Item 06 Suspension of Competitive Bidding, Contract Supplements and Budgetary Adjustments for the Martin Luther King Jr. (MLK) Library Renovation Project: (C15000840) (Two-Thirds Vote Required) [Published for 10-Day Review 1/23/2025] PART 3 — Sacramento City Council, February 4, 2025 (part 1 of 9)

1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and other Division 01 Specification Sections, apply to this Section.

1.2 SUMMARY
A. Section includes administrative and procedural requirements for handling and processing Contract modifications.

B. Related Requirements:

1. Section 012500 "Substitution Procedures" for administrative procedures for handling requests for substitutions made after the Contract award.

1.3 MINOR CHANGES IN THE WORK
A. Owner will issue through Construction Manager supplemental instructions authorizing minor changes in the Work, not involving adjustment to the Contract Sum or the Contract Time,

1.4 PROPOSAL REQUESTS
A. Owner-Initiated Proposal Requests: Construction Manager will issue a detailed description of proposed changes in the Work that may require adjustment to the Contract Sum or the Contract Time. If necessary, the description will include supplemental or revised Drawings and Specifications.

1. Work Change Proposal Requests issued by Construction Manager are not instructions either to stop work in progress or to execute the proposed change.

2. Within time specified in Proposal Request after receipt of Proposal Request, submit a quotation estimating cost adjustments to the Contract Sum and the Contract Time necessary to execute the change.
a. Include a list of quantities of products required or eliminated and unit costs, with total amount of purchases and credits to be made. If requested, furnish survey data to substantiate quantities.
b. Indicate applicable taxes, delivery charges, equipment rental, and amounts of trade discounts.
c. Include costs of labor and supervision directly attributable to the change.

Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 CONTRACT MODIFICATION PROCEDURES - 012600 - 2
d. Include an updated Contractor's construction schedule that indicates the effect of
the change, including, but not limited to, changes in activity duration, start and finish times, and activity relationship. Use available total float before requesting an extension of the Contract Time. e. Quotation Form: Use EZ-PCO form provided by Owner. Sample copy is included at the end of this section.
f. Markups, including percentages of mark-up, shall be allowed only as described within the EZ-PCO Change Order Proposal and Change Order Proposal Summary. No mark-up is allowed for intermediate sub- contractors.

B. Contractor-Initiated Proposals: If latent or changed conditions require modifications to the Contract, Contractor may initiate a claim by submitting a request for a change to Construction Manager.

1. Include a statement outlining reasons for the change and the effect of the change on the Work. Provide a complete description of the proposed change. Indicate the effect of the proposed change on the Contract Sum and the Contract Time.

2. Include a list of quantities of products required or eliminated and unit costs, with total amount of purchases and credits to be made. If requested, furnish survey data to substantiate quantities.

3. Indicate applicable taxes, delivery charges, equipment rental, and amounts of trade discounts.

4. Include costs of labor and supervision directly attributable to the change.

5. Include an updated Contractor's construction schedule that indicates the effect of the change, including, but not limited to, changes in activity duration, start and finish times, and activity relationship. Use available total float before requesting an extension of the Contract Time.

6. Comply with requirements in Section 012500 "Substitution Procedures" if the proposed change requires substitution of one product or system for product or system specified.

7. Proposal Request Form: Use EZ-PCO form provided by Owner. Sample copy is included at the end of this section.

1.5 CHANGE ORDER PROCEDURES
A. On Owner's approval of a Work Change Proposal Request, Construction Manager will issue a Change Order for signatures of Owner and Contractor.

1.6 CONSTRUCTION CHANGE DIRECTIVE
A. Construction Change Directive: Construction Manager may issue a Construction Change Directive on form included in Project Manual. Construction Change Directive instructs Contractor to proceed with a change in the Work, for subsequent inclusion in a Change Order.

1. Construction Change Directive contains a complete description of change in the Work. It also designates method to be followed to determine change in the Contract Sum or the Contract Time.

Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 CONTRACT MODIFICATION PROCEDURES - 012600 - 3
B. Documentation: Maintain detailed records on a time and material basis of work required by the Construction Ch
ange Directive.

1. After completion of change, submit an itemized account and supporting data necessary to substantiate cost and time adjustments to the Contract.

PART 2 - PRODUCTS (Not Used)
PART 3 - EXECUTION (Not Used)
END OF SECTION 012600 (SAMPLE FORMS TO FOLLOW)
Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 CONTRACT MODIFICATION PROCEDURES - 012600 - 4

SAMPLE FORMS FOR USE WITH CONTRACT MODIFICATION PROCEDURES

END SAMPLE FORMS FOR USE WITH CONTRACT MODIFICATION PROCEDURES

1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and other Division 01 Spec. Sections, apply to this Section.

1.2 SUMMARY
A. Section includes administrative and procedural requirements necessary to prepare and process Applications for Payment.

B. Related Requirements:

1. Section 012600 "Contract Modification Procedures" for administrative procedures for handling changes to the Contract.

2. Section 013200 "Construction Progress Documentation" for administrative requirements governing the preparation and submittal of the Contractor's construction schedule.

1.3 DEFINITIONS
A. Schedule of Values (SOV): A statement furnished by Contractor allocating portions of the Contract Sum to various portions of the Work and used as the basis for reviewing Contractor's Applications for Payment.

1.4 SCHEDULE OF VALUES (SOV)
A. Coordination: Coordinate the SOV with Contractor's construction schedule.

1. Coordinate line items in the SOV with items required to be indicated as separate activities in Contractor's construction schedule.

2. Submit the SOV to Owner at earliest possible date, but no later than 14 days before the date scheduled for submittal of initial Application for Payment.

3. Sub-schedules for Separate Elements of Work: Where the Contractor's construction schedule defines separate elements of the Work, provide sub- schedules showing values coordinated with each element.

B. Format and Content: Use Project Manual table of contents as a guide to establish line items for the SOV. Provide at least one line-item for each Specification Section.

1. Identification: Include the following Project identification on the SOV:
a. Proj
ect name and location.
b. City's Project number.
c. Contractor's name, address and phone number.
d. Date of submittal.

2. Use City provided Schedule of Values form.

3. Provide a breakdown of the Contract Sum in enough detail to facilitate continued evaluation of Applications for Payment and progress reports. Provide multiple line items for principal subcontract amounts in excess of five percent (5% min.) of the Contract Sum.

4. Provide a separate line item in the SOV for each part of the Work where Applications for Payment may include materials or equipment purchased or fabricated and stored, but not yet installed.
a. Differentiate between items stored on-site and items stored off-site.

5. Overhead Costs: Include total cost, overhead and profit for each line item.

6. Closeout Costs. Include separate line items under Contractor and principal subcontracts for Project closeout requirements in an amount totaling equal or greater than five percent of the Contract Sum and subcontract amount.

7. Schedule of Values Revisions: Revise the SOV when Change Orders (CO) or Construction Change Directives (CCD) result in a change in the Contract Sum.

Include at least one separate line item for each CO and CCD.

1.5 APPLICATIONS FOR PAYMENT
A. Each Application for Payment following the initial Application for Payment shall be consistent with previous applications and payments as certified by Citys Project Manager and paid for by Owner.

B. Payment Application Times: The date (20 th of each month) for each progress payment is indicated in the Agreement between Owner and Contractor. The period of construction work covered by each Application for Payment is the period indicated in the Agreement.

1. Submit draft copy of Application for Payment ten days prior to due date for review by City Labor Compliance, Inspector, Project & Construction Manager.

C. Application for Payment Forms: Use City provided form for Applications for Payment.

D. Application Preparation: Complete every entry on form. Execute by a person authorized to sign legal documents on behalf of Contractor. City will return incomplete applications without action.

1. Entries shall match data on the SOV and Contractor's construction schedule. Use updat
ed schedules if revisions were made.

2. Include amounts for work completed following previous Application for Payment, whether or not payment has been received. Include only amounts for work completed at time of Application for Payment.

3. Include amounts of Change Orders and Construction Change Directives issued before last day of construction period covered by application.

4. Indicate separate amounts for work being carried out under Owner-requested project acceleration.

E. Stored Materials: Include in Application for Payment amounts applied for materials or equipment purchased or fabricated and stored, but not yet installed. Differentiate between items stored on-site and items stored off-site.

1. Provide address of warehouse facility, certificate of insurance, evidence of transfer of title to Owner, and consent of surety to payment for stored materials.

2. Provide supporting documentation that verifies amount requested, such as paid invoices. Match amount requested with amounts indicated on documentation; do not include overhead and profit on stored materials.

3. Provide summary documentation for stored materials indicating the following:
a. Value of materials previously stored and remaining stored as of date of previous Applications for Payment.
b. Value of previously stored materials put in place after date of previous Application for Payment and on or before date of current Application for Payment.
c. Value of materials stored since date of previous Application for Payment and remaining stored as of date of current Application for Payment.

F. Transmittal: Submit one signed original copy of each Application for Payment to Project Manager by an electronic method ensuring receipt. Include waivers of lien and similar attachments as required.

1. Transmit each copy with a transmittal form listing attachments and recording appropriate information about application.

G. Waivers of Liens: With each Application for Payment, submit waivers of lien from subcontractors, sub-subcontractors, and suppliers for construction period covered by the previous application.

1. Submit partial waivers on each item for amount requested in previous application, after deduction for retainage, on each item.

2. When an application shows completion of an item, submit conditional final or full waivers.

3. Owner reserves the right to designate which entities involved in the Work must submit waivers.

4. Submit final Application for Payment with or preceded by conditional final waivers from every entity involved with performance of the Work covered by the application who is lawfully entitled to a lien.

5. Waiver Forms: Submit executed waivers of lien on forms acceptable to Owner.

Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 PAYMENT PROCEDURES - 012900 - 4
H. Initial Application for Payment: Administrative actions and submittals that must precede or coincide with submittal of first Applicatio
n for Payment include the following:

1. List of subcontractors.

2. Schedule of Values (SOV).

3. Contractor's construction schedule (preliminary if not final).

4. Products list (preliminary if not final).

5. Sustainable design action plans, including preliminary project materials cost data.

6. Schedule of unit prices.

7. Submittal schedule (preliminary if not final).

8. List of Contractor's staff assignments.

9. List of Contractor's principal consultants.

10. Copies of building permits.

11. Copies of authorizations and licenses from authorities having jurisdiction for performance of the Work.

12. Initial progress report.

13. Report of preconstruction conference.

I. Application for Payment at Substantial Completion: After City issues the Certificate of Substantial Completion, submit an Application for Payment showing 100 percent completion for portion of the Work claimed as substantially complete.

1. Include documentation supporting claim that the Work is substantially complete and a statement showing an accounting of changes to the Contract Sum.

2. This application shall reflect Certificate(s) of Substantial Completion issued previously for Owner occupancy of designated portions of the Work.

J. Final Payment Application: After completing Project closeout requirements, submit final Application for Payment with releases and supporting documentation not previously submitted and accepted, including, but not limited, to the following:

1. Evidence of completion of Project closeout requirements.

2. Insurance certificates for products and completed operations where required and proof that taxes, fees, and similar obligations were paid.

3. Updated final statement, accounting for final changes to the Contract Sum.

4. Evidence that claims have been settled.

5. Final meter readings for utilities, a measured record of stored fuel, and similar data as of date of Substantial Completion or when Owner took possession of and assumed responsibility for corresponding elements of the Work.

6. Final liquidated damages settlement statement.

PART 2 - PRODUCTS (Not Used)
PART 3 - EXECUTION (Not Used)

END OF SECTION 012900
Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024
PROJECT MANAGEMENT AND COORDINATION - 013100 - 1
SECTION 013100 - PROJECT MANAGEMENT AND COORDINATION
PART 1 - GENERAL

1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and other Division 01 Spec. Sections, apply to this Section.

1.2 SUMMARY
A. Section includes administrative provisions for coordinating construction operations on Project including, but not limited to, the following:

1. General coordination procedures.

2. Coordination drawings.

3. RFIs.

4. Digital project management procedures.

5. Project meetings.

B. Each contractor shall participate in coordination requirements. Certain areas of responsibility are assigned to a specific contractor. However, General Contractor shall coordinate and be responsible for the entire project.

C. Related Requirements:

1. Section 013200 "Construction Progress Documentation" for preparing and submitting Contractor's construction schedule.

2. Section 017300 "Execution" for procedures for coordinating general installation and field-engineering services, including establishment of benchmarks and control points.

3. Section 017700 "Closeout Procedures" for coordinating closeout of the Contract.

1.3 DEFINITIONS
A. RFI: Request for Information. Request from Owner, Architect, or Contractor seeking information required by or clarifications of the Contract Documents.

1.4 INFORMATIONAL SUBMITTALS
A. Subcontract List: Prepare a written summary identifying individuals or firms proposed for each portion of the Work, including those who are to furnish products or equipment fabricated to a special design. Include the following information in tabular form:

1. Name, address, telephone number, and email address of entity performing subcontract or supplying products.

2. Number and title of related Specification Section(s) covered by subcontract.

3. Drawing number and detail references, as appropriate, covered by subcontract.

B. Key Personnel Names: Within 5 days of starting construction operations, submit a list of key personnel assignments, including superintendent and other personnel in attendance at Project site. Identify individuals and their duties and responsibilities; list addresses and cellular telephone numbers and e-mail addresses. Provide names, addresses, and telephone numbers of individuals assigned as alternates in the absence of individuals assigned to Project.

1. Post copies of list in project meeting room, in temporary field office, in web-based Project software directory, and in prominent location in each built facility. Keep list current at all times.

1.5 GENERAL COORDINATION PROCEDURES
A. Coordination: Coordinate construction operations included in different Sections of the Specifications to ensure efficient and orderly installation of each part of the Work. Coordinate construction operations included in different Sections that depend on each other for proper installation, connection, and operation.

1. Schedule construction operations in sequence required to obtain the best results where installation of one part of the Work depends on installation of other components, before or after its own installation.

2. Coordinate installation of different components to ensure maximum performance and accessibility for required maintenance, service, and repair.

3. Make adequate provisions to accommodate items scheduled for later installation.

B. Coordination: Each contractor shall coordinate its construction operations with those of other contractors and entities to ensure efficient and orderly installation of each part of the Work.

Each contractor shall coordinate its own operations with operations included in different Sections that depend on each other for proper installation, connection, and operation.

2. Coordinate installation of components with other contractors to ensure maximum performance and accessibility for required maintenance, service, and repair.

3. Make adequate provisions to accommodate items scheduled for later installation.

C. Prepare memoranda for distribution to each party involved, outlining special procedures required for coordination. Include such items as required notices, reports, and list of attendees at meetings.

1. Prepare similar memoranda for Owner and separate contractors if coordination of their Work is required.

Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 PROJECT MANAGEMENT AND COORDINATION - 013100 - 3
D. Administrative Procedures: Coordinate scheduling and timing of required administrative procedures with other construction activities to avoid conflicts and to ensure orderly progress of the Work. Such administrative activities include, but are not limited to, the following:

1. Preparation of Contractor's construction schedule.

2. Preparation of the schedule of values.

3. Delivery and processing of submittals.

4. Progress meetings.

5. Preinstallation conferences.

6. Project closeout activities.

7. Startup and adjustment of systems.

1.6 COORDINATION DRAWINGS
A. Coordination Drawings, General: Prepare coordination drawings according to requirements in individual Sections, and additionally where installation is not completely indicated on Shop Drawings, where limited space availability necessitates coordination, or if coordination is required to facilitate integration of products and materials fabricated or installed by more than one entity.

1. Content: Project-specific information, drawn accurately to a scale large enough to indicate and resolve conflicts. Do not base coordination drawings on standard printed data. Include the following information, as applicable:
a. Use applicable Drawings as a basis for preparation of coordination drawings.

Prepare sections, elevations, and details as needed to describe relationship of various systems and components.
b. Coordinate the addition of trade-specific information to coordination drawings in a sequence that best provides for coordination of the information and resolution of conflicts between installed components before submitting for review. c. Indicate functional and spatial relationships of components of architectural, structural, mechanical, and electrical systems.
d. Indicate space requirements for routine maintenance and for anticipated replacement of components during the life of the installation. e. Show location and size of access doors required for access to concealed dampers, valves, and other controls.
f. Indicate required installation sequences.
g. Indicate dimensions shown on Drawings. Specifically note dimensions that appear to be in conflict with submitted equipment and minimum clearance requirements. Provide alternative sketches to Owner indicating proposed resolution of such conflicts. Minor dimension changes and difficult installations will not be considered changes to the Contract.

B. Coordination Drawing Organization: Organize coordination drawings as follows:

1. Floor Plans and Reflected Ceiling Plans: Show architectural and structural elements, and mechanical, fire-protection, fire-alarm, and electrical Work. Show Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 PROJECT MANAGEMENT AND COORDINATION - 013100 - 4
locations of visible ceiling-mounted devices. Supplement plan drawings with section drawings where required to adequately represent the Work.

2. Structural Penetrations: Indicate penetrations and openings required for all disciplines.

3. Slab Edge and Embedded Items: Indicate slab edge locations and sizes and locations of embedded items for metal fabrications, sleeves, anchor bolts, bearing plates, angles, door floor closers, slab depressions for floor finishes, curbs and housekeeping pads, and similar items.

4. Mechanical and Plumbing Work: Show the following:
a. Sizes and bottom elevations of ductwork, piping, and conduit runs, including insulation, bracing, flanges, and support systems.
b. Dimensions of major components, such as dampers, valves, diffusers, access doors, cleanouts and electrical distribution equipment. c. Fire-rated enclosures around ductwork.

5. Electrical Work: Show the following:
a. Runs of vertical and horizontal conduit 1-1/4 inches in diameter and larger. b. Light fixture, exit light, emergency battery pack, smoke detector, and other fire- alarm locations.
c. Panel board, switch board, switchgear, transformer, busway, generator, and motor-control center locations.
d. Location of pull boxes and junction boxes, dimensioned from column center lines.

6. Fire-Protection System: Show the following:
a. Locations of standpipes, mains piping, branch lines, pipe drops, and sprinkler heads.

