VERIFY SCALES

THIS SHEET, ADJUST

IF NOT ONE INCH ON

BAR IS ONE INCH ON

ORIGINAL DRAWING
0 1"
OF

CITY OF ROSEVILLE
1 2 3 4 5 6 7 8 9 10 11 12 13
A
B
C
D
E
F
1 2 3 4 5 6 7 8 9 10 11 12 13
A
B
C
D
E
F
G G
®
13 EAST APPLIED PIPELINE PROJECT

BARTON ROAD WATER TREATMENT PLANT
JUNE 2023
No. 85908
Plot Date: 06-JUN-2023 11:46:10 AMUser: svcPW M odel : Lay out1 ColorTable: gshade.ctb DesignScript : Carol lo_Std_Pen_v 0905.pen PlotSc ale: 1:1LAST SAVED BY:

PROJECT NO. FILE NAME:

K
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N
Y
I
Q
A
B
C
J
H
P
S
V
U
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M
D
F
T
L
E
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G
GV
GSP
H1E
H
GRV
GPM
GPD
GRTG
GR
H2E
HP
HORIZ
HPU
HPA
HGT
HDW
HB
HEF
HDWL
GND
FX
FW
G
FXC
FV
FT or '
FSTN
FUP
FTG
GA
GL
GEN
GM
GLV
GEL
GALV
GAL
GB
GAV
LAV
LAB
LDF
LB(S)
L
JST
ISR
KGV
JT
LDFR
LP
LLV
LPG
LPA
LLH
LG
LF
LL
LHRA
IP
HWR
HWL
HxW
HWS
HW
HSF
HR
HV
HTX
HYD
INSTR
INJ
INV
INSUL
INF
ID
IA
INCL
IN or "
EJ
EIFS
EMBED
EJR
EG
ED
ECU
EFF
EF
EMH
ESEW
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EUH
ET
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EPS
EP
EQ
EPV

ECC RED
DR
DPV
DRV
DRT
DO
DMS
DMP
do
DN
DS
E
DWL(S)
EC
EA
DWD
DUC
DSW
DW
DUH
FLD
FLA
FLEX
FLE
FL
FILT
FH
FIN FL
FIN
FLG
FRPP
FPP
FS
FRS
FPM
FM
FLR
FO
FND
FG
EXPO
EXP
FAD
EXT
EWH
EW
EVR
EWEF
EWC
FB
FDL
FD
FEFF
FDR
FCU
FC
FBW
FCO
FCA
REG
REF
REJ
REINF
RED
RDL
RD
RECIRC
RDOF
REQD
RHRB
RH
RM
RLS
RG
RES
RER
RF
REV
RCP
PSI
PSG
PT
PSIG
PSF
PRR
PROJ
PS
PRV
PV
QTY
PLW
RAS
R/W
PVT
PVDF
PVC
PVMT
PVI
SEC
SE
SED
SECT
SDO
SCR
SCR
SDL
SD
SEP
SHT
SHR
SK
SIM
SHDR
SFW
SF
SHD
SG
SCO
RT
RR
RUD
RTF
RPMP
ROT
RO
RPM
RP
RW
SCB
SC
SCFM
SCD
SA
RWW
RWR
S
S/W
MOD
MO
MON
MOIST
ML
MIX
MISC
MK
MJ
MOS
NG
NEV
NO., #
NIC
NA
MS
MPM
N
MTD
MIN
MAN
MAINT
MAU
MATL
M
LS
LR
LWL
LT
MAX
MG/L
MFR
MH
MGD
MET
MC
MB
MECH
MD
PLAS
PIV
PMP
PLWD
PI
PERP
PE
PH
PG
PNL(S)
PRC
PPMV
PRI
PRG
PP
POLY
POL
POW
POS
PDP
OD
OC
OPP
OPNG
OBD
NPT
NOM
O
NTS

OPP HND
PCP
PCCP

PD, PLD
PD
PCC
P
OZ
PC
PBL
DLV
TOP OF

INSIDE FACE

WTP WATER TREATMENT PLANT
OFL

WEATHERPROOF, WATERPROOF
NUMBER (REBAR Ø)

OUTSIDE FACE
RSR

WORKING POINT

SANITARY WASTE
TRD
RISER
RAD
TREAD

TOP OF STEEL
WPT

TAS THREADED ANCHOR STUD
#
ELL

EXHAUST FAN, EACH FACE

DEFLECTION ANGLE, CENTRAL ANGLE
EL
FRP

INTERIOR

FIBERGLASS REINFORCED PLASTIC
INT

CLEANOUT
O.F.

CTJ
I.F.

T.O.

CONTROL JOINT

HOOK ONE END

HOOK TWO ENDS

HEAT PUMP, HORSEPOWER, HIGH PRESSURE

GALVANIZE(D)

ADDL ADDITIONAL
CIRC

ADJACENT, ADJUST, ADJUSTABLE

ABOVE FINISHED FLOOR

CONSTRUCTION JOINT
COL(S)
AL

APPROXIMATE, APPROXIMATELY

POLYMER SOLUTION

UHMW ULTRA HIGH MOLECULAR WEIGHT

UHMWPE ULTRA HIGH MOLECULAR WEIGHT POLYETHYLENE
WRS

HIGH DENSITY POLYETHYLENE
PLS

BELT FILTER PRESS
HDPE

COLUMN(S)