7. Review: Owner will review coordination drawings to confirm that in general the Work is being coordinated, but not for the details of the coordination, which are Contractor's responsibility. If Owner determines that coordination drawings are not being prepared in sufficient scope or detail, or are otherwise deficient, Owner will so inform Contractor, who shall make suitable modifications and resubmit.

8. Coordination Drawing Prints: Prepare coordination drawing prints according to requirements in Section 013300 "Submittal Procedures."
C. Coordination Digital Data Files: Prepare coordination digital data files according to the following requirements:

1. File Preparation Format: Same digital data software program, version, and operating system as original Drawings.

2. File Submittal Format: Submit or post coordination drawing files in PDF format.

3. Owner will furnish Contractor one set of digital data files of Drawings for use in preparing coordination digital data files.
a. Owner makes no representations as to the accuracy or completeness of digital data files as they relate to Drawings.

Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 PROJECT MANAGEMENT AND COORDINATION - 013100 - 5
b. Digital Data Software Program: Drawings are available in AutoCAD 2015 Version in Microsoft Windows operating system.
c. Contractor shall execute a data licensing agreement in the form of the Agreement included in this Project Manual.

1.7 REQUEST FOR INFORMATION (RFI)
A. General: Immediately on discovery of the need for additional information, clarification, or interpretation of the Contract Documents, Contractor shall prepare and submit an RFI in the form specified.

1. Owner will return without response those RFIs submitted to Owner by other entities controlled by Contractor.

2. Coordinate and submit RFIs in a prompt manner so as to avoid delays in Contractor's work or work of subcontractors.

B. Content of the RFI: Include a detailed, legible description of item needing information or interpretation and the following:

1. Project name.

2. Project number.

3. Date.

4. Name of Contractor.

5. Name of Architect and Owner

6. RFI number, numbered sequentially.

7. RFI subject.

8. Specification Section number and title and related paragraphs, as appropriate.

9. Drawing number and detail references, as appropriate.

10. Field dimensions and conditions, as appropriate.

11. Contractor's suggested resolution. If Contractor's suggested resolution impacts the Contract Time or the Contract Sum, Contractor shall state impact in the RFI.

12. Contractor's signature.

13. Attachments: Include sketches, descriptions, measurements, photos, Product Data, Shop Drawings, coordination drawings, and other information necessary to fully describe items needing interpretation.
a. Include dimensions, thicknesses, structural grid references, and details of affected materials, assemblies, and attachments on attached sketches.

C. RFI Forms: Form bound in Project Manual or Software-generated form with substantially the same content as indicated above, acceptable to Owner.

1. Attachments shall be electronic files in PDF format.

D. Owner's Action: Owner will review each RFI, determine action required, and respond. Allow five working days for Owner's response for each RFI. RFIs received by Owner after 1:00 p.m. will be considered as received the following working day.

1. The following Contractor-generated RFIs will be returned without action:

Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 PROJECT MANAGEMENT AND COORDINATION - 013100 - 6
a. Requests for approval of submittals.
b. Requests for approval of substitutions.
c. Requests for approval of Contractor's means and methods. d. Requests for coordination information already indicated in the Contract Documents.
e. Requests for adjustments in the Contract Time or the Contract Sum. f. Requests for interpretation of Architect's actions on submittals. g. Incomplete RFIs or inaccurately prepared RFIs.

2. Owner's action may include a request for additional information, in which case Owner's time for response will date from time of receipt by Owner of additional information.

3. Owner's action on RFIs that may result in a change to the Contract Time or the Contract Sum may be eligible for Contractor to submit Change Proposal according to Section 012600 "Contract Modification Procedures."
a. If Contractor believes the RFI response warrants change in the Contract Time or the Contract Sum, notify Owner in writing within 5 days of receipt of the RFI response.

E. RFI Log: Prepare, maintain, and submit a tabular log of RFIs organized by the RFI number.

Submit log weekly. Software log with not less than the following:

1. Project name.

2. Name and address of Contractor.

3. Name and address of Architect.

4. RFI number including RFIs that were returned without action or withdrawn.

5. RFI description.

6. Date the RFI was submitted.

7. Date Owner's response was received.

8. Identification of related Minor Change in the Work, Construction Change Directive, and Proposal Request, as appropriate.

F. On receipt of Owner's action, update the RFI log and immediately distribute the RFI response to affected parties. Review response and notify Owner within five days if Contractor disagrees with response.

1.8 DIGITAL PROJECT MANAGEMENT PROCEDURES
A. Use of Owner's Digital Data Files: Digital data files of Owner's drawings will be provided by Owner for Contractor's use during construction.

1. Digital data files may be used by Contractor in preparing coordination drawings, Shop Drawings, and Project record Drawings.

2. Owner makes no representations as to the accuracy or completeness of digital data files as they relate to Contract Drawings.

3. Digital Drawing Software Program: Contract Drawings are available in PDF.

4. Contractor shall execute a data licensing agreement in the form of Agreement included in Project Manual.

Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 PROJECT MANAGEMENT AND COORDINATION - 013100 - 7
a. Subcontractors, and other parties granted access by Contractor to Owner's digital data files shall execute a data licensing agreement in the form of Agreement included in this Project Manual.

5. The following digital data files will be furnished for each appropriate discipline:
a. Site plans.
b. Floor plans.
c. Reflected ceiling plans.

B. Web-Based Project Software: Provide, administer, and use web-based Project software site for purposes of hosting and managing Project communication and documentation until Final Completion.

1. Web-based Project software site includes, at a minimum, the following features:
a. Compilation of Project data, including Contractor, subcontractors, Architect, architect's consultants, Owner, and other entities involved in Project. Include names of individuals and contact information.
b. Access control for each entity for each workflow process, to determine entity's digital rights to create, modify, view, and print documents. c. Document workflow planning, allowing customization of workflow between project entities.
d. Creation, logging, tracking, and notification for Project communications required in other Specification Sections, including, but not limited to, RFIs, submittals, Minor Changes in the Work, Construction Change Directives, and Change Orders. e. Track status of each Project communication in real time, and log time and date when responses are provided.
f. Procedures for handling PDFs or similar file formats, allowing markups by each entity. Provide security features to lock markups against changes once submitted. g. Processing and tracking of payment applications.
h. Processing and tracking of contract modifications.
i. Creating and distributing meeting minutes.
j. Document management for Drawings, Specifications, and coordination drawings, including revision control.
k. Management of construction progress photographs.
l. Mobile device compatibility, including smartphones and tablets.

2. Provide up to seven web-based Project software user licenses for use of Owner, Architect, and Architect's consultants. Upon request, provide four hours of software training at Owner's office for web-based Project software users.

3. At completion of Project, provide digital archive in format that is readable by Microsoft Windows applications. Provide data in locked/flattened format.

4. Provide one of the following web-based Project software packages under their current published licensing agreements:
a. Autodesk;
b. Corecon Technologies, Inc.
c. Meridian Systems; Prolog.

Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 PROJECT MANAGEMENT AND COORDINATION - 013100 - 8
d. Newforma, Inc.
e. Procore Technologies, Inc.
f. Viewpoint, Inc.; Viewpoint for Project Collaboration.

C. PDF Document Preparation: Where PDFs are required to be submitted to Owner, prepare as follows:

1. Assemble complete submittal package into a single indexed file incorporating submittal requirements of a single Specification Section and transmittal form with links enabling navigation to each item.

2. Name file with submittal number or other unique identifier, including revision identifier.

3. Certifications: Where digitally submitted certificates and certifications are required, provide a digital signature with digital certificate on where indicated.

1.9 PROJECT MEETINGS
A. General: Schedule and conduct meetings and conferences at Project site unless otherwise indicated.

1. Attendees: Inform participants and others involved, and individuals whose presence is required, of date and time of each meeting. Notify Owner of scheduled meeting dates and times a minimum of 10 working days prior to meeting.

2. Agenda: Prepare the meeting agenda. Distribute the agenda to all invited attendees.

3. Minutes: Entity responsible for conducting meeting will record significant discussions and agreements achieved. Distribute the meeting minutes to everyone concerned, including Owner, within three days of the meeting.

B. Preconstruction Conference: Owner will schedule and conduct a preconstruction conference before starting construction, at a time convenient to Owner, but no later than 15 days after execution of the Agreement.

1. Attendees: Authorized representatives of Owner and their consultants; Contractor and its superintendent; major subcontractors; suppliers; and other concerned parties shall attend the conference. Participants at the conference shall be familiar with Project and authorized to conclude matters relating to the Work.

2. Agenda: Discuss items of significance that could affect progress, including the following:
a. Responsibilities and personnel assignments.
b. Tentative construction schedule.
c. Phasing.
d. Critical work sequencing and long lead items.
e. Designation of key personnel and their duties.
f. Lines of communications.
g. Use of web-based Project software.

Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 PROJECT MANAGEMENT AND COORDINATION - 013100 - 9
h. Procedures for processing field decisions and Change Orders. i. Procedures for RFIs.
j. Procedures for testing and inspecting.
k. Procedures for processing Applications for Payment.
l. Distribution of the Contract Documents.
m. Submittal procedures.
n. Preparation of Record Documents.
o. Use of the premises.
p. Work restrictions.
q. Working hours.
r. Procedures for moisture and mold control.
s. Construction waste management and recycling.
t. Parking availability.
u. Office, work, and storage areas.
v. Equipment deliveries and priorities.
w. First aid.
x. Security.
y. Progress cleaning.

3. Minutes: Entity responsible for conducting meeting will record and distribute meeting minutes.

C. Preinstallation Conferences: Conduct a preinstallation conference at Project site before each construction activity when required by other sections and when required for coordination with other construction.

1. Attendees: Installer and representatives of manufacturers and fabricators involved in or affected by the installation and its coordination or integration with other materials and installations that have preceded or will follow, shall attend the meeting. Advise Owner of scheduled meeting dates.

2. Agenda: Review progress of other construction activities and preparations for the particular activity under consideration, including requirements for the following:
a. Contract Documents.
b. Options.
c. Related RFIs.
d. Related Change Orders.
e. Purchases.
f. Deliveries.
g. Submittals.
h. Possible conflicts.
i. Compatibility requirements.
j. Time schedules.
k. Weather limitations.
l. Manufacturer's written instructions.
m. Warranty requirements.
n. Compatibility of materials.
o. Regulations of authorities having jurisdiction.
p. Testing and inspecting requirements.
q. Installation procedures.
r. Protection of adjacent work.

3. Record significant conference discussions, agreements, and disagreements, including required corrective measures and actions.

4. Reporting: Distribute minutes of the meeting to each party present and to other parties requiring information.

5. Do not proceed with installation if the conference cannot be successfully concluded.

Initiate whatever actions are necessary to resolve impediments to performance of the Work and reconvene the conference at earliest feasible date.

D. Project Closeout Conference: Schedule and conduct a project closeout conference, at a time convenient to Owner, but no later than 30 days prior to the scheduled date of Substantial Completion.

1. Conduct the conference to review requirements and responsibilities related to Project closeout.

2. Attendees: Authorized representatives of Owner and their consultants; Contractor and its superintendent; major subcontractors; suppliers; and other concerned parties shall attend the meeting. Participants at the meeting shall be familiar with Project and authorized to conclude matters relating to the Work.

3. Agenda: Discuss items of significance that could affect or delay Project closeout, including the following:
a. Preparation of Record Documents.
b. Procedures required prior to inspection for Substantial Completion and for final inspection for acceptance.
c. Procedures for completing and archiving web-based Project software site data files.
d. Submittal of written warranties.
e. Requirements for preparing operations and maintenance data. f. Requirements for delivery of material samples, attic stock, and spare parts. g. Requirements for demonstration and training.
h. Preparation of Contractor's punch list.
i. Procedures for processing Applications for Payment at Substantial Completion and for final payment.
j. Submittal procedures.
k. Owner's partial occupancy requirements.
l. Installation of Owner's fixtures, and equipment.

4. Minutes: Entity conducting meeting will record and distribute meeting minutes.

E. Progress Meetings: Conduct progress meetings at regular intervals.

1. Coordinate dates of meetings with preparation of payment requests.

2. Attendees: In addition to representatives of Owner, each contractor, subcontractor, supplier, and other entity concerned with current progress or involved in planning, coordination, or performance of future activities shall be represented at these meetings.

All participants at the meeting shall be familiar with Project and authorized to conclude matters relating to the Work.

3. Agenda: Review and correct or approve minutes of previous progress meeting. Review other items of significance that could affect progress. Include topics for discussion as appropriate to status of Project.
a. Contractor's Construction Schedule: Review progress since the last meeting.

Determine whether each activity is on time, ahead of schedule, or behind schedule, in relation to Contractor's construction schedule. Determine how construction behind schedule will be expedited; secure commitments from parties involved to do so. Discuss whether schedule revisions are required to ensure that current and subsequent activities will be completed within the Contract Time. 1) Review schedule for next period.
b. Review present and future needs of each entity present, including the following:
1) Interface requirements.
2) Sequence of operations.
3) Status of submittals.
4) Deliveries.
5) Off-site fabrication.
6) Access.
7) Site use.
8) Quality and work standards.
9) Status of correction of deficient items.
10) Field observations.
11) Status of RFIs.
12) Status of Proposal Requests.
13) Pending changes.
14) Status of Change Orders.
15) Pending claims and disputes.
16) Documentation of information for payment requests.

4. Minutes: Entity responsible for conducting the meeting will record and distribute the meeting minutes to each party present and to parties requiring information. a. Schedule Updating: Revise Contractor's construction schedule after each progress meeting where revisions to the schedule have been made or recognized. Issue revised schedule with the report of each meeting.

PART 2 - PRODUCTS (Not Used)
PART 3 - EXECUTION (Not Used)
END OF SECTION 013100 (SAMPLE FORM TO FOLLOW)
Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 PROJECT MANAGEMENT AND COORDINATION - 013100 - 12

SAMPLE FORM TO BE USED WITH PROJECT MANAGEMENT AND COORDINATION

PROCEDURES

END SAMPLE FORM TO BE USED WITH PROJECT MANAGEMENT AND COORDINATION

PROCEDURES

1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and other Division 01 Sections, apply to this Section.

1.2 SUMMARY
A. Section includes administrative and procedural requirements for documenting the progress of construction during performance of the Work, including the following:

1. Contractor's Construction Schedule.

2. Site condition reports.

3. Unusual event reports.

B. Related Requirements:

1. Section 011000 Summary for concurrent work by Owner under separate contracts.

2. Section 012900 "Payment Procedures for requirements to prepare and process Applications for Payment.

3. Section 013100 "Project Management and Coordination" for construction coordination provisions.

4. Section 013300 Submittal Procedures for submittal schedule requirements and procedural requirements for submittals.

1.3 DEFINITIONS
A. Activity: A discrete part of a project that can be identified for planning, scheduling, monitoring, and controlling the construction Project. Activities included in a construction schedule consume time and resources.

1. Critical Activity: An activity on the critical path that must start and finish on the planned start and finish times.

2. Predecessor Activity: An activity that precedes another activity in the network.

3. Successor Activity: An activity that follows another activity in the network.

B. Cost Loading: The allocation of the schedule of values (SOV) for completing an activity as scheduled. The sum of costs for all activities must equal the total Contract Sum.

Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 CONSTRUCTION PROGRESS DOCUMENTATION - 013200 - 2
C. CPM: Critical path method, which is a method of planning and scheduling a construction
project where activities are arranged based on activity relationships.

Network calculations determine when activities can be performed and the critical path of Project.

D. Critical Path: The longest connected chain of interdependent activities through the network schedule that establishes the minimum overall Project duration (no float).

E. Event: The starting or ending point of an activity.

F. Float: The measure of leeway in starting and completing an activity.

1. Float time is not for the exclusive use or benefit of either Owner or Contractor, but is a jointly owned, expiring Project resource available to both parties as needed to meet schedule milestones and Contract completion date.

2. Free float is the amount of time an activity can be delayed without adversely affecting the start of the successor activity.

3. Total float is the measure of leeway in starting or completing an activity without adversely affecting the planned Project completion date.

G. Resource Loading: The allocation of manpower and equipment necessary for completing an activity as scheduled.

1.4 INFORMATIONAL SUBMITTALS
A. Format for Submittals: Submit required submittals in the following format:

1. Working electronic copy of schedule file, where indicated.

2. PDF file emailed to Owners Project Manager.

B. Contractor's Construction Schedule: Initial schedule, of size required to display entire schedule for entire construction period.

1. Submit a working digital copy of schedule, using software indicated, and labeled to comply with requirements for submittals.

C. Construction Schedule Updating Reports: Submit with Applications for Payment.

D. Site Condition Reports: Submit at time of discovery of differing conditions.

E. Unusual Event Reports: Submit at time of unusual event.

1.5 QUALITY ASSURANCE
A. Scheduling Qualifications: Experienced specialist in CPM scheduling and reporting, with capability of producing reports/ diagrams within 24 hours of Owner's request.

1.6 COORDINATION
A. Co
ordinate Contractor's Construction Schedule with SOV, list of subcontracts, submittal schedule, progress reports, payment requests, and required documents.

1. Time commitments for critical elements of the Work from entities involved.

2. Coordinate each construction activity in the network with other activities and schedule them in proper sequence.

1.7 CONTRACTOR'S CONSTRUCTION SCHEDULE, GENERAL
A. Computer Scheduling Software: Prepare schedules using current version of software specifically to manage construction schedules.

1. Use Scheduling component of Project software specified in Section 013100 "Project Management and Coordination."
B. Time Frame: Extend schedule from date established for commencement of the Work to date of Substantial Completion.

1. Contract completion date shall not be changed by submission of a schedule, unless specifically authorized by Change Order.

C. Activities: Treat area as a separate numbered activity for each main element of the Work. Comply with the following:

1. Activity Duration: Define activities so no activity is longer than 20 days, unless specifically allowed by Owner.

2. Procurement Activities: Include procurement process activities for the following long lead items and major items, requiring a cycle of more than 60 days, as separate activities in schedule. Procurement cycle activities include, but are not limited to: submittals, approvals, purchasing, fabrication, and delivery.

3. Submittal Review Time: Include review and resubmittal times indicated in Section 013300 "Submittal Procedures" in schedule. Coordinate submittal review times in Contractor's Construction Schedule with submittal schedule.

4. Substantial Completion: Indicate completion in advance of date established for Substantial Completion and allow time for Owners administrative procedures necessary for certification of Substantial Completion.

5. Punch List and Final Completion: Include not more than 30 days for completion of punch list items and final completion.

D. Constraints: Include constraints and work restrictions indicated in the Contract Documents and as follows in schedule and show how Work sequence is affected.

1. Products Ordered in Advance: Include a separate activity for each product.

Delivery dates indicated stipulate the earliest possible delivery date.

2. Work Restrictions: Show the effect of the following items on the schedule:
a. Coordination with existing construction.

3. Work Stages: Indicate important stages of construction for each major portion of the Work, including, but not limited to, t
he following:
a. Submittals.
b. Purchases.
c. Fabrication.
d. Deliveries.
e. Installation.
f. Adjusting.
g. Curing.

4. Construction Areas: Identify area of construction for each portion of the Work.

Indicate where each construction activity within an area must be sequenced or integrated with other construction activities to provide for the following:
a. Permanent space enclosure.
b. Completion of mechanical installation.
c. Completion of electrical installation.
d. Substantial Completion.

E. Milestones: Include milestones indicated in the Contract Documents in schedule, including, but not limited to, Notice to Proceed, Substantial Completion, and final completion:

F. Upcoming Work Summary: Prepare summary report indicating activities scheduled to occur or commence prior to submittal of next schedule update. Summarize the following issues:

1. Unresolved issues.

2. Unanswered Requests for Information.

3. Rejected or unreturned submittals.

4. Notations on returned submittals.

5. Pending modifications affecting the Work and the Contract Time.

G. Distribution: Distribute copies of approved schedule to Owner, separate contractors, testing and inspecting agencies, and other parties identified by Contractor with a need- to-know schedule responsibility.

1. Post copies in Project meeting rooms and temporary field offices.

2. When revisions are made, distribute updated schedules to the same parties and post in the same locations. Delete parties from distribution when they have completed their assigned portion of the Work and are no longer involved in performance of construction activities.

1.8 GANTT-CHART SCHEDULE REQUIREMENTS
A. Gantt-Chart Schedule: Submit a comprehensive, fully developed, horizontal, Gantt- chart-type, Contractor's Construction Schedule within 30 days of date established for commencement of the Work.

1. Base schedule on the startup construction schedule and additional information received since the start of
Project.

B. Preparation: Indicate each significant construction activity separately. Identify first workday of each week with a continuous vertical line.

1.9 CPM SCHEDULE REQUIREMENTS
A. General: Prepare network diagrams using AON (activity-on-node) format.

B. CPM Schedule: Prepare Contractor's Construction Schedule using a cost- and resource-loaded, time-scaled CPM network analysis diagram for the Work.

1. Develop network diagram in sufficient time to submit CPM schedule so it can be accepted for use no later than 60 days after date of Notice to Proceed. a. Failure to include any work item required for performance of this Contract shall not excuse Contractor from completing all work within applicable completion dates.

2. Use "one workday" as the unit of time for individual activities. Indicate nonworking days and holidays incorporated into the schedule to coordinate with the Contract Time.

C. CPM Schedule Preparation: Prepare a list of all activities required to complete the Work. Using the startup network diagram, prepare a skeleton network to identify probable critical paths.

1. Activities: Indicate the estimated time duration, sequence requirements, and relationship of each activity in relation to other activities. Include estimated time frames for the following activities:
a. Preparation and processing of submittals.
b. Mobilization and demobilization.
c. Purchase of materials.
d. Delivery.
e. Fabrication.
f. Installation.
g. Testing and inspection.
h. Punch list and final completion.
i. Activities occurring following final completion.

2. Critical Path Activities: Identify critical path activities, including those for interim completion dates. Scheduled start and completion dates shall be consistent with Contract milestone dates.

3. Processing: Process data to produce output data on a computer-drawn, time- scaled network. Revise data, reorganize activity sequences, and reproduce as often as necessary to produce the CPM schedule within the limitations of the Contract Time.

4. Format: Mark the critical path. Locate the critical path near center of network; locate paths with most float near the edges.

Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 CONSTRUCTION PROGRESS DOCUMENTATION - 013200 - 6
D. Contract Modifications: For each proposed contract modification and concurrent with its submission,
prepare a time-impact analysis using a network fragment to demonstrate the effect of the proposed change on the overall Project schedule.

E. Initial Issue of Schedule: Prepare initial network diagram from a sorted activity list indicating straight "start-total float." Identify critical activities. Prepare tabulated reports showing the following:

1. Contractor or subcontractor and the Work or activity.

2. Description of activity.

3. Main events of activity.

4. Immediate preceding and succeeding activities.

5. Start dates.

6. Finish dates.

7. Activity duration in workdays.

8. Total float or slack time.

1.10 REPORTS
A. Site Condition Reports: Immediately on discovery of a difference between site conditions and the Contract Documents, prepare and submit a detailed report. Submit with a Request for Information. Include a detailed description of the differing conditions, together with recommendations for changing the Contract Documents.

B. Unusual Event Reports: When an event of an unusual and significant nature occurs at Project site, whether or not related directly to the Work, prepare and submit a special report. List chain of events, persons participating, responses by Contractor's personnel, evaluation of results or effects, and similar pertinent information. Advise Owner in advance when these events are known or predictable.

1. Submit unusual event reports directly to Owner within one day of an occurrence.

Distribute copies of report to parties affected by the occurrence.

PART 2 - PRODUCTS (Not Used)
PART 3 - EXECUTION (Not Used)
END OF SECTION 013200
Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024
SUBMITTAL PROCEDURES - 013300 - 1
SECTION 013300 - SUBMITTAL PROCEDURES
PART 1 - GENERAL

1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and other Division 01 Spec. Sections, apply to this Section.

1.2 SUMMARY
A. Section Includes:

1. Submittal schedule requirements.

2. Administrative and procedural requirements for submittals.

B. Related Requirements:

1. Section 012900 "Payment Procedures" for submitting Applications for Payment and the schedule of values.

2. Section 013100 "Project Management and Coordination" for submitting coordination drawings and subcontract list and for requirements for web-based Project software.

3. Section 013200 "Construction Progress Documentation" for submitting schedules and reports, including Contractor's construction schedule.

4. Section 014000 "Quality Requirements" for submitting test and inspection reports, and schedule of tests and inspections.

5. Section 017700 "Closeout Procedures" for submitting closeout submittals and maintenance material submittals.

6. Section 017823 "Operation and Maintenance Data" for submitting operation and maintenance manuals.

7. Section 017839 "Project Record Documents" for submitting record Drawings, record Specifications, and record Product Data.

1.3 DEFINITIONS
A. Action Submittals: Written and graphic information and physical samples that require Owner's responsive action. Action submittals are those submittals indicated in individual Specification Sections as "action submittals."
B. Informational Submittals: Written and graphic information and physical samples that do not require Owners responsive action. Submittals may be rejected for not complying with requirements. Informational submittals are those submittals indicated in individual Specification Sections as "informational submittals."
Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 SUBMITTAL PROCEDURES - 013300 - 2

1.4 SUBMITTAL SCHEDULE
A. Submittal Schedule: Submit, as an action submittal, a list of submittals, arranged in chronological order by dates required by construction schedule. Include time required for review, ordering, manufacturing, fabrication, and delivery when establishing dates. Include additional time required for making corrections or revisions to submittals noted by Owner and additional time for handling and reviewing submittals required by those corrections.

1. Coordinate submittal schedule with list of subcontracts, the schedule of values, and Contractor's construction schedule.

2. Initial Submittal: Submit concurrently with startup construction schedule. Include submittals required during the first 60 days of construction. List those submittals required to maintain orderly progress of the Work and those required early because of long lead time for manufacture or fabrication.

3. Final Submittal: Submit concurrently with the first complete submittal of Contractor's construction schedule.
a. Submit revised submittal schedule to reflect changes in current status and timing for submittals.

4. Format: Arrange the following information in a tabular format:
a. Scheduled date for first submittal.
b. Specification Section number and title.
c. Submittal Category: Action; informational.
d. Name of subcontractor.
e. Description of the Work covered.
f. Scheduled date for Owner's final release or approval. g. Scheduled dates for purchasing.
h. Scheduled date of fabrication.
i. Scheduled dates for installation.
j. Activity or event number.

1.5 SUBMITTAL FORMATS
A. Submittal Information: Include the following information in each submittal:

1. Project name.

2. Date.

3. Name of Architect.

4. Name of Owners Project Manager.

5. Name of Contractor.

6. Name of firm or entity that prepared submittal.

7. Names of subcontractor, manufacturer, and supplier.

8. Unique submittal number, including revision identifier. Include Specification Section number with sequential alphanumeric identifier; and alphanumeric suffix for resubmittals.

9. Category and type of submittal.

10. Submittal purpose and description.

Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 SUBMITTAL PROCEDURES - 013300 - 3

11. Number and title of Specification Section, with paragraph number and generic name for each of multiple items.

12. Drawing number and detail references, as appropriate.

13. Location(s) where product is to be installed, as appropriate.

14. Other necessary identification.

15. Remarks.

16. Signature of transmitter.

B. Options: Identify options requiring selection by Owner.

C. Deviations and Additional Information: On each submittal, clearly indicate deviations from requirements in the Contract Documents, including minor variations and limitations; include relevant additional information and revisions, other than those requested by Owner on previous submittals. Indicate by highlighting on each submittal or noting on attached separate sheet.

D. PDF Submittals: Prepare submittals as PDF package, incorporating complete information into each PDF file. Name PDF file with submittal number.

1.6 SUBMITTAL PROCEDURES
A. Prepare and submit submittals required by individual Specification Sections. Types of submittals are indicated in individual Specification Sections.

1. Email: Prepare submittals as a 0PDF and transmit to Owner via email. Include PDF transmittal form. Identify submittal type in email subject line. a. Owner will return annotated file. Annotate and retain one copy of file as a digital Project Record Document file.

B. Coordination: Coordinate preparation and processing of submittals with performance of construction activities.

1. Coordinate each submittal with fabrication, purchasing, testing, delivery, other submittals, and related activities that require sequential activity.

2. Submit all submittal items required for each Specification Section concurrently. Partial submittals are prohibited. Submit action submittals and informational submittals required by the same Specification Section as separate packages under separate transmittals.

3. Coordinate transmittal of submittals for related parts of the Work specified in different Sections so processing will not be delayed because of need to review submittals concurrently for coordination.
a. Owner reserves the right to withhold action on a submittal requiring coordination with other submittals until related submittals are received.

C. Processing Time: Allow time for submittal review, including time for resubmittals, as follows.

Time for review shall commence on Owners receipt of submittal. No extension of the Contract Time will be authorized because of failure to transmit submittals enough in advance of the Work to permit processing, including resubmittals.

1. Initial Review: Allow 15 days for initial review of each submittal. Allow additional time if coordination with subsequent submittals is required. Owner will advise Contractor when a submittal being processed must be delayed for coordination.

2. Intermediate Review: If intermediate submittal is necessary, process it in same manner as initial submittal.

3. Resubmittal Review: Allow 15 days for review of each resubmittal.

4. Sequential Review: Where sequential review of submittals by consultants, Owner, or other parties is indicated, allow 21 days for initial submittal review.

D. Resubmittals: Make resubmittals in same form and number of copies as initial.

1. Note date and content of previous submittal.

2. Note date and content in label or title block and clearly indicate revision extent.

3. Resubmit submittals until they are marked with approval notation from Owner's action stamp.

E. Distribution: Furnish copies of final submittals to manufacturers, subcontractors, suppliers, fabricators, installers, authorities having jurisdiction, and others as necessary for performance of construction activities. Show distribution on transmittal forms.

F. Use for Construction: Retain complete copies of submittals on Project site. Use only final action submittals that are marked with approval notation from Owner's stamp.

1.7 SUBMITTAL REQUIREMENTS
A. Product Data: Collect information into a single submittal for each element of construction and type of product or equipment.

1. If information must be specially prepared for submittal because standard published data are unsuitable for use, submit Shop Drawings, not Product Data.

2. Mark each copy of each submittal to show which products and options are applicable.

3. Include the following information, as applicable:
a. Manufacturer's catalog cuts.
b. Manufacturer's product specifications.
c. Standard color charts.
d. Statement of compliance with specified referenced standards. e. Testing by recognized testing agency.
f. Application of testing agency labels and seals.
g. Notation of coordination requirements.
h. Availability and delivery time information.

4. For equipment, include the following in addition to the above, as applicable:
a. Wiring diagrams that show factory-installed wiring.
b. Printed performance curves.
c. Operational range diagrams.

5. Submit Product Data before Shop Drawings, and before or concurrent with Samples.

B. Shop Drawings: Prepare Project-specific information, drawn accurately to scale. Do not base Shop Drawings on reproductions of the Contract Documents or standard printed data.

Submittal based on Architect's digital data drawing files is permitted.

1. Preparation: Fully illustrate requirements in the Contract Documents. Include the following information, as applicable:
a. Identification of products.
b. Schedules.
c. Compliance with specified standards.
d. Notation of coordination requirements.
e. Notation of dimensions established by field measurement. f. Relationship and attachment to adjoining construction clearly indicated. g. Seal and signature of professional engineer if specified.

C. Product Schedule: As required in individual Specification Sections, prepare a written summary indicating types of products required for the Work and their intended location. Include the following information in tabular form:

1. Type of product. Include unique identifier for each product indicated in the Contract Documents or assigned by Contractor if none is indicated.

2. Manufacturer and product name, and model number if applicable.

D. Qualification Data: Prepare written information that demonstrates capabilities and experience of firm or person. Include lists of completed projects with project names and addresses, contact information of Owner, and other information specified.

E. Design Data: Prepare and submit written and graphic information indicating compliance with indicated performance and design criteria in individual Specification Sections. Include list of assumptions and summary of loads. Include load diagrams if applicable. Provide name and version of software, if any, used for calculations. Number each page of submittal.

F. Certificates:

1. Certificates and Certifications Submittals: Submit a statement that includes signature of entity responsible for preparing certification. Certificates and certifications shall be signed by an individual authorized to sign documents on behalf of that entity. Provide a notarized signature where indicated.

2. Installer Certificates: Submit written statements on manufacturer's letterhead certifying that Installer complies with requirements in the Contract Documents and, where required, is authorized by manufacturer for this specific Project.

3. Manufacturer Certificates: Submit written statements on manufacturer's letterhead certifying that manufacturer complies with requirements in the Contract Documents.

Include evidence of manufacturing experience.

4. Material Certificates: Submit written statements on manufacturer's letterhead certifying that material complies with requirements in the Contract Documents.

5. Product Certificates: Submit written statements on manufacturer's letterhead certifying that product complies with requirements in the Contract Documents.

1.8 CONTRACTOR'S REVIEW
A. Action Submittals and Informational Submittals: Review each submittal and check for coordination with other Work of the Contract and for compliance with the Contract Documents.

Note corrections and field dimensions. Mark with approval stamp before submitting to Owner.

B. Contractor's Approval: Indicate Contractor's approval for each submittal with a uniform approval stamp or indication in web-based Project software. Include name of reviewer, date of Contractor's approval, and statement certifying that submittal has been reviewed, checked, and approved for compliance with the Contract Documents.

1. Owner will not review submittals received from Contractor that do not have Contractor's review and approval.

1.9 OWNERS REVIEW
A. Action Submittals: Owner will review each submittal, indicate corrections or revisions required, and return it.

1. PDF Submittals: Owner will indicate, via markup on each submittal:
a. No Exceptions Taken
b. Make Corrections Noted
c. Revise and Resubmit
d. Rejected
B. Informational Submittals: Owner will review each submittal and will not return it or will return it if it does not comply with requirements. Owner will forward each submittal to appropriate party.

C. Incomplete submittals are unacceptable, will be considered nonresponsive, and will be returned for resubmittal without review.

D. Owner will only return with review submittals received from the Contractor.

E. Submittals not required in the Contract Documents: returned by Owner with no action.

PART 2 - PRODUCTS (Not Used)
PART 3 - EXECUTION (Not Used
END OF SECTION 013300
Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024
QUALITY REQUIREMENTS - 014000 - 1
SECTION 014000 - QUALITY REQUIREMENTS
PART 1 - GENERAL

1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and other Division 01 Spec. Sections, apply to this Section.

1.2 SUMMARY
A. Section includes administrative and procedural requirements for quality assurance and quality control.

B. Testing and inspection services are required to verify compliance with requirements specified or indicated. These services do not relieve Contractor of responsibility for compliance with the Contract Document requirements.

1. Specific quality-assurance and quality-control requirements for individual work results are specified in their respective Specification Sections. Requirements in individual Sections may also cover production of standard products.

2. Specified inspections, and related actions do not limit Contractor's other quality-assurance and quality-control procedures that facilitate compliance with the Contract Document requirements.

3. Specific inspection requirements are not specified in this Section.

1.3 DEFINITIONS
A. Experienced: When used with an entity or individual, "experienced" unless otherwise further described means having successfully completed a minimum of five previous projects similar in nature, size, and extent to this Project; being familiar with special requirements indicated; and having complied with requirements of authorities having jurisdiction.

B. Field Quality-Control Tests: Inspections that are performed on-site for installation of the Work and for completed Work.

C. Installer/Applicator/Erector: Contractor or another entity engaged by Contractor as an employee, Subcontractor, or Sub-subcontractor, to perform a particular construction operation, including installation, erection, application, assembly, and similar operations.

1. Use of trade-specific terminology in referring to a trade or entity does not require that certain construction activities be performed by accredited or unionized individuals, or that requirements specified apply exclusively to specific trade(s).

D. Source Quality-Control Tests: Tests and inspections that are performed at the source; for example, plant, mill, factory, or shop.

Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 QUALITY REQUIREMENTS - 014000 - 2
E. Testing Agency: An entity engaged to perform specific tests, inspections, or both. Testing laboratory shall mean the same as testing agency.

F. Quality-Assurance Services: Activities, actions, and procedures performed before and during execution of the Work to guard against defects and deficiencies and substantiate that proposed construction will comply with requirements.

G. Quality-Control Services: Tests, inspections, procedures, and related actions during and after execution of the Work to evaluate that actual products incorporated into the Work and completed construction comply with requirements. Contractor's quality-control services do not include contract administration activities performed by Architect or Construction Manager.