LEFT HAND

LOW PRESSURE

HOLLOW STRUCTURAL SECTION (STEEL)
LH
LPT

NEAR SIDE

NOT IN CONTRACT

LOW POINT
NS

HIGH POINT
ELBOW

ELEVATION

DEMO DEMOLISH, DEMOLITION
EQUIP

FIBERGLASS REINFORCED PLASTIC PIPE
HPT
EX

FINISHED GRADE

CHLORIDE

TIME DELAY RELAY, TOWEL DISPENSER/RECEPTACLE

RIGHT HAND REVERSE ACTIVE

RIGHT HAND REVERSE

TOP OF GRATING

VEC VINYL ESTER COATING

THICKENER SUPERNATANT OR SUBNATANT

TRIAD (THREE CONDUCTOR SHIELDED CABLE), TIMING RELAY
RHRA

REGULATION VALVE, PRESSURE RELIEF VALVE
PREFAB

MASONRYMASY

PREFABRICATED

STORE FRONT GLAZING SYSTEM
RHR
DRAIN

SGS WATER SURFACE

STATIC PRESSURE, SET POINT

SLUDGE TRANSFER

POINT, POINT OF TANGENCY

REVISION, REVERSE

TOP OF CURB

SERVICE VALVE, SHUTOFF VALVE, SOLENOID VALVE

WATER METER
VALVE

WEST, WIDTH

PROGRESSIVE CAVITY PUMP

ASPHALTIC CONCRETE

CATCH BASIN

WSTP WATERSTOP

CONTROL POINT

BFG BELOW FINISHED GRADE
CARPET

END OF CURVE WTF
WWTF

TUR TURBINE

WATER TREATMENT FACILITY

BTWN BETWEEN

WASTEWATER TREATMENT FACILITY
FIN GR

TANGENT LENGTH, THERMOSTAT, TIMER

OPEN EQUIPMENT DRAIN
NPW
OED

NON-POTABLE WATER

RTU ROOF TOP UNIT
SCH

RADIUS, RADIAL

CIRCUMFERENTIAL/CIRCUMFERENCE

GENERAL, GENERATOR
GYPSUM

FXE FIRE EXTINGUISHER - ELECTRICAL
GYP

LHR LEFT HAND REVERSE

LEFT HAND REVERSE BEVELLHRB

FACTORY

CURRENT TRANSFORMER, CERAMIC TILE
CIRCLE
CLK

CORRUGATE(D), CORROSION
BCKR
EXIST
FACT

BACKER BOARD

EXISTING
CKF
CKB
CKS
CKA
CI

CHKD PL
CJ
CIP
CLD
CMLC
CML
CMU
CMP
CLV
CLP
CLL
CLS
CLR
CHF
C
BV

CAUSTIC
CA
BTU
BPV
BOTTS
BSP
BRG
CB
CFM
CF
CHEMD
CFS
CEF
CD
CC
CDT
CDL
DDR
DFL
DET
DBL
CY
CWV
D/W
D
DG
DISCH
DIP
DL
DIW
DIM
DIAG
DIG
DIF
CW
CORR
CONT
CPT
CP
CONST
CO
CNV
CONN
CONC
CPVC
CU
CTSK
CV
CUP
CTR
CSP
CS
CTL
CT

MASONRY CONTROL JOINT

CLOSE, CONDUIT CHANNEL (STRUCTURAL)

HEADED ANCHOR STUD
MCJ
CCB

COUPLING
CLSM

CHLORINE CONTACT BASIN
CPLG
HAS
ACI
ACB
ACU
ACP
AC
AB
@
ABS
ABC

CONTROLLED LOW STRENGTH MATERIAL
HSS

INSIDE DIAMETER, INSIDE DIMENSION, IDENTIFICATION
GC

GRAVITY BELT THICKENER
NC

SPECIFICATION(S)
TOG

NORMALLY CLOSED

SPEC(S)

GROOVED COUPLING
DWG(S)

DOWEL(S)

CONNECT, CONNECTION

DRAWING(S)
ELEC

FIRE DEPARTMENT CONNECTION
GBT

ELECTRICAL
FDC
BD
BCM
BDR
BDD
BC
AVG
AV
AW
AVV
BF
BLR
BLKHD
BOTT
BM
BLK
BFV
BFP
BLDG
BKW
ASTM
AFC
AER
AFM
AFF
AED
ADJ
AD
ADR
ADMIN
AHU
ARCH
APPROX
ASSY
ARV
ANV
AIL
AIC
ANCH
ALT
SL

POLYMER BLENDER
POLE

PLANT CONTROL CENTER

POINT OF CURVATURE
OUNCE

OPENING

OVERFLOW

OPPOSITE HAND

OPPOSITE

PRESTRESSED CONCRETE CYLINDER PIPE

PHASE, PHYSICALLY HANDICAPPED

PRESSURE GAUGE

POST INDICATOR VALVE

POINT OF INTERSECTION

PERPENDICULAR

PULSATION DAMPENER

POSITIVE DISPLACEMENT, PLANT DRAIN

PLAIN END

POSITIVE DISPLACEMENT PUMP

OUTSIDE DIAMETER, OUTSIDE DIMENSION

MOP SINK

METERING PUMP

NORTH, NEUTRAL

MOUNTED

MOISTURE SEPARATOR

MODIFIED

MASONRY OPENING

MONUMENT

MOISTURE

NOT APPLICABLE
OPEN

NOT TO SCALE

ON CENTER

OPPOSED BLADE DAMPER

NATIONAL PIPE THREAD

NATURAL GRADE, NATURAL OR LP GAS

VALVE, NEEDLE

NOMINAL
NUMBER

PAVEMENT

POINT OF VERTICAL INTERSECTION

PLANT WATER

POINT OF VERTICAL TANGENCY

POUNDS PER SQUARE INCH GAUGE

POUNDS PER SQUARE INCH

POINT OF VERTICAL CURVATURE, POLYVINYL

PLUG VALVE

QUANTITY

RECIRCULATING

ROOF DRAIN OVERFLOW

REFERENCE

REDUCER, ROOF EQUIPMENT DRAIN

ROOF DRAIN LINE

RETURN ACTIVATED SLUDGE

RIGHT OF WAY

ROOF DRAIN

REINFORCED CONCRETE PIPE

PRESSURE GAUGE

POLYETHYLENE

POLYMER

POTABLE WATER

POSITION

PANEL(S)

PLASTIC

PLATE, PROPERTY LINE
PUMP

PLYWOOD

POWER POLE

PRESSURE REDUCING VALVE, PRESSURE

PRESSURE OR VACUUM RELIEF VALVE

POUNDS PER SQUARE FOOT

PUMP STATION, PIPE SUPPORT

PROJECTION

POINT OF REVERSE CURVATURE

PARTS PER MILLION (VOLUME)

PRIMARY

PRESSURE REGULATOR

INSTRUMENT AIR

HYDRANT

INCLUDE, INCLUDING
INCHES

HEIGHT BY WIDTH

HIGH WATER LEVEL

HOT WATER

HOT WATER SUPPLY

HOT WATER RETURN

INFLUENT
JOIST

INTRINSICALLY SAFE RELAY

KNIFE GATE VALVE
JOINT

IRON PIPE

INSTRUMENTATION

INJECTOR
INVERT

INSULAT(E)(ED)(ING)(ION)