1.4 CONFLICTING REQUIREMENTS
A. Conflicting Standards and Other Requirements: If compliance with two or more standards or requirements are specified and the standards or requirements establish different or conflicting requirements for minimum quantities or quality levels, comply with the most stringent requirement. Refer conflicting requirements that are different, but apparently equal, to Owner for direction before proceeding.

B. Minimum Quantity or Quality Levels: The quantity or quality level shown or specified shall be the minimum provided or performed. The actual installation may comply exactly with the minimum quantity or quality specified, or it may exceed the minimum within reasonable limits. To comply with these requirements, indicated numeric values are minimum or maximum, as appropriate, for the context of requirements. Refer uncertainties to Architect for a decision before proceeding.

1.5 ACTION SUBMITTALS
A. Delegated-Design Services Submittal: In addition to Shop Drawings, Product Data, and other required submittals, submit a statement signed and sealed by the responsible design professional, for each product and system specifically assigned to Contractor to be designed or certified by a design professional, indicating that the products and systems are in compliance with performance and design criteria indicated. Include list of codes, loads, and other factors used in performing these services.

1.6 INFORMATIONAL SUBMITTALS
A. Contractor's Quality-Control Plan: For quality-assurance and quality-control activities and responsibilities.

B. Qualification Data: For Contractor's quality-control personnel.

C. Reports: Prepare and submit certified written reports and documents as specified.

D. Permits, Licenses, and Certificates: For Owner's record, submit copies of permits, licenses, certifications, inspection reports, releases, jurisdictional settlements, notices, Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 QUALITY REQUIREMENTS - 014000 - 3
receipts for fee payments, judgments, correspondence, records, and similar documents established for compliance with standards and regulations bearing on performance of the Work.

1.7 CONTRACTOR'S QUALITY-CONTROL PLAN
A. Quality-Control Plan, General: Submit quality-control plan within 10 days of Notice to Proceed, and not less than five days prior to commencement of work. Submit in format acceptable to Architect. Identify personnel, procedures, controls, instructions, records, and forms to be used to carry out Contractor's quality-assurance and quality-control responsibilities. Coordinate with Contractor's Construction Schedule.

B. Quality-Control Personnel Qualifications: Engage qualified personnel trained and experienced in managing and executing quality-assurance and quality-control procedures similar in nature and extent to those required for Project.

1. Project quality-control manager may also serve as Project superintendent.

C. Submittal Procedure: Describe procedures for ensuring compliance with requirements through review and management of submittal process. Indicate qualifications of personnel responsible for submittal review.

1.8 REPORTS AND DOCUMENTS
A. Factory-Authorized Service Representative's Reports: Prepare written information documenting manufacturer's factory-authorized service representative's tests and inspections specified in other Sections. Include the following:

1. Name, address, telephone number, and email address of factory-authorized service representative making report.

2. Statement that equipment complies with requirements.

3. Results of operational and other tests and a statement of whether observed performance complies with requirements.

4. Statement whether conditions, products, and installation will affect warranty.

5. Other required items indicated in individual Specification Sections.

1.9 QUALITY ASSURANCE
A. General: Qualifications paragraphs in this article establish the minimum qualification levels required; individual Specification Sections specify additional requirements.

B. Manufacturer Qualifications: A firm experienced in manufacturing products or systems similar to those indicated for this Project and with a record of successful in-service performance, as well as sufficient production capacity to produce required units. As applicable, procure products from manufacturers able to meet qualification requirements, warranty requirements, and technical or factory-authorized service representative requirements.

Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 QUALITY REQUIREMENTS - 014000 - 4
C. Fabricator Qualifications: A firm experienced in producing products similar to those indicated for this Project and with a record of successful in-service performance, as well as sufficient production capacity to produce required units.

D. Installer Qualifications: A firm or individual experienced in installing, erecting, applying, or assembling work similar in material, design, and extent to that indicated for this Project, whose work has resulted in construction with a record of successful in-service performance.

E. Manufacturer's Technical Representative Qualifications: An authorized representative of manufacturer who is trained and approved by manufacturer to observe and inspect installation of manufacturer's products that are similar in material, design, and extent to those indicated for this Project.

F. Factory-Authorized Service Representative Qualifications: An authorized representative of manufacturer who is trained and approved by manufacturer to inspect installation of manufacturer's products that are similar in material, design, and extent to those indicated for this Project.

1.10 QUALITY CONTROL
A. Coordination: Coordinate sequence of activities to accommodate required quality-assurance and quality-control services with a minimum of delay and to avoid necessity of removing and replacing construction to accommodate inspection.

1. Schedule times for inspections and similar activities.

PART 2 - PRODUCTS (Not Used)
PART 3 - EXECUTION

3.1 TEST AND INSPECTION LOG
A. Inspection Log: Prepare a record of inspections. Including:

1. Date inspection was conducted.

2. Description of the Work inspected.

3. Date inspection results were transmitted to Architect.

4. Identification of inspector conducting inspection.

B. Maintain log at Project site. Post changes and revisions as they occur. Provide access to test and inspection log for Architect's, and Construction Manager's reference during normal working hours.

1. Submit log at Project closeout as part of Project Record Documents.

3.2 REPAIR AND PROTECTION
A. General: On completion of inspection and similar services, repair damaged construction and restore substrates and finishes.

1. Provide materials and comply with installation requirements specified in other Specification Sections or matching existing substrates and finishes. Restore patched areas and extend restoration into adjoining areas with durable seams that are as invisible as possible. Comply with the Contract Document requirements for cutting and patching in Section 017300 "Execution." B. Protect construction exposed by or for quality-control service activities.

C. Repair and protection are Contractor's responsibility, regardless of the assignment of responsibility for quality-control services.

END OF SECTION 014000
Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 QUALITY REQUIREMENTS - 014000 - 6
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Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024
REFERENCES - 014200 - 1
SECTION 014200 - REFERENCES
PART 1 - GENERAL

1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and other Division 01 Spec. Sections, apply to this Section.

1.2 DEFINITIONS
A. General: Basic Contract definitions are included in the Conditions of the Contract.

B. "Approved": When used to convey Architect's action on Contractor's submittals, applications, and requests, "approved" is limited to Architect's duties and responsibilities as stated in the Conditions of the Contract.

C. "Directed": A command or instruction by Architect. Other terms including "requested," "authorized," "selected," "required," and "permitted" have the same meaning as "directed."
D. "Indicated": Requirements expressed by graphic representations or in written form on Drawings, in Specifications, and in other Contract Documents. Other terms including "shown," "noted," "scheduled," and "specified" have the same meaning as "indicated." E. "Regulations": Laws, ordinances, statutes, and lawful orders issued by authorities having jurisdiction, and rules, conventions, and agreements within the construction industry that control performance of the Work.

F. "Furnish": Supply and deliver to Project site, ready for unloading, unpacking, assembly, installation, and similar operations.

G. "Install": Unload, temporarily store, unpack, assemble, erect, place, anchor, apply, work to dimension, finish, cure, protect, clean, and similar operations at Project site.

H. "Provide": Furnish and install, complete and ready for the intended use.

I. "Project Site": Space available for performing construction activities. The extent of Project site is shown on Drawings and may or may not be identical with the description of the land on which Project is to be built.

1.3 INDUSTRY STANDARDS
A. Applicability of Standards: Unless the Contract Documents include more stringent requirements, applicable construction industry standards have the same force and effect as if bound or copied directly into the Contract Documents to the extent referenced. Such standards are made a part of the Contract Documents by reference.

C. Copies of Standards: Each entity engaged in construction on Project should be familiar with industry standards applicable to its construction activity. Copies of applicable standards are not bound with the Contract Documents.

1. Where copies of standards are needed to perform a required construction activity, obtain copies directly from publication source.

1.4 ABBREVIATIONS AND ACRONYMS
A. Industry Organizations: Where abbreviations and acronyms are used in Specifications or other Contract Documents, they shall mean the recognized name of the entities indicated in Gale's "Encyclopedia of Associations: National Organizations of the U.S." or in Columbia Books' "National Trade & Professional Associations of the U.S." B. Industry Organizations: Where abbreviations and acronyms are used in Specifications or other Contract Documents, they shall mean the recognized name of the entities in the following list. This information is subject to change and is believed to be accurate as of the date of the Contract Documents.

1. AABC - Associated Air Balance Council; www.aabc.com.

2. AAMA - American Architectural Manufacturers Association; www.aamanet.org.

3. AAPFCO - Association of American Plant Food Control Officials; www.aapfco.org.

4. AASHTO - American Association of State Highway and Transportation Officials; www.transportation.org.

5. AATCC - American Association of Textile Chemists and Colorists; www.aatcc.org .

6. ABMA - American Bearing Manufacturers Association;
www.americanbearings.org.

7. ABMA - American Boiler Manufacturers Association; www.abma.com.

8. ACI - American Concrete Institute; (Formerly: ACI International); www.concrete.org

9. ACPA - American Concrete Pipe Association; www.concrete-pipe.org .

10. AEIC - Association of Edison Illuminating Companies, Inc. (The); www.aeic.org.

11. AF&PA - American Forest & Paper Association; www.afandpa.org.

12. AGA - American Gas Association; www.aga.org.

13. AHAM - Association of Home Appliance Manufacturers; www.aham.org.

14. AHRI - Air-Conditioning, Heating, and Refrigeration Institute (The); www.ahrinet.org.

15. AI - Asphalt Institute; www.asphaltinstitute.org.

16. AIA - American Institute of Architects (The); www.aia.org.

17. AISC - American Institute of Steel Construction; www.aisc.org.

18. AISI - American Iron and Steel Institute; www.steel.org.

19. AITC - American Institute of Timber Construction; www.aitc-glulam.org.

20. AMCA - Air Movement and Control Association International, Inc.; www.amca.org.

21. ANSI - American National Standards Institute; www.ansi.org.

Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 REFERENCES - 014200 - 3

22. AOSA - Association of Official Seed Analysts, Inc.; www.aosaseed.com.

23. APA - APA - The Engineered Wood Association; www.apawood.org .

24. APA - Architectural Precast Association; www.archprecast.org.

25. API - American Petroleum Institute; www.api.org.

26. ARI - Air-Conditioning & Refrigeration Institute; (See AHRI).

27. ARI - American Refrigeration Institute; (See AHRI).

28. ARMA - Asphalt Roofing Manufacturers Association; www.asphaltroofing.org.

29. ASCE - American Society of Civil Engineers; www.asce.org.

30. ASCE/SEI - American Society of Civil Engineers/Structural Engineering Institute; (See ASCE).

31. ASHRAE - American Society of Heating, Refrigerating and Air-Conditioning Engineers; www.ashrae.org.

32. ASME - ASME International; (American Society of Mechanical Engineers); www.asme.org.

33. ASSE - American Society of Safety Engineers (The); www.asse.org.

34. ASSE - American Society of Sanitary Engineering; www.asse-plumbing.org.

35. ASTM - ASTM International; www.astm.org.

36. ATIS - Alliance for Telecommunications Industry Solutions; www.atis.org.

37. AWEA - American Wind Energy Association; www.awea.org.

38. AWI - Architectural Woodwork Institute; www.awinet.org.

39. AWMAC - Architectural Woodwork Manufacturers Association of Canada; www.awmac.com.

40. AWPA - American Wood Protection Association; www.awpa.com.

41. AWS - American Welding Society; www.aws.org.

42. AWWA - American Water Works Association; www.awwa.org.

43. BHMA - Builders Hardware Manufacturers Association; www.buildershardware.com.

44. BIA - Brick Industry Association (The); www.gobrick.com.

45. BICSI - BICSI, Inc.; www.bicsi.org.

46. BIFMA - BIFMA International; (Business and Institutional Furniture Manufacturer's Association); www.bifma.org.

47. BISSC - Baking Industry Sanitation Standards Committee; www.bissc.org.

48. CDA - Copper Development Association; www.copper.org.

49. CE - Conformite Europeenne; http://ec.europa.eu/growth/single-market/ce- marking/

50. CEA - Canadian Electricity Association; www.electricity.ca.

51. CEA - Consumer Electronics Association; www.ce.org .

52. CFFA - Chemical Fabrics and Film Association, Inc.; www.chemicalfabricsandfilm.com.

53. CFSEI - Cold-Formed Steel Engineers Institute; www.cfsei.org .

54. CGA - Compressed Gas Association; www.cganet.com.

55. CIMA - Cellulose Insulation Manufacturers Association; www.cellulose.org .

56. CISCA - Ceilings & Interior Systems Construction Association; www.cisca.org.

57. CISPI - Cast Iron Soil Pipe Institute; www.cispi.org.

58. CLFMI - Chain Link Fence Manufacturers Institute; www.chainlinkinfo.org.

59. CPA - Composite Panel Association; www.pbmdf.com.

60. CRI - Carpet and Rug Institute (The); www.carpet-rug.org.

61. CRRC - Cool Roof Rating Council; www.coolroofs.org.

62. CRSI - Concrete Reinforcing Steel Institute; www.crsi.org.

63. CSA - CSA Group; www.csa.ca.

Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 REFERENCES - 014200 - 4

64. CSA - CSA International; (Formerly: IAS - International Approval Services); www.csa-international.org.

65. CSI - Construction Specifications Institute (The); www.csinet.org.

66. CSSB - Cedar Shake & Shingle Bureau; www.cedarbureau.org.

67. CTI - Cooling Technology Institute; (Formerly: Cooling Tower Institute); www.cti.org.

68. CWC - Composite Wood Council; (See CPA).

69. DASMA - Door and Access Systems Manufacturers Association; www.dasma.com.

70. DHI - Door and Hardware Institute; www.dhi.org.

71. ECA - Electronic Components Association; (See ECIA).

72. ECAMA - Electronic Components Assemblies & Materials Association; (See ECIA).

73. ECIA - Electronic Components Industry Association; www.eciaonline.org.

74. EIA - Electronic Industries Alliance; (See TIA).

75. EIMA - EIFS Industry Members Association; www.eima.com.

76. EJMA - Expansion Joint Manufacturers Association, Inc.; www.ejma.org.

77. ESD - ESD Association; (Electrostatic Discharge Association); www.esda.org .

78. ESTA - Entertainment Services and Technology Association; (See PLASA).

79. ETL - Intertek (See Intertek); www.intertek.com.

80. EVO - Efficiency Valuation Organization; www.evo-world.org.

81. FCI - Fluid Controls Institute; www.fluidcontrolsinstitute.org.

82. FM Approvals - FM Approvals LLC; www.fmglobal.com.

83. FM Global - FM Global; (Formerly: FMG - FM Global); www.fmglobal.com.

84. FSA - Fluid Sealing Association; www.fluidsealing.com.

85. FSC - Forest Stewardship Council U.S.; www.fscus.org.

86. GA - Gypsum Association; www.gypsum.org.

87. GANA - Glass Association of North America; www.glasswebsite.com.

88. GS - Green Seal; www.greenseal.org.

89. HI - Hydraulic Institute; www.pumps.org.

90. HI/GAMA - Hydronics Institute/Gas Appliance Manufacturers Association; (See AHRI).

91. HMMA - Hollow Metal Manufacturers Association; (See NAAMM).

92. HPVA - Hardwood Plywood & Veneer Association; www.hpva.org.

93. HPW - H. P. White Laboratory, Inc.; www.hpwhite.com.

94. IAPSC- International Association of Professional Security Consultants; www.iapsc.org.

95. IAS - International Accreditation Service; www.iasonline.org.

96. IAS - International Approval Services; (See CSA).

97. ICBO - International Conference of Building Officials; (See ICC).

98. ICC - International Code Council; www.iccsafe.org.

99. ICEA - Insulated Cable Engineers Association, Inc.; www.icea.net. 100. ICPA - International Cast Polymer Alliance; www.icpa-hq.org. 101. ICRI - International Concrete Repair Institute, Inc.; www.icri.org. 102. IEC - International Electrotechnical Commission; www.iec.ch . 103. IEEE - Institute of Electrical and Electronics Engineers, Inc. (The); www.ieee.org. 104. IES - Illuminating Engineering Society; (Formerly: Illuminating Engineering Society of North America); www.ies.org.
105. IESNA - Illuminating Engineering Society of North America; (See IES). 106. IEST - Institute of Environmental Sciences and Technology; www.iest.org . 107. IGMA - Insulating Glass Manufacturers Alliance; www.igmaonline.org.

Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 REFERENCES - 014200 - 5
108. IGSHPA - International Ground Source Heat Pump Association; www.igshpa.okstate.edu.
109. ILI - Indiana Limestone Institute of America, Inc.; www.iliai.com. 110. Intertek - Intertek Group; (Formerly: ETL SEMCO; Intertek Testing Service NA); www.intertek.com.
111. ISA - International Society of Automation (The); (Formerly: Instrumentation, Systems, and Automation Society); www.isa.org.
112. ISAS - Instrumentation, Systems, and Automation Society (The); (See ISA). 113. ISFA - International Surface Fabricators Association; (Formerly: International Solid Surface Fabricators Association); www.isfanow.org. 114. ISO - International Organization for Standardization; www.iso.org. 115. ISSFA - International Solid Surface Fabricators Association; (See ISFA). 116. ITU - International Telecommunication Union; www.itu.int/home. 117. KCMA - Kitchen Cabinet Manufacturers Association; www.kcma.org . 118. LMA - Laminating Materials Association; (See CPA). 119. LPI - Lightning Protection Institute; www.lightning.org. 120. MBMA - Metal Building Manufacturers Association; www.mbma.com. 121. MCA - Metal Construction Association; www.metalconstruction.org. 122. MFMA - Maple Flooring Manufacturers Association, Inc.; www.maplefloor.org. 123. MFMA - Metal Framing Manufacturers Association, Inc.; www.metalframingmfg.org.
124. MHIA - Material Handling Industry of America; www.mhia.org. 125. MIA - Marble Institute of America; www.marble-institute.com. 126. MMPA - Moulding & Millwork Producers Association; www.wmmpa.com. 127. MPI - Master Painters Institute; www.paintinfo.com. 128. MSS - Manufacturers Standardization Society of The Valve and Fittings Industry Inc.; www.mss-hq.org.
129. NAAMM - National Association of Architectural Metal Manufacturers; www.naamm.org.
130. NACE - NACE International; (National Association of Corrosion Engineers International); www.nace.org.
131. NADCA - National Air Duct Cleaners Association; www.nadca.com. 132. NAIMA - North American Insulation Manufacturers Association; www.naima.org. 133. NBGQA - National Building Granite Quarries Association, Inc.; www.nbgqa.com. 134. NBI - New Buildings Institute; www.newbuildings.org. 135. NCAA - National Collegiate Athletic Association (The); www.ncaa.org. 136. NCMA - National Concrete Masonry Association; www.ncma.org. 137. NEBB - National Environmental Balancing Bureau; www.nebb.org. 138. NECA - National Electrical Contractors Association; www.necanet.org. 139. NeLMA - Northeastern Lumber Manufacturers Association; www.nelma.org. 140. NEMA - National Electrical Manufacturers Association; www.nema.org. 141. NETA - InterNational Electrical Testing Association; www.netaworld.org. 142. NFPA - National Fire Protection Association; www.nfpa.org. 143. NFPA - NFPA International; (See NFPA).
144. NFRC - National Fenestration Rating Council; www.nfrc.org. 145. NHLA - National Hardwood Lumber Association; www.nhla.com. 146. NLGA - National Lumber Grades Authority; www.nlga.org. 147. NOFMA - National Oak Flooring Manufacturers Association; (See NWFA). 148. NOMMA - National Ornamental & Miscellaneous Metals Association; www.nomma.org.
149. NRCA - National Roofing Contractors Association; www.nrca.net.

Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 REFERENCES - 014200 - 6
150. NRMCA - National Ready Mixed Concrete Association; www.nrmca.org. 151. NSF - NSF International; www.nsf.org.
152. NSPE - National Society of Professional Engineers; www.nspe.org. 153. NSSGA - National Stone, Sand & Gravel Association; www.nssga.org. 154. NTMA - National Terrazzo & Mosaic Association, Inc. (The); www.ntma.com. 155. NWFA - National Wood Flooring Association; www.nwfa.org. 156. PCI - Precast/Prestressed Concrete Institute; www.pci.org. 157. PDI - Plumbing & Drainage Institute; www.pdionline.org. 158. PLASA - PLASA; (Formerly: ESTA - Entertainment Services and Technology Association); http://www.plasa.org.
159. RCSC - Research Council on Structural Connections; www.boltcouncil.org. 160. RFCI - Resilient Floor Covering Institute; www.rfci.com. 161. RIS - Redwood Inspection Service; www.redwoodinspection.com. 162. SAE - SAE International; www.sae.org.
163. SCTE - Society of Cable Telecommunications Engineers; www.scte.org. 164. SDI - Steel Deck Institute; www.sdi.org.
165. SDI - Steel Door Institute; www.steeldoor.org.
166. SEFA - Scientific Equipment and Furniture Association (The); www.sefalabs.com. 167. SEI/ASCE - Structural Engineering Institute/American Society of Civil Engineers; (See ASCE).
168. SIA - Security Industry Association; www.siaonline.org. 169. SJI - Steel Joist Institute; www.steeljoist.org.
170. SMA - Screen Manufacturers Association; www.smainfo.org. 171. SMACNA - Sheet Metal and Air Conditioning Contractors' National Association; www.smacna.org.
172. SPFA - Spray Polyurethane Foam Alliance; www.sprayfoam.org. 173. SPIB - Southern Pine Inspection Bureau; www.spib.org. 174. SPRI - Single Ply Roofing Industry; www.spri.org.
175. SRCC - Solar Rating & Certification Corporation; www.solar-rating.org. 176. SSINA - Specialty Steel Industry of North America; www.ssina.com. 177. SSPC - SSPC: The Society for Protective Coatings; www.sspc.org . 178. STI - Steel Tank Institute; www.steeltank.com.
179. SWI - Steel Window Institute; www.steelwindows.com. 180. SWPA - Submersible Wastewater Pump Association; www.swpa.org. 181. TCA - Tilt-Up Concrete Association; www.tilt-up.org. 182. TCNA - Tile Council of North America, Inc.; www.tileusa.com. 183. TEMA - Tubular Exchanger Manufacturers Association, Inc.; www.tema.org . 184. TIA - Telecommunications Industry Association (The); (Formerly: TIA/EIA - Telecommunications Industry Association/Electronic Industries Alliance); www.tiaonline.org.
185. TIA/EIA - Telecommunications Industry Association/Electronic Industries Alliance; (See TIA).
186. TMS - The Masonry Society; www.masonrysociety.org. 187. TPI - Truss Plate Institute; www.tpinst.org .
188. TPI - Turfgrass Producers International; www.turfgrasssod.org. 189. TRI - Tile Roofing Institute; www.tileroofing.org. 190. UL - Underwriters Laboratories Inc.; http://www.ul.com. 191. UNI - Uni-Bell PVC Pipe Association; www.uni-bell.org. 192. USGBC - U.S. Green Building Council; www.usgbc.org. 193. USITT - United States Institute for Theatre Technology, Inc.; www.usitt.org.

Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 REFERENCES - 014200 - 7
194. WA - Wallcoverings Association; www.wallcoverings.org 195. WASTEC - Waste Equipment Technology Association; www.wastec.org. 196. WCLIB - West Coast Lumber Inspection Bureau; www.wclib.org. 197. WCMA - Window Covering Manufacturers Association; www.wcmanet.org. 198. WDMA - Window & Door Manufacturers Association; www.wdma.com. 199. WI - Woodwork Institute; www.wicnet.org.
200. WSRCA - Western States Roofing Contractors Association; www.wsrca.com. 201. WWPA - Western Wood Products Association; www.wwpa.org.

C. Code Agencies: Where abbreviations and acronyms are used in Specifications or other Contract Documents, they shall mean the recognized name of the entities in the following list. This information is believed to be accurate as of the date of the Contract Documents.

1. IAPMO - International Association of Plumbing and Mechanical Officials; www.iapmo.org.

2. ICC - International Code Council; www.iccsafe.org.

3. ICC-ES - ICC Evaluation Service, LLC; www.icc-es.org.

D. Federal Government Agencies: Where abbreviations and acronyms are used in Specifications or other Contract Documents, they shall mean the recognized name of the entities in the following list. Information is subject to change and is up to date as of the date of the Contract Documents.

1. COE - Army Corps of Engineers; www.usace.army.mil.

2. CPSC - Consumer Product Safety Commission; www.cpsc.gov.

3. DOC - Department of Commerce; National Institute of Standards and Technology; www.nist.gov.

4. DOD - Department of Defense; www.quicksearch.dla.mil.

5. DOE - Department of Energy; www.energy.gov.

6. EPA - Environmental Protection Agency; www.epa.gov.

7. FAA - Federal Aviation Administration; www.faa.gov.

8. FG - Federal Government Publications; www.gpo.gov/fdsys.

9. GSA - General Services Administration; www.gsa.gov.

10. HUD - Department of Housing and Urban Development; www.hud.gov.

11. LBL - Lawrence Berkeley National Laboratory; Environmental Energy Technologies Division; www.eetd.lbl.gov.

12. OSHA - Occupational Safety & Health Administration; www.osha.gov.

13. SD - Department of State; www.state.gov.

14. TRB - Transportation Research Board; National Cooperative Highway Research Program; The National Academies; www.trb.org.

15. USDA - Department of Agriculture; Agriculture Research Service; U.S. Salinity Laboratory; www.ars.usda.gov.

16. USDA - Department of Agriculture; Rural Utilities Service; www.usda.gov.

17. USDOJ - Department of Justice; Office of Justice Programs; National Institute of Justice; www.ojp.usdoj.gov.

18. USP - U.S. Pharmacopeial Convention; www.usp.org.

19. USPS - United States Postal Service; www.usps.com.

E. Standards and Regulations: Where abbreviations and acronyms are used in Specifications or other Contract Documents, they shall mean the recognized name of Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 REFERENCES - 014200 - 8
the standards and regulations in the following list. This information is subject to change and is believed to be accurate as of the date of the Contract Documents.

1. CFR - Code of Federal Regulations; Available from Government Printing Office; www.gpo.gov/fdsys.

2. DOD - Department of Defense; Military Specifications and Standards; Available from DLA Document Services; www.quicksearch.dla.mil.

3. DSCC - Defense Supply Center Columbus; (See FS).

4. FED-STD - Federal Standard; (See FS).

5. FS - Federal Specification; Available from DLA Document Services; www.quicksearch.dla.mil.
a. Available from Defense Standardization Program; www.dsp.dla.mil. b. Available from General Services Administration; www.gsa.gov. c. Available from National Institute of Building Sciences/Whole Building Design Guide; www.wbdg.org/ccb.

6. MILSPEC - Military Specification and Standards; (See DOD).

7. USAB - United States Access Board; www.access-board.gov.

8. USATBCB - U.S. Architectural & Transportation Barriers Compliance Board; (See USAB).

F. State Government Agencies: Where abbreviations and acronyms are used in Specifications or other Contract Documents, they shall mean the recognized name of the entities in the following list. This information is subject to change and is believed to be accurate as of the date of the Contract Documents.

1. CBHF; State of California; Department of Consumer Affairs; Bureau of Electronic and Appliance Repair, Home Furnishings and Thermal Insulation; www.bearhfti.ca.gov.

2. CCR; California Code of Regulations; Office of Administrative Law; California Title 24 Energy Code; www.calregs.com.

3. CDHS; California Department of Health Services; (See CDPH).

4. CDPH; California Department of Public Health; Indoor Air Quality Program; www.cal-iaq.org.

5. CPUC; California Public Utilities Commission; www.cpuc.ca.gov.

6. SMAQMD; Sacramento Metro Air Quality Management District; www.airquality.org.

PART 2 - PRODUCTS (Not Used)
PART 3 - EXECUTION (Not Used)
END OF SECTION 014200
Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 PRODUCT REQUIREMENTS - 016000 - 1
SECTION 016000 - PRODUCT REQUIREMENTS
PART 1 - GEN
ERAL

1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and other Division 01 Spec. Sections, apply to this Section.

1.2 SUMMARY
A. Section includes administrative and procedural requirements for selection of products for use in Project; product delivery, storage, and handling; manufacturers' standard warranties on products; special warranties; and comparable products.

B. Related Requirements:

1. Section 012500 "Substitution Procedures" for requests for substitutions.

2. Section 014200 "References" for applicable industry standards for products specified.

3. Section 017700 Closeout Procedures for information on submittal times.

1.3 DEFINITIONS
A. Products: Items obtained for incorporating into the Work, whether purchased for Project or taken from previously purchased stock. The term "product" includes the terms "material," "equipment," "system," and terms of similar intent.

1. Named Products: Items identified by manufacturer's product name, including make or model number or other designation shown or listed in manufacturer's published product literature that is current as of date of the Contract Documents.

2. New Products: Items that have not previously been incorporated into another project or facility. Products salvaged or recycled from other projects are not considered new products.

3. Comparable Product: Product that is demonstrated and approved by Architect through submittal process to have the indicated qualities related to type, function, dimension, in-service performance, physical properties, appearance, and other characteristics that equal or exceed those of specified product.

B. Basis-of-Design Product Specification: A specification in which a single manufacturer's product is named and accompanied by the words "basis-of-design product," including make or model number or other designation. In addition to the basis-of-design product description, product attributes and characteristics may be listed to establish the significant qualities related to type, function, in-service performance and physical properties, weight, dimension, durability, visual characteristics, and other special Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 PRODUCT REQUIREMENTS - 016000 - 2
features and requirements for purposes of evaluating comparable products of addit
ional manufacturers named in the specification.

C. Subject to Compliance with Requirements: Where the phrase "Subject to compliance with requirements" introduces a product selection procedure in an individual Specification Section, provide products qualified under the specified product procedure. In the event that a named product or product by a named manufacturer does not meet the other requirements of the specifications, select another named product or product from another named manufacturer that does meet the requirements of the specifications. Submit a comparable product request, if applicable.

1.4 ACTION SUBMITTALS
A. Comparable Product Request Submittal: Submit request for consideration of each comparable product. Identify basis-of-design product or fabrication or installation method to be replaced. Include Specification Section number and title and Drawing numbers and titles.

1. Include data to indicate compliance with the requirements specified in "Comparable Products" Article.

2. Architect's Action: If necessary, Architect will request additional information or documentation for evaluation within seven days of receipt of a comparable product request. Architect will notify Contractor through Construction Manager of approval or rejection of proposed comparable product request within 15 days of receipt of request, or seven days of receipt of additional information or documentation, whichever is later.
a. Form of Architect's Approval of Submittal: As specified in Section 013300 "Submittal Procedures."
b. Use product specified if Architect does not issue a decision on use of a comparable product request within time allocated.

B. Basis-of-Design Product Specification Submittal: Comply with requirements in Section 013300 "Submittal Procedures." Show compliance with requirements.

1.5 QUALITY ASSURANCE
A. Compatibility of Options: If Contractor is given option of selecting between two or more products for use on Project, select product compatible with products previously selected, even if previously selected products were also options.

1. Each contractor is responsible for providing products and construction methods compatible with products and construction methods of other contractors.

2. If a dispute arises between contractors over concurrently selectable but incompatible products, Architect will determine which products shall be used.

B. Identification of Products: Except for required labels and operating data, do not attach or imprint manufacturer or product names or trademarks on exposed surfaces of Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 PRODUCT REQUIREMENTS - 016000 - 3
products or equipment that will be exposed to view in occupied spaces or on the exterior.

1. Lab
els: Locate required product labels and stamps on a concealed surface, or, where required for observation following installation, on a visually accessible surface that is not conspicuous.

2. Equipment Nameplates: Provide a permanent nameplate on each item of service-connected or power-operated equipment. Locate on a visually accessible but inconspicuous surface. Include information essential for operation, including the following:
a. Name of product and manufacturer.
b. Model and serial number.
c. Capacity.
d. Speed.
e. Ratings.

3. See individual identification sections in Divisions 15 and 16 for additional identification requirements.

1.6 PRODUCT DELIVERY, STORAGE, AND HANDLING
A. Deliver, store, and handle products using means and methods that will prevent damage, deterioration, and loss, including theft and vandalism. Comply with manufacturer's written instructions.

B. Delivery and Handling:

1. Schedule delivery to minimize long-term storage at Project site and to prevent overcrowding of construction spaces.

2. Coordinate delivery with installation time to ensure minimum holding time for items that are flammable, hazardous, easily damaged, or sensitive to deterioration, theft, and other losses.

3. Deliver products to Project site in an undamaged condition in manufacturer's original sealed container or other packaging system, complete with labels and instructions for handling, storing, unpacking, protecting, and installing.

4. Inspect products on delivery to determine compliance with the Contract Documents and to determine that products are undamaged and protected.

C. Storage:

1. Store products to allow for inspection and measurement of quantity of units.

2. Store materials in a manner that will not endanger Project structure.

3. Store products that are subject to damage by the elements, under cover in a weathertight enclosure above ground, with ventilation adequate to prevent condensation.

4. Protect foam plastic from exposure to sunlight, except to extent necessary for period of installation and concealment.

5. Comply with product manufacturer's written instructions for temperature, humidity, ventilation, and weather-protection requirements for storage.

Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 PRODUCT REQUIREMENTS - 016000 - 4

6. Protect stored products from damage and liquids from freezing.

7. Provi
de a secure location and enclosure at Project site for storage of materials and equipment by Owner's construction forces. Coordinate location with Owner.

1.7 PRODUCT WARRANTIES
A. Warranties specified in other Sections shall be in addition to, and run concurrent with, other warranties required by the Contract Documents. Manufacturer's disclaimers and limitations on product warranties do not relieve Contractor of obligations under requirements of the Contract Documents.

1. Manufacturer's Warranty: Written warranty furnished by individual manufacturer for a particular product and specifically endorsed by manufacturer to Owner.

2. Special Warranty: Written warranty required by the Contract Documents to provide specific rights for Owner.

B. Special Warranties: Prepare a written document that contains appropriate terms and identification, ready for execution.

1. Manufacturer's Standard Form: Modified to include Project-specific information and properly executed.

2. Specified Form: When specified forms are included with the Specifications, prepare a written document using indicated form properly executed.

3. See other Sections for specific content requirements and particular requirements for submitting special warranties.

C. Submittal Time: Comply with requirements in Section 017700 "Closeout Procedures." PART 2 - PRODUCTS

2.1 PRODUCT SELECTION PROCEDURES
A. General Product Requirements: Provide products that comply with the Contract Documents, are undamaged and, unless otherwise indicated, are new at installation.

1. Provide products complete with accessories, trim, finish, fasteners, and other items needed for a complete installation and indicated use and effect.

2. Standard Products: If available, and unless custom products or nonstandard options are specified, provide standard products of types that have been produced and used successfully in similar situations on other projects.

3. Owner reserves the right to limit selection to products with warranties meeting requirements of the Contract Documents.

4. Where products are accompanied by the term "as selected," Architect will select.

5. Descriptive, performance, and reference standard requirements in the Specifications establish salient characteristics of products.

B. Product Selection Procedures:

1. Limited List of Products: Where Specifications include a list of names of both manufacturers
and products, provide one of the products listed that complies with requirements. Comparable products or substitutions for Contractor's convenience will be considered unless otherwise indicated.
a. Limited list of products may be indicated by the phrase: "Subject to compliance with requirements, provide one of the following:
"

2. Non-Limited List of Products: Where Specifications include a list of names of both available manufacturers and products, provide one of the products listed, or an unnamed product, which complies with requirements.
a. Non-limited list of products is indicated by the phrase: "Subject to compliance with requirements, available products that may be incorporated in the Work include, but are not limited to, the following:
"

3. Limited List of Manufacturers: Where Specifications include a list of manufacturers' names, provide a product by one of the manufacturers listed that complies with requirements. Comparable products or substitutions for Contractor's convenience will be considered unless otherwise indicated. a. Limited list of manufacturers is indicated by the phrase: "Subject to compliance with requirements, provide products by one of the following:
"

4. Non-Limited List of Manufacturers: Where Specifications include a list of available manufacturers, provide a product by one of the manufacturers listed, or a product by an unnamed manufacturer, which complies with requirements. a. Non-limited list of manufacturers is indicated by the phrase: "Subject to compliance with requirements, available manufacturers whose products may be incorporated in the Work include, but are not limited to, the following:
"

5. Basis-of-Design Product: Where Specifications name a product, or refer to a product indicated on Drawings, and include a list of manufacturers, provide the specified or indicated product or a comparable product by one of the other named manufacturers. Drawings and Specifications indicate sizes, profiles, dimensions, and other characteristics that are based on the product named.