HOSE VALVE

GATE VALVE

GALVANIZED STEEL PIPE

HOSE BIBB

EXPLOSION-PROOF, HIGH, HORIZONTAL

GRAVITY VENTILATOR

GALLONS PER MINUTE

GALLONS PER DAY

GRATING
GRADE

HARDWARE

HANDRAIL, HOSE REEL, HOUR

HEAT PUMP UNIT AIR

HEAT EXCHANGER

HOOD SUPPLY FAN

HIGH PRESSURE AIR

HOOD EXHAUST FAN

HEADWALL

HORIZONTAL
HEIGHT

MOTORIZED DAMPER

MECHANICAL COUPLING
METAL

MECHANICAL

MACHINE BOLT

MATERIAL
MANUAL

MAXIMUM

MAKE-UP AIR UNIT

MANUFACTURER

MECHANICAL JOINT
MIXER

MIXED LIQUOR
MARK

MISCELLANEOUS

MILLION GALLONS PER DAY

MILLIGRAMS PER LITER

MINIMUM

MANHOLE

MAINTENANCE

LINEAL FEET

LIQUID DIESEL FUEL RETURN

LEFT HAND REVERSE ACTIVE
LONG

LIQUID DIESEL FUEL

LABORATORY

ANGLE (STRUCTURAL), LENGTH, LOUVER

POUND(S)

LAVATORY

LIVE LOAD
LEFT

LAB SINK
MOTOR

LOW WATER LEVEL

LONG RADIUS

LONG LEG VERTICAL

LONG LEG HORIZONTAL

LIQUIFIED PROPANE GAS

LOW PRESSURE AIR

TURBIDIMETER SAMPLE

THICKENED SLUDGE DECANT

TELEPHONE TERMINAL BOARD

THERMOSTAT

TOP OF WALL
TANK

TEMPERATURE

TOP OF MASONRY

TOP OF CONCRETE

TURNING VANES
VARIES

UTILITY SINK

VITRIFIED CLAY PIPE

VALVE BOX

UNLESS NOTED OTHERWISE

TYPICAL

THREE-WAY VALVE

UNDERGROUND

UNDERCUT

TELEPHONE MANHOLE

PIPE SUPPORT, SUPPORT

SLUICE GATE

SYMMETRICAL

SEAL WATER

STRUCTURAL
STEAM
STEEL

STRAINER

STEEL PIPE

SYNTHETIC

THICKENER, THICKNESS, THICK

TEST HOLE

TELESCOPING VALVE

THICKENED SLUDGE

TELEPHONE

TEMPORARY BENCHMARK

TOP AND BOTTOM

TOTAL DYNAMIC HEAD

TEMPERATURE CONTROL VALVE

YARD HYDRANT

YARD CLEANOUT

SECONDARY SLUDGESSL
WYE

WASTEWATER

WATER CONTROL VALVE

WASTEWATER TREATMENT PLANT

WELDED WIRE FABRIC
PLCS

EMERGENCY HAND SWITCH

DEEP (OR DEPTH)DP
ESS
SW
PLACES

BREAK GLASS HAND SWITCHBG
WATER
WITH

VENT THROUGH ROOF

WASTE ACTIVATED SLUDGE

WITHOUT

VACUUM REGULATING VALVE

VOLUMETRIC FEEDER

VERTICAL
VOLUME

VACUUM GAUGE, VALLEY GUTTER

WALL CLEANOUT

WEIR GATE

WASTE OIL DRAIN

WALK THROUGH, WEIGHT

WATER SOFTENER

WALL LOUVER, WATER LEVEL

WALL FITTING, WASH FOUNTAIN

WALL EXHAUST FAN

WEIGHT INDICATOR

WATER HEATER
SAMPLE

SCRUBBER

SECONDARY CLARIFIER

SIDEWALK

RECLAIMED WATER, REUSE WATER

RUPTURE DISK

RAW WASTEWATER

RECLAIMED WATER RETURN

SMOKE CONTROL DAMPER

SUMP DISCHARGE DRAIN LINE

SMOKE DETECTOR, SPLITTER DAMPER, STORM

SECONDARY EFFLUENT

SLUDGE DRAWOFF

SILICON CONTROL RECTIFIER

SCHEDULE

STANDARD CUBIC FEET PER MINUTE

BAR SCREEN

SURFACE CLEANOUT

ROTARY FEEDER

RETURN FAN

RESERVOIR

RIGHT HAND

RETURN GRILLE RUBBER GASKET

REACTOR

REINFORCE(D)(ING)(MENT)

REGULATOR, REGULATING

REQUIRED

RUBBER EXPANSION JOINT

RIGHT HAND REVERSE BEVEL

REINFORCED PLASTIC MORTAR PIPE

REVOLUTIONS PER MINUTE
RIGHT

RETURN REGISTER

RADIUS POINT
ROOM

REGISTERED LAND SURVEYOR

ROTAMETER

ROUGH OPENING
SQUARE

SAMPLE WATER

SQUARE INCH(ES)

SQUARE FEET

SAMPLE SINK

SINGLE POLE DOUBLE THROW

SUMP PUMP DRAIN
SPARE

SPLITTER BOX

SHORT RADIUS, SUPPLY REGISTER

STANDARDS(S)

STABILIZER

STIRRUPS

STIFFENER

STATION

SANITARY SEWER, SELECTOR SWITCH

SCRUBBER RECIRCULATION LIQUID (CAUSTIC)

STAINLESS STEEL

SERVICE SINK

SOLUTION

SUPPLY GRILLE

SOFTENED WATER

SOLIDS HANDLING-RECYCLE

SHOWER DRAIN

SUPPLY FAN

SECTION

SECONDARY, SECOND

SEPTAGE

SEDIMENTATION
SHOWER

SLEEVE VALVE

SLIDE GATE

SUPERNATANT OR SUBNATANT

SAMPLER, SUMP PUMP

SLUDGE COLLECTOR DRIVE

SIMILAR
SHEET

SLOPE, SLUDGE

SKIMMINGS
GROUND

AT (MEASUREMENT)
YH

AGGREGATE BASE COURSE

ANCHOR BOLT
YCO
WWF
WW
Y
WWTP

ACRYLONITRILE BUTADIENE STYRENE

ACCESS DOOR

ADMINISTRATION

AERAT(ION)(OR)