Comply with requirements in "Comparable Products" Article for consideration of an unnamed product by one of the other named manufacturers. a. For approval of products by unnamed manufacturers, comply with requirements in Section 012500 "Substitution Procedures" for substitutions for convenience.

C. Visual Matching Specification: Where Specifications require "match Architect's sample," provide a product that complies with requirements and matches Architect's sample. Architect's decision will be final on whether a proposed product matches.

1. If no product available within specified category matches and complies with other specified
requirements, comply with requirements in Section 012500 "Substitution Procedures" for proposal of product.

D. Visual Selection Specification: Where Specifications include the phrase "as selected by Architect from manufacturer's full range" or similar phrase, select a product that complies with requirements. Architect will select color, gloss, pattern, density, or texture from manufacturer's product line.

2.2 COMPARABLE PRODUCTS
A. Conditions for Consideration of Comparable Products: Architect will consider Contractor's request for comparable product when the following conditions are satisfied. If the following conditions are not satisfied, Architect may return requests without action, except to record noncompliance with these requirements:

1. Evidence that proposed product does not require revisions to the Contract Documents, is consistent with the Contract Documents, will produce the indicated results, and is compatible with other portions of the Work. Detailed comparison of significant qualities of proposed product with those named in the Specifications. Significant product qualities include attributes such as type, function, in-service performance and physical properties, weight, dimension, durability, visual characteristics, and other specific features and requirements.

2. Evidence that proposed product provides specified warranty.

3. List of similar installations for completed projects with project names and addresses and names and addresses of architects and owners, if requested.

4. Samples, if requested.

B. Submittal Requirements: Approval of Contractor's request for use of comparable product is not intended to satisfy other submittal requirements. Comply with specified submittal requirements.

PART 3 - EXECUTION (Not Used)
END OF SECTION 016000
Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024
EXECUTION - 017300 - 1
SECTION 017300 - EXECUTION
PART 1 - GENERAL

1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and other Division 01 Specification Sections, apply to this Section.

1.2 SUMMARY
A. Section includes general administrative and procedural requirements governing execution of the Work including, but not limited to, the following:

1. Construction layout.

2. Field engineering and surveying.

3. Installation of the Work.

4. Cutting and patching.

5. Coordination of Owner-installed products.

6. Progress cleaning.

7. Starting and adjusting.

8. Protection of installed construction.

B. Related Requirements:

1. Section 011000 "Summary" for limits on use of Project site.

2. Section 013300 "Submittal Procedures" for submitting surveys.

3. Section 017700 "Closeout Procedures" for submitting final property survey with Project Record Documents, recording of Owner-accepted deviations from indicated lines and levels, replacing defective work, and final cleaning.

1.3 DEFINITIONS
A. Cutting: Removal of in-place construction necessary to permit installation or performance of subsequent work.

B. Patching: Fitting and repair work required to restore construction to original conditions after installation of subsequent work.

1.4 PREINSTALLATION MEETINGS
A. Cutting and Patching Conference: Conduct conference at Project site.

1. Prior to submitting cutting and patching plan, review extent of cutting and patching anticipated and examine procedures for ensuring satisfactory result Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 EXECUTION - 017300 - 2
from cutting and patching work. Require representatives of each entity directly concerned with cutting and patching to attend, including the following:
a. Contractor's superintendent.
b. Trade supervisor responsible for cutting operations. c. Trade supervisor(s) responsible for patching of each type of substrate. d. Mechanical and electrical subcontractors' supervisors, to the extent each trade is affecting by cutting and patching operations.

2. Review areas of potential interference and conflict. Coordinate procedures and resolve potential conflicts before proceeding.

1.5 INFORMATIONAL SUBMITTALS
A. Qualification Data: For professional engineer.

B. Certificates: Submit certificate signed by professional engineer certifying that location and elevation of improvements comply with requirements.

C. Cutting and Patching Plan: Submit plan describing procedures at least 10 days prior to the time cutting and patching will be performed. Include the following information:

1. Extent: Describe reason for and extent of each occurrence of cutting and patching.

2. Changes to In-Place Construction: Describe anticipated results. Include changes to structural elements and operating components as well as changes in building appearance and other significant visual elements.

3. Products: List products to be used for patching and firms or entities that will perform patching work.

4. Dates: Indicate when cutting and patching will be performed.

5. Utilities and Mechanical and Electrical Systems: List services and systems that cutting and patching procedures will disturb or affect. List services and systems that will be relocated and those that will be temporarily out of service. Indicate length of time permanent services and systems will be disrupted.
a. Include description of provisions for temporary services and systems during interruption of permanent services and systems.

D. Landfill Receipts: Submit copy of receipts issued by a landfill facility, licensed to accept hazardous materials, for hazardous waste disposal.

E. Certified Surveys: Submit two copies signed by land surveyor.

F. Final Property Survey: Submit 10 copies showing the Work performed and record survey data.

Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 EXECUTION - 017300 - 3

1.6 QUALITY ASSURANCE
A. Land Surveyor Qualifications: A professional land surveyor who is legally qualified to practice in jurisdiction where Project is located and who is experienced in providing land-surveying services of the kind indicated.

B. Cutting and Patching: Comply with requirements for and limitations on cutting and patching of construction elements.

1. Structural Elements: When cutting and patching structural elements, notify Architect of locations and details of cutting and await directions from Architect before proceeding. Shore, brace, and support structural elements during cutting and patching. Do not cut and patch structural elements in a manner that could change their load-carrying capacity or increase deflection.

2. Operational Elements: Do not cut and patch operating elements and related components in a manner that results in reducing their capacity to perform as intended or that results in increased maintenance or decreased operational life or safety. Operational elements include the following:
a. Primary operational systems and equipment.
b. Fire-suppression systems.
c. Plumbing piping systems.
d. Mechanical systems piping and ducts.
e. Communication systems.
f. Fire-detection and -alarm systems.
g. Electrical wiring systems.
h. Operating systems of special construction.

3. Other Construction Elements: Do not cut and patch other construction elements or components in a manner that could change their load-carrying capacity, that results in reducing their capacity to perform as intended, or that results in increased maintenance or decreased operational life or safety. Other construction elements include but are not limited to the following:
a. Water, moisture, or vapor barriers.
b. Membranes and flashings.
c. Equipment supports.
d. Piping, ductwork, vessels, and equipment.
e. Noise- and vibration-control elements and systems.

4. Visual Elements: Do not cut and patch construction in a manner that results in visual evidence of cutting and patching. Do not cut and patch exposed construction in a manner that would, in Architect's opinion, reduce the building's aesthetic qualities. Remove and replace construction that has been cut and patched in a visually unsatisfactory manner.

C. Manufacturer's Installation Instructions: Obtain and maintain on-site manufacturer's written recommendations and instructions for installation of products and equipment.

2.1 MATERIALS
A. General: Comply with requirements specified in other Sections.

1. For projects requiring compliance with sustainable design and construction practices and procedures, use products for patching that comply with sustainable design requirements.

B. In-Place Materials: Use materials for patching identical to in-place materials. For exposed surfaces, use materials that visually match in-place adjacent surfaces to the fullest extent possible.

1. If identical materials are unavailable or cannot be used, use materials that, when installed, will provide a match acceptable to Architect for the visual and functional performance of in- place materials.

PART 3 - EXECUTION

3.1 EXAMINATION
A. Existing Conditions: The existence and location of utilities and construction indicated as existing are not guaranteed. Before beginning sitework, investigate and verify the existence and location of underground utilities and other construction affecting the Work.

B. Examination and Acceptance of Conditions: Before proceeding with each component of the Work, examine substrates, areas, and conditions, with Installer or Applicator present where indicated, for compliance with requirements for installation tolerances and other conditions affecting performance.

Record observations.

1. Examine roughing-in for mechanical and electrical systems to verify actual locations of connections before equipment and fixture installation.

2. Examine walls, floors, and roofs for suitable conditions where products and systems are to be installed.

3. Verify compatibility with and suitability of substrates, including compatibility with existing finishes or primers.

C. Written Report: Where a written report listing conditions detrimental to performance of the Work is required by other Sections, include the following:

1. Description of the Work.

2. List of detrimental conditions, including substrates.

3. List of unacceptable installation tolerances.

4. Recommended corrections.

Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 EXECUTION - 017300 - 5
D. Proceed with installation only after unsatisfactory conditions have been corrected. Proceeding with the Work indicates acceptance of surfaces and conditions.

3.2 PREPARATION
A. Field Measurements: Take field measurements as required to fit the Work properly. Recheck measurements before installing each product. Where portions of the Work are indicated to fit to other construction, verify dimensions of other construction by field measurements before fabrication.

Coordinate fabrication schedule with construction progress to avoid delaying the Work.

B. Space Requirements: Verify space requirements and dimensions of items shown diagrammatically on Drawings.

C. Review of Contract Documents and Field Conditions: Immediately on discovery of the need for clarification of the Contract Documents caused by differing field conditions outside the control of Contractor, submit a request for information to Architect according to requirements in Section 013100 "Project Management and Coordination."

3.3 CONSTRUCTION LAYOUT
A. Verification: Before proceeding to lay out the Work, verify layout information shown on Drawings, in relation to the property survey and existing benchmarks. If discrepancies are discovered, notify Architect and Construction Manager promptly.

B. General: Engage a professional engineer to lay out the Work using accepted surveying practices.

1. Establish benchmarks and control points to set lines and levels at each story of construction and elsewhere as needed to locate each element of Project.

2. Establish limits on use of Project site.

3. Establish dimensions within tolerances indicated. Do not scale Drawings to obtain required dimensions.

4. Inform installers of lines and levels to which they must comply.

5. Check the location, level and plumb, of every major element as the Work progresses.

6. Notify Architect and Construction Manager when deviations from required lines and levels exceed allowable tolerances.

3.4 INSTALLATION
A. General: Locate the Work and components of the Work accurately, in correct alignment and elevation, as indicated.

1. Make vertical work plumb and make horizontal work level.

2. Where space is limited, install components to maximize space available for maintenance and ease of removal for replacement.

3. Conceal pipes, ducts, and wiring in finished areas unless otherwise indicated.

Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 EXECUTION - 017300 - 6

4. Maintain minimum headroom clearance of 96 inches in occupied spaces and 90 inches in unoccupied spaces.

B. Compl
y with manufacturer's written instructions and recommendations for installing products in applications indicated.

C. Install products at the time and under conditions that will ensure the best possible results. Maintain conditions required for product performance until Substantial Completion.

D. Conduct construction operations so no part of the Work is subjected to damaging operations or loading in excess of that expected during normal conditions of occupancy.

E. Sequence the Work and allow adequate clearances to accommodate movement of construction items on site and placement in permanent locations.

F. Tools and Equipment: Where possible, select tools or equipment that minimize production of excessive noise levels.

G. Templates: Obtain and distribute to the parties involved templates for work specified to be factory prepared and field installed. Check Shop Drawings of other portions of the Work to confirm that adequate provisions are made for locating and installing products to comply with indicated requirements.

H. Attachment: Provide blocking and attachment plates and anchors and fasteners of adequate size and number to securely anchor each component in place, accurately located and aligned with other portions of the Work. Where size and type of attachments are not indicated, verify size and type required for load conditions.

1. Mounting Heights: Where mounting heights are not indicated, mount components at heights directed by Architect.

2. Allow for building movement, including thermal expansion and contraction.

3. Coordinate installation of anchorages. Furnish setting drawings, templates, and directions for installing anchorages, including sleeves, concrete inserts, anchor bolts, and items with integral anchors, that are to be embedded in concrete or masonry. Deliver such items to Project site in time for installation.

I. Joints: Make joints of uniform width. Where joint locations in exposed work are not indicated, arrange joints for the best visual effect. Fit exposed connections together to form hairline joints.

J. Repair or remove and replace damaged, defective, or nonconforming Work.

1. Comply with Section 017700 "Closeout Procedures" for repairing or removing and replacing defective Work.

Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 EXECUTION - 017300 - 7

3.5 CUTTING AND PATCHING
A. Cutting and Patching, General: Employ skilled workers to perform cutting and patching. Proceed with cutting and patching at the earliest feasible time, and complete without delay.

1. Cut in-place construction to provide for installation of other components or performance of other construction, and subsequently patch as required to restore surfaces to their original condition.

B. Existing Warranties: Remove, replace, patch, and repair materials and surfaces cut or damaged during installation or cutting and patching operations, by methods and with materials so as not to void existing warranties.

C. Temporary Support: Provide temporary support of work to be cut.

D. Protection: Protect in-place construction during cutting and patching to prevent damage. Provide protection from adverse weather conditions for portions of Project that might be exposed during cutting and patching operations.

E. Cutting: Cut in-place construction by sawing, drilling, breaking, chipping, grinding, and similar operations, including excavation, using methods least likely to damage elements retained or adjoining construction. If possible, review proposed procedures with original Installer; comply with original Installer's written recommendations.

1. In general, use hand or small power tools designed for sawing and grinding, not hammering and chopping. Cut holes and slots neatly to minimum size required, and with minimum disturbance of adjacent surfaces. Temporarily cover openings when not in use.

2. Concrete and Masonry: Cut using a cutting machine, such as an abrasive saw or a diamond- core drill.

3. Mechanical and Electrical Services: Cut off conduit in walls or partitions to be removed. Cap, valve, or plug and seal remaining portion of conduit to prevent entrance of moisture or other foreign matter after cutting.

4. Proceed with patching after construction operations requiring cutting are complete.

F. Patching: Patch construction by filling, repairing, refinishing, closing up, and similar operations following performance of other work. Patch with durable seams that are as invisible as practicable.

Provide materials and comply with installation requirements specified in other Sections, where applicable.

1. Inspection: Where feasible, test and inspect patched areas after completion to demonstrate physical integrity of installation.

2. Exposed Finishes: Restore exposed finishes of patched areas and extend finish restoration into retained adjoining construction in a manner that will minimize evidence of patching and refinishing.
a. Clean conduit, and similar features before applying paint or other finishing materials. b. Restore damaged pipe covering to its original condition.

Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 EXECUTION - 017300 - 8
G. Cleaning: Clean areas and spaces where cutting and patching are performed. Remove paint, mortar, oils, putty, and similar materials from adjacent finished surfaces.

3.6 PROGRESS CLEANING
A. General: Clean Project site and work areas daily, including common areas. Enforce requirements strictly. Dispose of materials lawfully.

1. Comply with requirements in NFPA 241 for removal of combustible waste materials and debris.

2. Do not hold waste materials more than seven days during normal weather or three days if the temperature is expected to rise above 80 deg F.

3. Containerize hazardous and unsanitary waste materials separately from other waste. Mark containers appropriately and dispose of legally, according to regulations. a. Use containers intended for holding waste materials of type to be stored.

4. Coordinate progress cleaning for joint-use areas where Contractor and other contractors are working concurrently.

B. Site: Maintain Project site free of waste materials and debris.

C. Work Areas: Clean areas where work is in progress to the level of cleanliness necessary for proper execution of the Work.

1. Remove liquid spills promptly.

2. Where dust would impair proper execution of the Work, broom-clean or vacuum the entire work area, as appropriate.

D. Installed Work: Keep installed work clean. Clean installed surfaces according to written instructions of manufacturer or fabricator of product installed, using only cleaning materials specifically recommended. If specific cleaning materials are not recommended, use cleaning materials that are not hazardous to health or property and that will not damage exposed surfaces.

E. Exposed Surfaces in Finished Areas: Clean exposed surfaces and protect as necessary to ensure freedom from damage and deterioration at time of Substantial Completion.

F. Waste Disposal: Do not bury or burn waste materials on-site. Do not wash waste materials down sewers or into waterways. Comply with waste disposal requirements in Section 017419 "Construction Waste Management and Disposal."
G. During handling and installation, clean and protect construction in progress and adjoining materials already in place. Apply protective covering where required to ensure protection from damage or deterioration at Substantial Completion.

Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 EXECUTION - 017300 - 9
H. Clean and provide maintenance on completed construction as frequently as necessary through the remainder of the construction period. Adjust and lubricate operable components to ensure operability without damaging effects.

I. Limiting Exposures: Supervise construction operations to ensure that no part of the construction, completed or in progress, is subject to harmful, dangerous, damaging, or otherwise deleterious exposure during the construction period.

3.7 STARTING AND ADJUSTING
A. Start equipment and operating components to confirm proper operation. Remove malfunctioning units, replace with new units, and retest.

B. Adjust equipment for proper operation. Adjust operating components for proper operation without binding.

C. Test each piece of equipment to verify proper operation. Test and adjust controls and safeties.

Replace damaged and malfunctioning controls and equipment.

D. Manufacturer's Field Service: Comply with qualification requirements in Section 014000 "Quality Requirements."

3.8 PROTECTION OF INSTALLED CONSTRUCTION
A. Provide final protection and maintain conditions that ensure installed Work is without damage or deterioration at time of Substantial Completion.

B. Protection of Existing Items: Provide protection and ensure that existing items to remain undisturbed by construction are maintained in condition that existed at commencement of the Work.

C. Comply with manufacturer's written instructions for temperature and relative humidity.

END OF SECTION 017300
Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 EXECUTION - 017300 - 10
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Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024
CONSTRUCTION WASTE MANAGEMENT AND DISPOSAL - 017419 - 1 SECTION 017419 - CONSTRUCTION WASTE MANAGEMENT AND DISPOSAL PART 1 - GENERAL

1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and other Division 01 Specification Sections, apply to this Section.

1.2 SUMMARY
A. Section includes administrative and procedural requirements for the following:

1. Salvaging nonhazardous demolition and construction waste.

2. Recycling nonhazardous demolition and construction waste.

3. Disposing of nonhazardous demolition and construction waste.

B. Related Requirements:

1. Section 013100 Project Management and Coordination for information on Waste Management Conferences.

1.3 DEFINITIONS
A. Construction Waste: Building, structure, and site improvement materials and other solid waste resulting from construction, remodeling, renovation, or repair operations.

Construction waste includes packaging.

B. Demolition Waste: Building, structure, and site improvement materials resulting from demolition operations.

C. Disposal: Removal of demolition or construction waste and subsequent salvage, sale, recycling, or deposit in landfill, incinerator acceptable to authorities having jurisdiction, or designated spoil areas on Owners property.

D. Recycle: Recovery of demolition or construction waste for subsequent processing in preparation for reuse.

E. Salvage: Recovery of demolition or construction waste and subsequent sale or reuse in another facility.

F. Salvage and Reuse: Recovery of demolition or construction waste and subsequent incorporation into the Work.

1.4 MATERIALS OWNERSHIP
A. Unless otherwise indicated, demolition and construction waste becomes property of Contractor.

B. Historic items, relics, antiques, and similar objects including, but not limited to, cornerstones and their contents, commemorative plaques and tablets, and other items of interest or value to Owner that may be uncovered during demolition remain the property of Owner.

1. Carefully salvage in a manner to prevent damage and promptly return to Owner.

1.5 ACTION SUBMITTALS
A. Waste Management Plan: Submit plan within 7 days of date established for the Notice to Proceed. Waste Management Plan is available on the City website.

B. Waste Log: Submit the required Waste Log within 20 days after final inspection.

1.6 INFORMATIONAL SUBMITTALS
A. Waste Reduction Progress Reports: Concurrent with each Application for Payment, submit report. Use Construction and Demolition Waste Log available on the City website.

B. Waste Reduction Calculations: Before request for Substantial Completion, submit calculated end-of-Project rates for salvage, recycling, and disposal as a percentage of total waste generated by the Work.

C. Records of Donations: Indicate receipt and acceptance of salvageable waste donated to individuals and organizations. Indicate whether organization is tax exempt.

D. Records of Sales: Indicate receipt and acceptance of salvageable waste sold to individuals and organizations. Indicate whether organization is tax exempt.

E. Recycling and Processing Facility Records: Indicate receipt and acceptance of recyclable waste by recycling and processing facilities licensed to accept them. Include manifests, weight tickets, receipts, and invoices.

F. Landfill and Incinerator Disposal Records: Indicate receipt and acceptance of waste by landfills and incinerator facilities licensed to accept them. Include manifests, weight tickets, receipts, and invoices.

1.7 QUALITY ASSURANCE
A. Waste Management Coordinator Qualifications: Experienced firm, or individual employed and assigned by General Contractor, with a record of successful waste management coordination of projects with similar requirements. Superintendent may serve as Waste Management Coordinator.

Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 CONSTRUCTION WASTE MANAGEMENT AND DISPOSAL - 017419 - 3 B. Regulatory Requirements: Comply with transportation and disposal regulations of authorities having jurisdiction.

C. Waste Management Conference(s): Conduct conference(s) at Project site to comply with requirements in Section 013100 "Project Management and Coordination." Review methods and procedures related to waste management including, but not limited to, the following:

1. Review and discuss waste management plan including responsibilities of each contractor and waste management coordinator.

2. Review requirements for documenting quantities of each type of waste and its disposition.

3. Review and finalize procedures for materials separation and verify availability of containers and bins needed to avoid delays.

4. Review procedures for periodic waste collection and transportation to recycling and disposal facilities.

5. Review waste management requirements for each trade.

1.8 WASTE MANAGEMENT PLAN
A. General: Develop a waste management plan according to requirements set forth by City of Sacramento Solid Waste Services. Plan shall consist of waste identification, compliant debris recycling goals, and material management plan, including accompanying Waste Log.

Distinguish between demolition and construction waste. Indicate quantities by weight or volume, but use same units of measure throughout waste management plan.

PART 2 - PRODUCTS

2.1 RECYCLING RECEIVERS AND PROCESSORS
A. Subject to compliance with requirements, available recycling receivers and processors include, but are not limited to, the following:

1. Kiefer Landfill, 127601 Kiefer Blvd. Sacramento, CA 95683.

2.2 PERFORMANCE REQUIREMENTS
A. General: Achieve end-of-Project rates for salvage/recycling of 50 percent by weight of total nonhazardous solid waste generated by the Work. Practice efficient waste management in the use of materials in the course of the Work. Use all reasonable means to divert construction and demolition waste from landfills and incinerators. Facilitate recycling and salvage of materials.

3.1 PLAN IMPLEMENTATION
A. General: Implement approved waste management plan. Provide handling, containers, storage, signage, transportation, and other items as required to implement waste management plan during the entire duration of the Contract.

1. Comply with operation, termination, and removal requirements in Section 015000 "Temporary Facilities and Controls."
B. Waste Management Coordinator: Engage a waste management coordinator to be responsible for implementing, monitoring, and reporting status of waste management work plan.

C. Training: Train workers, subcontractors, and suppliers on proper waste management procedures, as appropriate for the Work.

1. Distribute waste management plan to everyone concerned within three days of submittal return.

2. Distribute waste management plan to entities when they first begin work on-site.

Review plan procedures and locations established for salvage, recycling, and disposal.

D. Site Access and Temporary Controls: Conduct waste management operations to ensure minimum interference with roads, streets, walks, walkways, and other adjacent occupied and used facilities.

1. Designate and label specific areas on Project site necessary for separating materials that are to be salvaged and recycled.

3.2 RECYCLING CONSTRUCTION WASTE, GENERAL
A. General: Recycle paper and beverage containers used by on-site workers.

B. Recycling Incentives: Revenues, savings, rebates, tax credits, and other incentives received for recycling waste materials shall accrue to Contractor.

C. Preparation of Waste: Prepare and maintain recyclable waste materials according to recycling or reuse facility requirements. Maintain materials free of dirt, adhesives, solvents, petroleum contamination, and other substances deleterious to the recycling process.

D. Procedures: Process recyclable waste according to approved construction waste management plan.

1. Provide appropriately marked containers or bins for controlling recyclable waste until removed from Project site. Include list of acceptable and unacceptable materials at each container and bin.

Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 CONSTRUCTION WASTE MANAGEMENT AND DISPOSAL - 017419 - 5 a. Inspect containers and bins for contamination and remove contaminated materials if found.

2. Stockpile processed materials on-site without intermixing with other materials. Place, grade, and shape stockpiles to drain surface water. Cover to prevent windblown dust.

3. Stockpile materials away from construction area. Do not store within drip line of remaining trees.

4. Store components off the ground and protect from the weather.

5. Remove recyclable waste from Owner's property and transport to recycling receiver or processor as often as required to prevent overfilling bins.

3.3 RECYCLING DEMOLITION WASTE
A. Concrete: Remove reinforcement and other metals from concrete and sort with other metals.

1. Pulverize concrete to maximum 1-1/2-inch size.

2. Crush concrete and screen to comply with requirements in Civil Specifications Section 14 "Earthwork, Excavation, Embankment, and Subgrade" for use as satisfactory soil for fill or subbase.

3.4 RECYCLING CONSTRUCTION WASTE
A. Packaging:

1. Cardboard and Boxes: Break down packaging into flat sheets. Bundle and store in a dry location.

2. Polystyrene Packaging: Separate and bag materials.

3. Pallets: As much as possible, require deliveries using pallets to remove pallets from Project site. For pallets that remain on-site, break down pallets into component wood pieces and comply with requirements for recycling wood.

4. Crates: Break down crates into component wood pieces and comply with requirements for recycling wood.

B. Wood Materials:

1. Clean Cut-Offs of Lumber: Grind or chip into small pieces.

2. Clean Sawdust: Bag sawdust that does not contain painted or treated wood.

C. Gypsum Board: Stack large clean pieces on wood pallets or in container and store in a dry location.

1. Clean Gypsum Board: Grind scraps of clean gypsum board using small mobile chipper or hammer mill. Screen out paper after grinding.

D. Paint: Seal containers and store by type.

3.5 DISPOSAL OF WASTE
A. General: Except for items or materials to be salvaged or recycled, remove waste materials from Project site and legally dispose of them in a landfill or incinerator acceptable to authorities having jurisdiction.

1. Except as otherwise specified, do not allow waste materials that are to be disposed of accumulate on-site.

2. Remove and transport debris in a manner that will prevent spillage on adjacent surfaces and areas.

B. General: Except for items or materials to be salvaged or recycled, remove waste materials and legally dispose of at designated spoil areas on Owners property.

C. Burning: Do not burn waste materials.

END OF SECTION 017419

WARRANTY AND GUARANTEE FORM

1._________________________________________________________________ ("Contractor") he
reby agrees that th e___________________________________________ (“Work” of Contractor) which Contractor has installed for the CITY OF SACRAMENTO (" City") for the following project:

Martin Luther King, Jr. Library Remodel _____________________ C15000840 (“ Project” or “Contract”)
was performed in accordance with the requirements of the Contract Documents and that the Work as installed fulfills the requirements of the Contract Documents.

2. Contractor agrees to repair or replace all of the Work that may prove to be defective in workmanship or material and any other adjacent Work that may be displaced in connection with such replacement within a period of ____ YEAR(S) from the date of Completion as defined in the Contract, ordinary wear and tear and unusual abuse or neglect excepted. The date of completion is .

3. In the event Contractor fails to comply with the above-mentioned conditions within a reasonable period of time, as determined by City, but not later than TEN (10) calendar days after being notified in writing by City, Contractor authorizes City to proceed to repair or replace the defective Work at the expense of Contractor. Contra ctor shall pay the costs and charges therefor upon demand.

4. Representatives to be contacted for service subject to the terms of Contract:

NAME:___________________________________________________________ ADDRESS:_________________________________________________________ PHONE NO.:_______________________________________________________ EMAIL:___________________________________________________________ Date:_____________________________________________________________ Proper Name of Contractor:__________________________________________ Signature:________________________________________________________ Print Name:_______________________________________________________ Title:_____________________________________________________________

END OF DOCUMENT

CITY OF SACRAMENTO

EV BLUEPRINT
SECTION 01 77 10

CERTIFICATION OF CO
MPLIANCE- SITE #__________________
The Cont
ractor does hereby certify that all work has been performed and materials supplied in accordance with the drawings, specifications and Contract Documents for the above Work, and that:

No less than the prev ailing rates of wages as ascertained by the governing body of the Contracting agency has been paid to laborers, workmen and mechanics employed on this Work;
There have been no unauthorized substitutes of Subcontractors; nor have any subcontractors been entered into without the names of the Subcontractors having been submitted to the Owner prior to the start of such subcontracted work;
No subcontract was assigned or transferred or performed by any Subcontractor other than the original Subcontractor, without prior notice having been submitted to the Owner together with the names of all Subcontractors;
All claims for material and labor and other service performed in connection with these specifications have been paid;
In WIT
NESS WHEREOF, the undersigned has signed and sealed this instrument this day , 2 .

Firm N
ame
Signatur
e
Title
(Attest)
(SEAL IF BIDDER IS A CORPORATION)
As determi ned necessary, evidenc e of complianc e may be requir ed t o be submitt
ed with and made a part of this Certificate of Compliance.

CERTIFICATE OF COMPLIANCE – 01 77 10 – PAGE 1

CITY OF SACRAMENTO

EV BLUEPRINT
CERTIF
ICATION OF COMPLIANCE – 01313 – PAGE 1
SECTION 01 77 10
CERTI

FICATION OF COMPLIANCE
PART 1

GENERAL

1. No final payment shall be made until the Contractor files with the Owner, prior to acceptance of the Work, a notarized Certification of Compliance in the following form.

PART 2 PRODUCTS
Not Used
PART 3 EXECUTION
Not Used
END OF SECTION 01 77 10
Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024
OPERATION AND MAINTENANCE DATA - 017823 - 1
SECTION 017823 - OPERATION AND MAINTENANCE DATA
PART 1 - GENERAL

1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and other Division 01 Specification Sections, apply to this Section.

1.2 SUMMARY
A. Section includes administrative and procedural requirements for preparing operation and maintenance manuals, including the following:

1. Operation and maintenance documentation directory manuals.

2. Systems and equipment operation manuals.

3. Systems and equipment maintenance manuals.

4. Product maintenance manuals.

B. Related Requirements:

1. Section 013300 "Submittal Procedures" for submitting copies of submittals for operation and maintenance manuals.

2. Section 017700 "Closeout Procedures" for schedule for submitting operation and maintenance documentation.

1.3 DEFINITIONS
A. System: An organized collection of parts, equipment, or subsystems united by regular interaction.

B. Subsystem: A portion of a system with characteristics similar to a system.

1.4 CLOSEOUT SUBMITTALS
A. Submit operation and maintenance manuals indicated. Provide content for each manual as specified in individual Specification Sections, and as reviewed and approved at the time of Section submittals. Submit reviewed manual content formatted and organized as required by this Section.

1. Owner will comment on whether content of operation and maintenance submittals is acceptable.

2. Where applicable, clarify and update reviewed manual content to correspond to revisions and field conditions.

Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 OPERATION AND MAINTENANCE DATA - 017823 - 2
B. Format: Submit operation and maintenance manuals in the following format:

1. Submit PDF documents via email to Owner. Enable reviewer comments on draft submittals.

2. Submit PDF documents on a USB flash drive and deliver to City PM.

C. Initial Manual Submittal: Submit draft copy of each manual at least thirty [30] days before commencing demonstration and training. Owner will comment on whether general scope and content of manual are acceptable.

D. Final Manual Submittal: Submit each manual in final form prior to requesting inspection for Substantial Completion and at least fifteen [15] days before commencing demonstration and training. Owner will return copy with comments in a digital format.

1. Correct or revise each manual to comply with Owners comments. Submit digital copies of each corrected manual within fifteen [15] days of receipt of Owners comments and prior to commencing demonstration and training.

E. Comply with Section 017700 "Closeout Procedures" for schedule for submitting operation and maintenance documentation.

1.5 FORMAT OF OPERATION AND MAINTENANCE MANUALS
A. Manuals, Electronic Files: Submit manuals in the form of a multiple file composite electronic PDF file for each manual type required. Provide a USB flash drive with all files sorted by O&M manual sections and renamed appropriately.

1. Electronic Files: Use electronic files prepared by manufacturer where available.

Scanning of paper documents is required, configure scanned file for minimum readable file size.

2. File Names and Bookmarks: Bookmark individual documents based on file names.

Name document files to correspond to system, subsystem, and equipment names used in manual directory and table of contents. Group documents for each system and subsystem into individual composite bookmarked files, then create composite manual, so that resulting bookmarks reflect the system, subsystem, and equipment names in a readily navigated file tree. Configure electronic manual to display bookmark panel on opening file.

1.6 REQUIREMENTS FOR EMERGENCY, OPERATION, AND MAINTENANCE MANUALS A. Organization of Manuals: Unless otherwise indicated, organize each manual into a separate section for each system and subsystem, and a separate section for each piece of equipment not part of a system. Each manual shall contain the following materials, in the order listed:

1. Title page.

2. Table of contents.

3. Manual contents.

B. Title Page: Include the following information:

1. Subject matter included in manual.

2. Name and address of Project.

3. Name and address of Owner.

4. Date of submittal.

5. Name and contact information for Contractor.

6. Name and contact information for Construction Manager.

7. Name and contact information for Owner.

8. Name and contact information for Architect.

9. Cross-reference to related systems in other operation and maintenance manuals.

C. Table of Contents: List each product included in manual, identified by product name, indexed to the content of the volume, and cross-referenced to Specification Section number in Project Manual.

D. Manual Contents: Organize into sets of manageable size. Arrange contents alphabetically by system, subsystem, and equipment. If possible, assemble instructions for subsystems, equipment, and components of one system into a digital file.

E. Identification: In the documentation directory and in each operation and maintenance manual, identify each system, subsystem, and piece of equipment with same designation used in the Contract Documents. If no designation exists, assign a designation according to ASHRAE Guideline 4, "Preparation of Operating and Maintenance Documentation for Building Systems."

1.7 OPERATION AND MAINTENANCE DOCUMENTATION DIRECTORY MANUAL A. Operation and Maintenance Documentation Directory: Prepare a separate manual that provides an organized reference to emergency, operation, and maintenance manuals.

List items and their location to facilitate ready access to desired information. Include the following:

1. List of Systems and Subsystems: List systems alphabetically. Include references to operation and maintenance manuals that contain information about each system.

2. List of Equipment: List equipment for each system, organized alphabetically by system. For pieces of equipment not part of system, list alphabetically in a separate list.

3. Tables of Contents: Include a table of contents for each emergency, operation, and maintenance manual.

1.8 SYSTEMS AND EQUIPMENT OPERATION MANUALS
A. Systems and Equipment Operation Manual: Assemble a complete set of data indicating operation of each system, subsystem, and piece of equipment not part of a system.

Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 OPERATION AND MAINTENANCE DATA - 017823 - 4
Include information required for daily operation and management, operating standards, and routine and special operating procedures.

1. Engage a factory-authorized service representative to assemble and prepare information for each system, subsystem, and piece of equipment not part of a system.

2. Prepare a separate manual for each system and subsystem, in the form of an instructional manual for use by Owner's operating personnel.

B. Content: In addition to requirements in this Section, include operation data required in individual Specification Sections and the following information:

1. System, subsystem, and equipment descriptions. Use designations for systems and equipment indicated on Contract Documents.

2. Performance and design criteria if Contractor has delegated design responsibility.

3. Operating standards.

4. Operating procedures.

5. Wiring diagrams.

6. Precautions against improper use.

7. License requirements including inspection and renewal dates.

C. Descriptions: Include the following:

1. Product name and model number. Use designations for products indicated on Contract Documents.

2. Manufacturer's name.

3. Equipment identification with serial number of each component.

4. Equipment function.

5. Operating characteristics.

6. Limiting conditions.

7. Performance curves.

8. Engineering data.

9. Complete nomenclature and number of replacement parts.

D. Operating Procedures: Include the following, as applicable:

1. Startup procedures.

2. Routine and normal operating instructions.

3. Normal shutdown instructions.

1.9 SYSTEMS AND EQUIPMENT MAINTENANCE MANUALS
A. Systems and Equipment Maintenance Manuals: Assemble a complete set of data indicating maintenance of each system, subsystem, and piece of equipment not part of a system. Include manufacturers' maintenance documentation, preventive maintenance procedures and frequency, repair procedures, wiring and systems diagrams, lists of spare parts, and warranty information.