AREA EQUIPMENT DRAIN

AREA DRAIN

AMERICAN CONCRETE INSTITUTE

AIR CIRCUIT BREAKER

AIR CONDITIONING UNIT

ASBESTOS CEMENT PIPE
WV
WCO
WAS
WF
WEF
W/O
VTR
VRV
W/
W
WH
WS
WRG
WTR
WT
WP
WL
WI
WOD
WM
BLOCK

BUILDING

PROCESS BLOWER

BULKHEAD

BACKWASH

BASIN DRAIN LINE

BACKDRAFT DAMPER

BUTTERFLY VALVE

BLIND FLANGE

BEAM, BENCH MARK

BALL VALVE

BRITISH THERMAL UNITS

CAUSTIC SOLUTION (CONCENTRATED OR DILUTE)

CONCRETE ANCHOR

BLACK STEEL PIPE

BOTTOM SLUDGE
BOTTOM

BEARING

BACK PRESSURE VALVE
BOARD

ALUMINUM

ALTERNATE

ANGLE VALVE
ANCHOR

AIR INTAKE LOUVER

AIR FLOW MONITOR

AFTERCOOLER

AIR COMPRESSOR

AIR HANDLING UNIT

ARCHITECTURAL

ACID WASTE

AIR AND VACUUM VALVE

BATCHMETER

BEGIN CURVE, BRASS CAP, BACK OF CURB, BOLT

AVERAGE

ASSEMBLY

AIR RELEASE VALVE

ACID VENT

AMERICAN SOCIETY FOR TESTING AND MATERIALS
STIR
STIFF
STM
STL
STD(S)
ST
STB
STA
STP
SYM
SWR
T
SYN
SV
STRUCT
STR
SUPT
SUG
SSK
SP
SOL
SPDT
SPD
SN
SLG
SLC
SMP
SLV
SPL
SR

SQ IN(S)
SS
SRL
SQ FT
SPS
SPR
SQ
SPW
TYP
TWV
UG
UC
TV
TSPL
TSD
TTB
TSTAT
UNO
VFR
VERT
VOL
VG
VCP
V
US
VB
VAR
TS
TEL
TDR
THK
TH
TDH
TBM
T&B
TCV
TC
TKS
TOS
TOM
TR
TOC
TMH
TLV
TNK
TMP

ELECTRIC WATER HEATER, EXHAUST

EACH WAY EACH FACE

EXPANSION, EXPANSION TANK

EXISTING

ELECTRIC WATER COOLER

ELECTRIC UNIT HEATER

ELECTRICALLY HEAT TRACED

EACH WAY

EVAPORATOR

EXPOSED

FLOOR CLEANOUT

FLANGE COUPLING ADAPTER

FIRE DAMPER, FLOOR DRAIN, FOUND

FAN COIL UNIT

FACE OF CURB, FLEXIBLE COUPLING

FOUL AIR DUCT

EXTERIOR

FILTER BACKWASH

FLAT BAR

EMERGENCY SHOWER AND EYE WASH

EXHAUST GRILLE

EFFLUENT

EXPANSION JOINT

EXTERIOR INSULATION AND FINISH SYSTEM

EQUIPMENT DRAIN
EACH
EAST

EVAPORATOR COOLING UNIT

ECCENTRIC REDUCER

INJECTOR/EDUCTOR

EQUIPMENT
EQUAL

EACH SIDE

EXHAUST REGISTER

ECCENTRIC PLUG VALVE

ELECTRICAL MANHOLE

EMBEDMENT

EXPANDED POLYSTYRENE

EDGE OF PAVEMENT

FLAP VALVE

FUEL DISPENSER

FIRE EXTINGUISHER

FOOTING

FAR SIDE

FROTH SPRAY

FOOT, FEET

FASTEN(ED)

FIRE EXTINGUISHER CABINET
GLASS

GRAVITY EXHAUST LOUVER

GAS METER

GLOBE VALVE

GRADE BREAK
GAUGE or GAGE

GAS, GROUND, GUTTER

GRAVITY VENTILATOR

GALLONS

FLEXIBLE PLASTIC PIPE
FINISH

FILTRATE

FINISHED FLOOR

FIRE HYDRANT
FEEDER

FLOOR DRAIN LINE

FLAP GATE

FINAL EFFLUENT

FOUL AIR

FOUNDATION

FORCE MAIN

FEET PER MINUTE

FUEL OIL
FILTER

FILTER EFFLUENT

FILTER DRAIN

FLANGE, OR FLANGED

FLEXIBLE

CEMENT MORTAR LINED AND COATED

CEMENT MORTAR LINED

CONCRETE MASONRY UNIT

CORRUGATED METAL PIPE

CHLORINE GAS (VACUUM)

CHLORINE GAS (PRESSURE)

CHLORINE LIQUID

CHLORINE SOLUTION
CLEAR

CONVEYOR

CONTROL

CHEMICAL SUMP PUMP, CORRUGATED STEEL PIPE

COUNTERSUNK

CENTER, CENTERED

CARBON STEEL, CIRCULATING SLUDGE

CONSTRUCTION

CONCRETE

CHLORINATED POLYVINYL CHLORIDE

CONTINUOUS OR CONTINUATION OR (D) (OUS)

CHLORINE LEAK DETECTOR

CUBIC FEET PER MINUTE

CUBIC FEET

CHEMICAL DRAIN

CUBIC FEET PER SECOND

CEILING EXHAUST FAN

CEILING DIFFUSER, CONDENSATE DRAIN

CENTER OF CURVATURE, CENTER TO CENTER

CONDUIT

CHEMICAL DRAIN LINE

CHEMICAL FEEDER

CHECK VALVE, SWING

CHECK VALVE, FLAP

CHAIN LINK

CENTER LINE

CHECK VALVE, BALL

CAST IRON

CHECKERED PLATE

CHECK VALVE, ANGLE

CAST IRON PIPE
DOWN

DIAPHRAGM SEAL

DOOR OPENING
DITTO
DAMPER

DEIONIZED WATER

DISCHARGE

DOOR LOUVER

DEAD LOAD, DRAIN LINE

DIAPHRAGM VALVE

DUCT HEATER UNIT

DUST COLLECTOR

DEWATERING DRAIN

DISTILLED WATER

DISTILLED WATER, DOOR SWITCH

DRIP TRAP

DOOR, DRAIN

DIGESTED SLUDGE, DOWN SPOUT

DRAIN VALVE

DUCTILE IRON PIPE

DEPTH, DIGITAL OR DISCRETE, DRAIN

CUBIC YARD
DOUBLE

DRIVEWAY

COMBINATION WASTE AND VENT

COPPER PIPE
CUBIC

COLD WATER

CHECK VALVE

DESICCANT DRYER

DIFFUSER

DIAGONAL

DIMENSION

DIGESTER

DIAMETER
DETAIL
DEGREE

DOOR GRILLE

DECANT/FILTRATE

SOUTH, SWITCH, SLOPE
CL
PL

FLOOR, FLOW LINE
T.O.W.

SST
FOB
FOT

FLAT ON BOTTOM

FLAT ON TOP

BWCCP BAR-WRAPPED CONCRETE CYLINDER PIPE

RCCP REINFORCED CONCRETE CYLINDER PIPE

FLUSHING WATER, FINISHED WATER
CE
CE
4 GENERAL

00G04

POLYVINYLIDENE FLUORIDE
20110500G04.dgn201105-100000
tum adhay
EQ

ABBREVIATIONS
Digitally signed by Felicia L. James
Contact Info: Carollo Engineers, Inc.

Date: 2023.06.19 13:39:25-07'00'

DATEREV BY DESCRIPTION
DATE

CHECKED
DRAWN

DESIGNED
201105
JOB NO.

DRAWING NO.

SHEET NO.

SCALES ACCORDINGLY

VERIFY SCALES

THIS SHEET, ADJUST

IF NOT ONE INCH ON

BAR IS ONE INCH ON

ORIGINAL DRAWING
0 1"
OF

CITY OF ROSEVILLE
1 2 3 4 5 6 7 8 9 10 11 12 13
A
B
C
D
E
F
1 2 3 4 5 6 7 8 9 10 11 12 13
A
B
C
D
E
F
G G
®
13 EAST APPLIED PIPELINE PROJECT

BARTON ROAD WATER TREATMENT PLANT
JUNE 2023

No. 04906
Plot Date: 06-JUL-2023 4:37:30 PMUser: HGarcia M odel : Lay out1 ColorTable: gshade.ctb DesignScript : Carol lo_Std_Pen_v 0905.pen PlotSc ale: 1:1 PROJECT NO.

LAST SAVED BY:

FILE NAME:
02D01

IKC
TU
5 DEMOLITION

DEMOLITION PHOTOS

201105-100000
#
GENERAL NOTES:

KEY NOTES:
1 02S01
20110502D01A
2 02S01
20110502D01B
3 20110502D01C

FLOCCULATION BASIN

SEDIMENTATION AND

EXISTING
72-INCH PIPE

EXISTING

EXISTING V DITCH
72-INCH PIPE

EXISTING

FLOCCULATION BASIN

SEDIMENTATION AND

EXISTING

AND FLOCCULATION BASIN

EXISTING SEDIMENTATION
72-INCH PIPE

EXISTING
1 DEWATERING BUILDING
EXISTING MECHANICAL DIMENSIONS PRIOR TO STARTING ANY DEMOLITION OR NEW WORK.

CONTRACTOR TO FIELD VERIFY EXISTING CONDITIONS AND ALL 1. 2 2
2 3
3 tum adhay
1 72-INCH PIPE

EXISTING

FLOCCULATION BASIN

SEDIMENTATION AND

EXISTING FLOCCULATION BASIN

SEDIMENTATION AND

EXISTING
72-INCH PIPE

EXISTING
4 2
2 02S01
02GC03
4 20110502D01D
02GC03
5 20110502D01E
02GC03
EQ
20110502D01.dgn
4 4
ANCHOR LUGS TO REMAIN.

USE HAND-HELD CHIPPING EQUIPMENT TO AVOID DAMAGE TO
EXPOSE THE TIE RODS, FLEXIBLE COUPLING AND ANCHOR LUGS.

REMAINING EXISTING CONCRETE COLLAR TO COMPLETELY
THIS PIECE OF CONCRETE COLLAR TO REMAIN IN PLACE. REMOVE FOR THE PERIMETER OF THE PIPE, 18-INCHES FROM THE WALL.

CONTRACTOR TO SAWCUT CONCRETE COLLAR 1/2-INCH DEEP 4.

CANOPY METAL DECK. SEE KEY NOTE 1 ON DRAWING 2S02.

POTENTIAL CONFLICT BETWEEN EXISTING PIPE AND NEW 3.

ADDITIONAL DETAILS.

ELEVATION 388.0+/-. SEE STRUCTURAL DRAWINGS FOR
AT ELEVATION 384.5+/- AND THE EXISTING FINISHED GRADE IS AT

THE TOP OF THE CONCRETE FOR THE PIPE SUPPORT FOOTING IS THE EXISTING PIPE SUPPORT FOOTING. PER RECORD DRAWINGS,

THE NEW PIPE SUPPORTS, CANOPY SUPPORTS, AND TO EXPOSE
EXCAVATE AROUND THE EXISTING PIPE AS REQUIRED TO INSTALL 2.

ANCHOR LUGS TO REMAIN.

USE HAND-HELD CHIPPING EQUIPMENT TO AVOID DAMAGE TO
EXISTING CONCRETE COLLAR TO BE REMOVED BY CONTRACTOR. 1.

Digitally signed by Edgardo Quiroz
Contact Info: Carollo Engineers, Inc.

Date: 2023.07.06 16:49:08-07'00'

DATEREV BY DESCRIPTION
DATE

CHECKED
DRAWN

DESIGNED
201105
JOB NO.

DRAWING NO.

SHEET NO.

SCALES ACCORDINGLY

VERIFY SCALES

THIS SHEET, ADJUST

IF NOT ONE INCH ON

BAR IS ONE INCH ON

ORIGINAL DRAWING
0 1"
OF

CITY OF ROSEVILLE
1 2 3 4 5 6 7 8 9 10 11 12 13
A
B
C
D
E
F
1 2 3 4 5 6 7 8 9 10 11 12 13
A
B
C
D
E
F
G G
®
13 EAST APPLIED PIPELINE PROJECT

BARTON ROAD WATER TREATMENT PLANT
JUNE 2023
No. 85908
Plot Date: 06-JUN-2023 11:48:11 AMUser: svcPW M odel : Lay out1 ColorTable: gshade.ctb DesignScript : Carol lo_Std_Pen_v 0905.pen PlotSc ale: 1:1 PROJECT NO.

LAST SAVED BY:

FILE NAME:

CIVIL

tum adhay
6 201105-100000 20110500GC01.dgn
#
GENERAL NOTES:

KEY NOTES:

A NO SCALE
FJ
TU

OVERALL EXISTING SITE PLAN
20110500GC01A
00GC01
1 AVAILABLE WITHIN THE DELINEATED BOUNDARY.

WITHIN THE STAGING AREA MAY REDUCE USABLE SPACE
SEDIMENTATION AND FLOCCULATION BASINS. EXISTING SLOPES
MAINTAIN 5 FEET BETWEEN THE STAGING AREA AND THE EXISTING APPROXIMATE LOCATION OF CONTRACTOR'S STAGING AREA. 1.

DIMENSIONS PRIOR TO STARTING ANY DEMOLITION OR NEW WORK.

CONTRACTOR TO FIELD VERIFY EXISTING CONDITIONS AND ALL 1.

SEDIMENTATION AND FLOCCULATION BASINS

MECHANICAL DEWATERING BUILDING
72-INCH EAST APPLIED PIPELINE
EQ
Digitally signed by Felicia L. James
Contact Info: Carollo Engineers, Inc.

Date: 2023.06.19 13:35:38-07'00'

DATEREV BY DESCRIPTION
DATE

CHECKED
DRAWN

DESIGNED
201105
JOB NO.

DRAWING NO.

SHEET NO.

SCALES ACCORDINGLY

VERIFY SCALES

THIS SHEET, ADJUST

IF NOT ONE INCH ON

BAR IS ONE INCH ON

ORIGINAL DRAWING
0 1"
OF

CITY OF ROSEVILLE
1 2 3 4 5 6 7 8 9 10 11 12 13
A
B
C
D
E
F
1 2 3 4 5 6 7 8 9 10 11 12 13
A
B
C
D
E
F
G G
®
13 EAST APPLIED PIPELINE PROJECT

BARTON ROAD WATER TREATMENT PLANT
JUNE 2023
No. 85908
Plot Date: 06-JUN-2023 11:48:21 AMUser: svcPW M odel : Lay out1 ColorTable: gshade.ctb DesignScript : Carol lo_Std_Pen_v 0905.pen PlotSc ale: 1:1 PROJECT NO.

LAST SAVED BY:

FILE NAME:

CIVIL

tum adhay
7 GRADING PLAN

201105-100000 20110500GC02.dgn

B NO SCALE
201105GC02A
00GC02
FJ
TU
(E)
(E)
(E)
(E)
1 #
GENERAL NOTES:

KEY NOTES:

ADDITIONAL DETAILS.

ELEVATION 388.0+/-. SEE STRUCTURAL DRAWINGS FOR
AT ELEVATION 384.5+/- AND THE EXISTING FINISHED GRADE IS AT

THE TOP OF THE CONCRETE FOR THE PIPE SUPPORT FOOTING IS THE EXISTING PIPE SUPPORT FOOTING. PER RECORD DRAWINGS,

THE NEW PIPE SUPPORTS, CANOPY SUPPORTS, AND TO EXPOSE
EXCAVATE AROUND THE EXISTING PIPE AS REQUIRED TO INSTALL 1.

PRIOR TO STARTING ANY DEMOLITION OR NEW WORK.

BEEN NOTED. CONTRACTOR SHALL FIELD VERIFY SITE CONDITIONS

VERIFICATION WAS PERFORMED AND MAJOR DEVIATIONS HAVE
DRAWING OR SITE PHOTOS OF EXISTING ELEMENTS. A FIELD
PLANS HEREIN HAVE BEEN PRODUCED BY SCANNING RECORD 1.

EXISTING 72-INCH PIPE
EQ
Digitally signed by Felicia L. James
Contact Info: Carollo Engineers, Inc.

Date: 2023.06.19 13:36:11-07'00'
"A"

6'-4 1/2"8'-7 1/2"

EXIST CONCRETE DITCH
6'-4 1/2"

DATEREV BY DESCRIPTION
DATE

CHECKED
DRAWN

DESIGNED
201105
JOB NO.

DRAWING NO.

SHEET NO.

SCALES ACCORDINGLY

VERIFY SCALES

THIS SHEET, ADJUST

IF NOT ONE INCH ON

BAR IS ONE INCH ON

ORIGINAL DRAWING
0 1"
OF

CITY OF ROSEVILLE
1 2 3 4 5 6 7 8 9 10 11 12 13
A
B
C
D
E
F
1 2 3 4 5 6 7 8 9 10 11 12 13
A
B
C
D
E
F
G G
®
13 EAST APPLIED PIPELINE PROJECT

BARTON ROAD WATER TREATMENT PLANT
JUNE 2023
No. 93046

TIE RODS
PLAN

SECTION

END OF PIPE COATING

GAP AS SPECIFIED OR

INDICATED ON THE
DRAWINGS. 3/8" MINIMUM.

FLEXIBLE COUPLING

CENTERED ON JOINT

HOLE (TYP)

DRAINAGE
RESTORE 1/4"
(TYP)
WASHER

SPHERICAL

COATING

END OF PIPE
NUTS AS LOCK NUTS.

PLATES. PROVIDE DOUBLE

AGAINST ANCHOR

FINGER TIGHTEN NUTS
(TO REMAIN)

COATED STEEL PIPE

MORTAR LINED AND

EXISTING CEMENT
(TO REMAIN)

STIFFENER PLATE (TYP) EXISTING CONTINUOUS RING
2 IN ACCORDANCE WITH AWWA C210 AND AWWA C602.

SURFACES AND DAMAGED COATING WITH EPOXY OR CEMENT MORTAR TO MATCH EXISTING EXAMINE COATING AND LINING UPON DISASSEMBLY AND RECOAT ALL EXPOSED STEEL 5.

GRIND ALL CORNERS SMOOTH.4.

PIPE THRUST = 0.7854 x D x DESIGN PRESSURE, WHERE "D" IS PIPE "OD".3.

BASE PIPE THRUST ON DESIGN PRESSURE OF 10 PSI.2.

INDICATED OTHERWISE ON THE DRAWINGS.

ALL EXPOSED FLEXIBLE COUPLINGS SHALL HAVE TIE RODS UNLESS SPECIFICALLY 1.

NOTES:

1 -
DO NOT USE JOINT ANGULAR DEFLECTION TO MAKE UP FOR MISALIGNED PIPE.

PIPES SHALL BE INSTALLED STRAIGHT WITHOUT HORIZONTAL OR VERTICAL OFFSET. 1.

NOTE:

COUPLING

CL FLEXIBLE PENETRATION

EXISTING WALL

SEE DET

COUPLING

CL FLEXIBLE
(9'-0"± BY 5'-0"±)

SUPPORT

EXISTING CONCRETE
Plot Date: 06-JUL-2023 4:02:35 PMUser: HGarcia M odel : Lay out1 ColorTable: gshade.ctb DesignScript : Carol lo_Std_Pen_v 0905.pen PlotSc ale: 1:1 PROJECT NO.

LAST SAVED BY:

FILE NAME:

KWG
ART
8 201105-100000

EXIST DEWATERING BUILDING

EXISTING STAIRCASE

LANDING FOR

EXIST FLOCCULATION/SEDIMENTATION BASIN
00GC03
BB
CIVIL

YARD PIPING PLAN

20110500GC03.dgn
02D01
4 02D01
3, 5
1 tum adhay
-
1 .
20110502C9401

NO SCALE
-
2 .
20110502C9401
NO SCALEC 1/8"=1'-0"
20110502S9101
2 3
#
GENERAL NOTES:

KEY NOTES:

STEEL PIPE DATED JUNE 16, 2000.

DIMENSIONS SHOWN PER SUBMITTAL FOR 72"/54" AW/SW 3.

REPEAT TESTING UNTIL TESTS ARE SUCCESSFUL.G.

WITH THE SPECIFIED REQUIREMENTS.

AND INSTALL PIPING AND APPURTENANCES THAT COMPLY

OR REMOVE DEFECTIVE PIPING AND APPURTENANCES
WHERE TESTS ARE NOT SUCCESSFUL, CORRECT DEFECTS F.

OBSERVED.

EXAMINATION COMPLETE WHEN NO VISIBLE LEAKS ARE
EXAMINE PIPING FOR VISIBLE LEAKS. CONSIDER E.

REPLACEMENT COUPLINGS.

STARTING AND DEMOLITION OR NEW WORK OR SUBMITTING FOR

PIPE SUPPORT LOCATIONS, AND ALL DIMENSIONS PRIOR TO
CONTRACTOR TO FIELD VERIFY EXISTING CONDITIONS, EXISTING 1.

AN ADDITIONAL 24 HOURS.

PRACTICAL LEVEL AND MAINTAIN PRESSURE FOR
INCREASE PRESSURE HEAD TO MAXIMUM D.

ARE OBSERVED.

EXAMINATION COMPLETE WHEN NO VISIBLE LEAKS
EXAMINE PIPING FOR VISIBLE LEAKS. CONSIDER C.

WATER AT LEAST 24 HOURS.

KEEP PIPING FULL UNDER A SLIGHT HEAD FOR THE
ALLOWING AIR TO ESCAPE FROM HIGH POINTS.

FILL PIPING SLOWLY WITH WATER WHILE B.

TO PREVENT MOVEMENT OF PIPING.

PROVIDE TEMPORARY RESTRAINTS WHEN NEEDED A.

MEANS AND FACILITIES REQUIRED TO PERFORM TESTS.

CONNECTIONS, PUMPS, WATER, PRESSURE GAUGES, AND OTHER

INCLUDING BULKHEADS, RESTRAINTS, ANCHORS, TEMPORARY

FURNISH NECESSARY PERSONNEL, MATERIALS AND EQUIPMENT,
WITH THE CITY. CLEAN PIPE BEFORE TESTING. CONTRACTOR TO

WATER MAY BE USED AT THE DIRECTION AND IN COORDINATION
COORDINATION WITH THE CITY AND TEST AS FOLLOWS. PROCESS ISOLATE PIPE TO TEST NEWLY INSTALLED COUPLINGS IN 2.

DRAWING.

ANCHOR LUGS SHALL REMAIN. REFER TO DETAILS 1 AND 2 ON THIS WASHERS TO BE REMOVED AND REPLACED IN-KIND. EXISTING
EXISTING FLEXIBLE COUPLINGS AND TIE RODS, NUTS AND 1.
(9'-0"± BY 5'-0"±)

SUPPORT

CONCRETE

EXISTING
8'-7 1/2"
Digitally signed by Kyle W. Gourley
Contact Info: Carollo Engineers, Inc.

Date: 2023.07.06 16:53:13-07'00'

DATEREV BY DESCRIPTION
DATE

CHECKED
DRAWN

DESIGNED
201105
JOB NO.

DRAWING NO.

SHEET NO.

SCALES ACCORDINGLY

VERIFY SCALES

THIS SHEET, ADJUST

IF NOT ONE INCH ON

BAR IS ONE INCH ON

ORIGINAL DRAWING
0 1"
OF

CITY OF ROSEVILLE
1 2 3 4 5 6 7 8 9 10 11 12 13
A
B
C
D
E
F
1 2 3 4 5 6 7 8 9 10 11 12 13
A
B
C
D
E
F
G G
®
13 EAST APPLIED PIPELINE PROJECT

BARTON ROAD WATER TREATMENT PLANT
JUNE 2023

No. 04906
Plot Date: 06-JUN-2023 11:41:28 AMUser: svcPW M odel : Lay out1 ColorTable: gshade.ctb DesignScript : Carol lo_Std_Pen_v 0905.pen PlotSc ale: 1:1LAST SAVED BY:

PROJECT NO. FILE NAME:
tum adhay
9 IKC
TU
20110500GS01.dgn201105-100000

STRUCTURAL
GENERAL NOTES: GEOTECHNICAL REPORT / FOUNDATION DESIGN CRITERIA:

TYPICAL STRUCTURAL MATERIALS:

CONSTRUCTION: STRUCTURAL SYMBOLS:

CURED TO THEIR MINIMUM SPECIFIED 28-DAY COMPRESSIVE STRENGTH.

OF THE WALL ARE IN PLACE, ARE COMPLETE, AND (IN THE CASE OF CONCRETE) HAVE DO NOT PLACE BACKFILL AGAINST WALLS UNTIL STRUCTURES SUPPORTING THE TOP 2.

PREPARED, BEFORE PROCEEDING WITH FOUNDATION CONSTRUCTION.

OBTAIN ENGINEER’S OBSERVATION OF SUBGRADE SURFACES, AS EXPOSED AND AS EXPOSE AND PREPARE SUBGRADE AS SHOWN ON THE DRAWINGS AND SPECIFIED. 1.

EXCAVATION AND BACKFILLING:

SPECIAL INSPECTION:

STRUCTURAL STEEL:

STRUCTURAL ABBREVIATIONS:

STRUCTURAL DESIGN CRITERIA - GENERAL:

THE DRAWINGS.

CONFORM TO THE FOLLOWING REQUIREMENTS UNLESS OTHERWISE INDICATED ON ITS MINIMUM SPECIFIED 28-DAY COMPRESSIVE STRENGTH.

STRUCTURE ABOVE IS COMPLETE AND (IN THE CASE OF CONCRETE) HAS CURED TO ARE COMPLETE, PROVIDE BRACING FOR WALLS. KEEP BRACING IN PLACE UNTIL THE

3. WHERE BACKFILL MUST BE PLACED AGAINST WALLS BEFORE STRUCTURES ABOVE FOR DETAILED AND LOCATION-SPECIFIC REQUIREMENTS.

SEE PROJECT SPECIFICATIONS AND NOTES ON DRAWINGS OF SPECIFIC STRUCTURES 2.

OTHERWISE INDICATED ON THE DRAWINGS.

MATERIALS SHALL CONFORM TO THE FOLLOWING REQUIREMENTS UNLESS 1.

WELDS - SHIELDED METAL ARC PROCESS USING E70-XX ELECTRODES.C.

ASTM F 1554, GRADE 36 GALVANIZED.

ASTM F 593, STAINLESS TYPE 316 (304)
ANCHOR BOLTS WITH HEX FORGED HEAD.

BOLTS - STEEL TO CONCRETE OR MASONRY:B.

WASHERS.

ASTM F 3125 GRADE A325 HIGH-STRENGTH BOLTS, WITH LOAD INDICATOR BOLTS - STEEL TO STEEL: A.

CONNECTIONS:2.

SQUARE AND RECTANGULAR: ASTM A 500, GRADE B (Fy = 46 KSI) ROUND: ASTM A 500, GRADE B (Fy = 42 KSI)
HOLLOW STRUCTURAL SECTIONS:E.

PIPES: ASTM A 53, GRADE B (Fy = 35 KSI)D.

PLATES AND BARS: ASTM A 36 (Fy = 36 KSI)C.

SHAPES S, ST, M, MT, HP, C, MC, L: ASTM A 36 (Fy = 36 KSI)B.

SHAPES W, WT: ASTM A 992 (Fy = 50 KSI)A.

SECTIONS1.

BRACING, AND BALANCING.

THEIR DESIGN STRENGTH, PROTECT STRUCTURES AS REQUIRED BY SHORING, FACILITIES. UNTIL CONSTRUCTION IS COMPLETE AND MEMBERS HAVE ACHIEVED

STRUCTURES HAVE BEEN DESIGNED FOR OPERATING LOADS ON COMPLETED CONSTRUCTION LOADS:8.
(AWS) A2.4.

WELDING: SYMBOLS: IN ACCORDANCE WITH AMERICAN WELDING SOCIETY 2.

FOR DEFINITION OF MATERIALS SHADING PATTERNS.

SEE DRAWING 00G03 FOR KEY TO DRAWING TITLES AND SECTION CUTS, AND 1. 00GS01
A. NET ALLOWABLE BEARING PRESSURE: 4000 POUNDS PER SQUARE FEET.

INVESTIGATION REPORT.

2. FOUNDATION DESIGNS ARE BASED ON RECOMMENDATIONS IN THE GEOTECHNICAL REPORT NO: 21-727.1 DATED: OCTOBER 2021.

PREPARED BY: CRAWFORD & ASSOCIATES.

TITLE: BARTON ROAD WATER TREATMENT PLANT CONDITION ASSESSMENT.

1. GEOTECHNICAL INVESTIGATION REPORT:

ANCHORS.

LOCATIONS OF REINFORCEMENT IN MEMBERS BEFORE DRILLING HOLES FOR ANCHORS. USE NON-DESTRUCTIVE TESTING EQUIPMENT TO IDENTIFY DO NOT CUT, DAMAGE, OR INTERRUPT EXISTING REINFORCEMENT TO INSTALL B.

EVALUATION REPORT AND MANUFACTURER’S INSTRUCTIONS.

INSTALL IN FULL COMPLIANCE WITH ACCEPTED BUILDING CODEA.

POST-INSTALLED ANCHORS IN CONCRETE AND MASONRY:4.

ALUMINUM SURFACES AS SPECIFIED IN SECTION 09960.

WHERE ALUMINUM IS IN CONTACT WITH MASONRY OR CONCRETE, COAT B.

ISOLATING SLEEVES AND WASHERS AS SPECIFIED IN SECTION 05190.

AND STAINLESS STEEL, OR ALUMINUM AND STEEL) PROVIDE
AT BOLTED CONNECTIONS THAT INCLUDE DIFFERENT METALS (E.G.: STEEL A.

INTERFACE BETWEEN MATERIALS:3.

BEING JOINED, AND FULL LENGTH OF THE JOINT.

FILLET WELDS: PER AWS CODE BASED ON THE THICKNESS OF THE MATERIALS A.

WELDED:2.

EDGE OF A PLATE OR STRUCTURAL ELEMENT.

WITH A DISTANCE OF AT LEAST 1 1/2 INCHES FROM CENTER OF BOLT TO ANY C.

CENTER.

HAVING A MINIMUM OF 2 BOLTS, SPACED NOT CLOSER THAN 3 INCHES ON B.

MADE USING 3/4-INCH DIAMETER BOLTS.A.

BOLTED:1.

STEEL, STAINLESS STEEL, AND ALUMINUM - CONNECTIONS:
2) SIDE CONNECTIONS BETWEEN ADJACENT SHEETS.
1) CONNECTIONS TO SUPPORTS.

STEEL DECKING.C.
2) WELDING.
1) HIGH-STRENGTH BOLTING.

STRUCTURAL STEEL (CARBON AND STAINLESS).B.
4) ANCHORS - POST-INSTALLED MECHANICAL AND ADHESIVE.
3) ANCHORS - CAST-IN AND BUILT-IN ANCHOR BOLTS.
2) MEMBER SIZES/TYPES.
1) MEMBER LOCATIONS.

GENERAL ALL METALS:A.

DIVISION 5 METALS3.

FILL AND BACKFILL.D.

PREPARATION OF SOILS/SURFACES SUPPORTING CONSTRUCTION.C.

ADEQUACY OF EXPOSED SURFACE TO PROVIDE REQUIRED SUPPORT.B.

EXCAVATION DEPTH.A.

DIVISION 2 SITE CONSTRUCTION (EARTHWORK)2.