1. Engage a factory-authorized service representative to assemble and prepare information for each system, subsystem, and piece of equipment not part of a system.

2. Prepare a separate manual for each system and subsystem, in the form of an instructional manual for use by Owner's operating personnel.

B. Content: For each system, subsystem, and piece of equipment not part of a system, include source information, manufacturers' maintenance documentation, maintenance procedures, maintenance and service schedules, spare parts list and source information, maintenance service contracts, and warranties and bonds as described below.

C. Source Information: List each system, subsystem, and piece of equipment included in manual, identified by product name and arranged to match manual's table of contents.

For each product, list name, address, and telephone number of Installer or supplier and maintenance service agent, and cross-reference Specification Section number and title in Project Manual and drawing or schedule designation or identifier where applicable.

D. Manufacturers' Maintenance Documentation: Include the following information for each component part or piece of equipment:

1. Standard maintenance instructions and bulletins; include only sheets pertinent to product or component installed. Mark each sheet to identify each product or component incorporated into the Work. If data includes more than one item in a tabular format, identify each item using appropriate references from the Contract Documents. Identify data applicable to the Work and delete references to information not applicable.
a. Prepare supplementary text if manufacturers' standard printed data are not available and where the information is necessary for proper operation and maintenance of equipment or systems.

2. Drawings, diagrams, and instructions required for maintenance, including disassembly and component removal, replacement, and assembly.

3. Identification and nomenclature of parts and components.

4. List of items recommended to be stocked as spare parts.

E. Maintenance Procedures: Include the following information and items that detail essential maintenance procedures:

1. Test and inspection instructions.

2. Troubleshooting guide.

3. Precautions against improper maintenance.

4. Disassembly; component removal, repair, and replacement; and reassembly instructions.

5. Aligning, adjusting, and checking instructions.

6. Demonstration and training video recording, if available.

F. Maintenance and Service Schedules: Include service and lubrication requirements, list of required lubricants for equipment, and separate schedules for preventive and routine maintenance and service with standard time allotment.

1. Scheduled Maintenance and Service: Tabulate actions for daily, weekly, monthly, quarterly, semiannual, and annual frequencies.

2. Maintenance and Service Record: Include manufacturers' forms for recording maintenance.

3. In no way shall lack of maintenance void the warranty on any products nor services warranted for the first year of service. If any service of systems is required to maintain the warranty, then that shall be included to ensure the 1-year warranty is valid and active.

G. Spare Parts List and Source Information: Include lists of replacement and repair parts, with parts identified and cross-referenced to manufacturers' maintenance documentation and local sources of maintenance materials and related services.

H. Maintenance Service Contracts: Include copies of maintenance agreements with name and telephone number of service agent.

I. Warranties and Bonds: Include copies of warranties and bonds and lists of circumstances and conditions that would affect validity of warranties or bonds.

1. Include procedures to follow and required notifications for warranty claims.

J. Drawings: Prepare drawings supplementing manufacturers' printed data to illustrate the relationship of component parts of equipment and systems and to illustrate control sequence and flow diagrams. Coordinate these drawings with information contained in record Drawings to ensure correct illustration of completed installation.

1. Do not use original project record documents as part of maintenance manuals.

1.10 PRODUCT MAINTENANCE MANUALS
A. Maintenance Procedures: Include manufacturer's written recommendations and the following:

1. Inspection procedures.

2. Repair instructions.

B. Repair Materials and Sources: Include lists of materials and local sources of materials and related services.

C. Warranties and Bonds: Include copies of warranties and bonds and lists of circumstances and conditions that would affect validity of warranties or bonds.

1. Include procedures to follow and required notifications for warranty claims.

PART 2 - PRODUCTS (Not Used)
PART 3 - EXECUTION (Not Used)
END OF SECTION 017823
Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024
PROJECT RECORD DOCUMENTS - 017839 - 1
SECTION 017839 - PROJECT RECORD DOCUMENTS
PART 1 - GENERAL

1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and other Division 01 Specification Sections, apply to this Section.

1.2 SUMMARY
A. Section includes administrative and procedural requirements for project record documents, including the following:

1. Record Drawings.

2. Record Specifications.

3. Record Product Data.

4. Miscellaneous record submittals.

B. Related Requirements:

1. Section 013100 "Project Management and Coordination" for requirements related to use of Architect's digital data files.

2. Section 017300 "Execution" for final property survey.

3. Section 017700 "Closeout Procedures" for general closeout procedures.

4. Section 017823 "Operation and Maintenance Data" for operation and maintenance manual requirements.

1.3 CLOSEOUT SUBMITTALS
A. Record Drawings: Comply with the following:

1. Number of Copies: Submit one set of marked-up record prints.

2. Number of Copies: Submit copies of record Drawings as follows:
a. Initial Submittal:
1) Submit PDF electronic files of scanned record prints and one set of file prints.
2) Owner will indicate whether general scope of changes, additional information recorded, and quality of drafting are acceptable. b. Final Submittal:
1) Submit PDF electronic files of scanned record prints and one set of prints.

B. Record Specifications: Submit annotated PDF electronic files of Project's Specifications, including addenda and contract modifications.

C. Record Product Data: Submit annotated PDF electronic files and directories of each submittal.

1. Submit scans of marked-up Product Data as a component of manual.

D. Miscellaneous Record Submittals: See other Specification Sections for miscellaneous record-keeping requirements and submittals in connection with various construction activities. Submit annotated PDF electronic files and directories of each submittal.

E. Reports: Submit written report monthly indicating items incorporated into project record documents concurrent with progress of the Work, including revisions, concealed conditions, field changes, product selections, and other notations incorporated.

1.4 RECORD DRAWINGS
A. Record Prints: Maintain one set of marked-up paper copies of the Contract Drawings and Shop Drawings, incorporating new and revised drawings as modifications are issued.

1. Preparation: Mark record prints to show the actual installation where installation varies from that shown originally. Require individual or entity who obtained record data, whether individual or entity is Installer, subcontractor, or similar entity, to provide information for preparation of corresponding marked-up record prints. a. Give particular attention to information on concealed elements that would be difficult to identify or measure and record later.
b. Accurately record information in an acceptable drawing technique. c. Record data as soon as possible after obtaining it.
d. Record and check the markup before enclosing concealed installations. e. Cross-reference record prints to corresponding photographic documentation.

2. Content: Types of items requiring marking include, but are not limited to, the following:
a. Dimensional changes to Drawings.
b. Revisions to details shown on Drawings.
c. Revisions to routing of piping and conduits.
d. Revisions to electrical circuitry.
e. Actual equipment locations.
f. Duct size and routing.
g. Locations of concealed internal utilities.
h. Changes made by Change Order or Construction Change Directive (CCD). i. Changes made following Owners written orders.

Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 PROJECT RECORD DOCUMENTS - 017839 - 3
j. Details not on the original Contract Drawings.
k. Field records for variable and concealed conditions. l. Record information on the Work that is shown only schematically.

3. Mark the Contract Drawings and Shop Drawings completely and accurately. Use personnel proficient at recording graphic information in production of marked-up record prints.

4. Mark record sets with erasable, red-colored pencil. Use other colors to distinguish between changes for different categories of the Work at same location.

5. Mark important additional information that was either shown schematically or omitted from original Drawings.

6. Note Construction Change Directive numbers, alternate numbers, Change Order numbers, and similar identification, where applicable.

B. Record Digital Data Files: Immediately before inspection for Certificate of Substantial Completion, review marked-up record prints with Owner. When authorized, prepare a full set of corrected digital data files of the Contract Drawings, as follows:

1. Format: Same digital data software program, version, and operating system as the original Contract Drawings.

2. Format: DWG Version 2015 or previous, Microsoft Windows operating system.

3. Format: Annotated PDF electronic file with comment function enabled.

4. Incorporate changes and additional information previously marked on record prints.

Delete, redraw, and add details and notations where applicable.

5. Refer instances of uncertainty to Owner for resolution.

6. Owner will furnish Contractor with one set of digital data files of the Contract Drawings for use in recording information.
a. See Section 013100 "Project Management and Coordination" for requirements related to use of Architect's digital data files.
b. Architect/Owner will provide data file layer information. Record markups in separate layers.

C. Format: Identify and date each record Drawing; include the designation "PROJECT RECORD DRAWING" in a prominent location.

1. Record Prints: Organize record prints into manageable sets. Bind each set with durable paper cover sheets. Include identification on cover sheets.

2. Format: Annotated PDF electronic file with comment function enabled.

3. Record Digital Data Files: Organize digital data information into separate electronic files that correspond to each sheet of the Contract Drawings. Name each file with the sheet identification. Include identification in each digital data file.

4. Identification: As follows:
a. Project name.
b. Date.
c. Designation "PROJECT RECORD DRAWINGS."
d. Name of Architect and Owner.
e. Name of Contractor.

1.5 RECORD SPECIFICATIONS
A. Preparation: Mark Specifications to indicate the actual product installation where installation varies from that indicated in Specifications, addenda, and contract modifications.

1. Give particular attention to information on concealed products and installations that cannot be readily identified and recorded later.

2. Mark copy with the proprietary name and model number of products, materials, and equipment furnished, including substitutions and product options selected.

3. Record the name of manufacturer, supplier, Installer, and other information necessary to provide a record of selections made.

4. For each principal product, indicate whether record Product Data has been submitted in operation and maintenance manuals instead of submitted as record Product Data.

5. Note related Change Orders and record Drawings where applicable.

B. Format: Submit record Specifications as annotated PDF electronic file or scanned PDF electronic file(s) of marked-up paper copy of Specifications.

1.6 RECORD PRODUCT DATA
A. Recording: Maintain one copy of each submittal during the construction period for project record document purposes. Post changes and revisions to project record documents as they occur; do not wait until end of Project.

B. Preparation: Mark Product Data to indicate the actual product installation where installation varies substantially from that indicated in Product Data submittal.

1. Give particular attention to information on concealed products and installations that cannot be readily identified and recorded later.

2. Include significant changes in the product delivered to Project site and changes in manufacturer's written instructions for installation.

3. Note related Change Orders, record Specifications, and record Drawings where applicable.

C. Format: Submit record Product Data as scanned PDF electronic file(s) of marked-up paper copy of Product Data.

1. Include record Product Data directory organized by Specification Section number and title, electronically linked to each item of record Product Data.

1.7 MISCELLANEOUS RECORD SUBMITTALS
A. Assemble miscellaneous records required by other Specification Sections for miscellaneous record keeping and submittal in connection with actual performance of the Work. Bind or file miscellaneous records and identify each, ready for continued use and reference.

1. Include miscellaneous record submittals directory organized by Specification Section number and title, electronically linked to each item of miscellaneous record submittals.

1.8 MAINTENANCE OF RECORD DOCUMENTS
A. Maintenance of Record Documents: Store record documents in the field office apart from the Contract Documents used for construction. Do not use project record documents for construction purposes. Maintain record documents in good order and in a clean, dry, legible condition, protected from deterioration and loss. Provide access to project record documents for Owners reference during normal working hours.

PART 2 - PRODUCTS
PART 3 - EXECUTION
END OF SECTION 017839
Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 90% CD Plan Check Submission August 29, 2024 PROJECT RECORD DOCUMENTS - 017839 - 6
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Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Back Check Submission November 01, 2024 SELECTIVE STRUCTURE DEMOLITION 02 4119-1
SECTION 02 4119 - SELECTIVE STRUCTURE DEMOLITION
PART 1 - GENERAL

1.1 RELATED DOCUM
ENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.

1.2 SECTION INCLUDES
A. Demolition and removal of selected portions of a building or structure.

B. Demolition and reuse of selected exterior elements.

C. Demolition and reuse of selected interior finish materials.

D. Repair procedures for selective demolition operations.

1.3 RELATED SECTIONS
A. Section 01 1100 Summary of Work: For use of the premises and phasing requirements.

B. Section 01 5000 - Temporary Facilities and Controls: For temporary construction and environmental-protection measures for selective demolition operations.

C. Section 01 7329 - Cutting and Patching: For cutting and patching procedures for selective demolition operations.

D. Section 01 7419 Construction Waste Management and Disposal: Recycling, recovery and diversion requirements for demolished building materials.

1.4 DEFINITIONS
A. Remove: Detach items from existing construction and legally dispose of them off-site, unless indicated to be removed and salvaged or removed and reinstalled.

B. Existing to Remain: Existing items of construction that are not to be removed and that are not otherwise indicated to be removed, removed and salvaged, or removed and reinstalled.

1.5 MATERIALS OWNERSHIP
A. Except for items or materials indicated to be reused, salvaged, reinstalled, or otherwise indicated to remain City's property, demolished materials shall become Contractor's property and shall be removed from Project site.

1.6 SUBMITTALS
A. Provide detailed information, for review prior to demolition commencement, on methods and sequencing for accomplishing this Work.

Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Back Check Submission November 01, 2024 SELECTIVE STRUCTURE DEMOLITION 02 4119-2

1. Information may be in the form of drawings, print mark-overs or field markings, and walk-throughs with
Architect and City as required to adequately describe the Work to be done and procedures to be followed.

B. Proposed Dust-Control and Noise-Control Measures: Submit statement or drawing that indicates the measures proposed for use, proposed locations, and proposed time frame for their operation. Identify options if proposed measures are later determined to be inadequate.

C. Schedule of Selective Demolition Activities: Indicate the following:

1. Detailed sequence of selective demolition and removal work, with starting and ending dates for each activity. Ensure City's on-site operations are uninterrupted. Cole vacate/dove vacate for demo

2. Interruption of utility services.

3. Coordination for shutoff, capping, and continuation of utility services.

4. Use of elevator and stairs.

5. Locations of temporary partitions and means of egress, including for other tenants affected by selective demolition operations.

6. Coordination of City's continuing occupancy of portions of existing building and of City's partial occupancy of completed Work.

1.7 QUALITY ASSURANCE
A. Demolition Firm Qualifications: An experienced firm that has specialized in demolition work similar in material and extent to that indicated for this Project.

B. Regulatory Requirements: Comply with governing EPA notification regulations before beginning selective demolition. Comply with hauling and disposal regulations of authorities having jurisdiction.

C. Standards: Comply with ANSI A10.6 and NFPA 241.

D. Diversion Goals: A minimum of 65% of total project waste shall be diverted from landfill.

E. Pre-demolition Conference: Conduct conference at Project site. Review methods and procedures related to selective demolition including, but not limited to, the following:

1. Inspect and discuss condition of construction to be selectively demolished.

2. Review structural load limitations of existing structure.

3. Review and finalize selective demolition schedule and verify availability of materials, demolition personnel, equipment, and facilities needed to make progress and avoid delays.

4. Review requirements of work performed by other trades that rely on substrates exposed by selective demolition operations.

1.8 SITE CONDITIONS
A. Maintain access to existing walkways, corridors, and other adjacent occupied or used facilities.

1. Do not close or obstruct walkways, corridors, or other occupied or used facilities without written permission from authorities having jurisdiction.

B. City assumes no responsibility for condition of areas to be selectively demolished.

1. Conditions existing at time of inspection for bidding purpose will be maintained by City as
far as practical.

C. Storage or sale of removed items or materials on-site will not be permitted.

D. Utility Service: Maintain existing utilities indicated to remain in service and protect them against damage during selective demolition operations.

1. Maintain fire-protection facilities in service during selective demolition operations.

E. Exercise special care to protect the building finishes and other items to remain.

1. Damage or disturbance to these items shall be promptly restored, repaired, or replaced to match existing at no cost to the City.

F. If the Contractor has any questions as to the extent of items to remain, he shall notify the Architect and request a clarification before proceeding.

G. Provide bracing and support as required to maintain integrity and security of portion of existing structures to remain.

H. Provide dirt and dust barriers, debris containers, removal routes and disposal to protect areas to remain. Provide cleanup services to maintain cleanliness of these spaces from dirt caused by demolition work.

I. Traffic:

1. Conduct demolition operations and the removal of debris to ensure minimum interference with streets, walks, and other adjacent occupied or used facilities.

2. Do not close or obstruct streets, walks, or other occupied or used facilities without permission from authorities having jurisdiction.

J. Where existing unidentified utilities, structures or services are discovered, or other unsatisfactory conditions are uncovered, submit information to the Architect in writing for resolution prior to proceeding.

1.9 HAZARDOUS MATERIALS
A. During selective demolition, if hazardous materials are encountered, proceed as follows:

1. Inform the City and the Architect if hazardous materials are found.

2. Follow all local, regional, and federal requirements. Refer to Owners hazardous materials abatement information.

PART 2 - PRODUCTS

2.1 SALVAGE MATERIALS
A. General: All usable removed materials remain the property of the City. Turn over all usable items at a location designated by the City. Citys Representative will be the judge of the disposition of all removed items.

B. Items to be Reused: Carefully remove, store, and protect the following items for later re- installation by the appropriate trade.

1. Furniture as designated by City.

2. Shelving as designat
ed by City.

2.2 REPAIR MATERIALS
A. Use repair materials identical to existing materials.

1. If identical materials are unavailable or cannot be used for exposed surfaces, use materials that visually match existing adjacent surfaces to the fullest extent possible.

2. Use materials whose installed performance equals or surpasses that of existing materials.

B. Comply with material and installation requirements specified in individual Specification Sections.

2.3 DEMOLISHED MATERIALS
A. Removed items become the property of the Contractor for disposal.

PART 3 - EXECUTION

3.1 EXAMINATION
A. Examine areas affected by Work of this Section and verify that required protection is in place.

B. Verify that utilities have been disconnected and capped.

C. Survey existing conditions and correlate with requirements indicated to determine extent of selective demolition required.

D. Inventory and record the condition of items to be removed and reinstalled and items to be removed and salvaged.

E. When unanticipated mechanical, electrical, or structural elements that conflict with intended function or design are encountered, investigate and measure the nature and extent of conflict.

Promptly submit a written report to Architect for evaluation and directions before proceeding with construction.

F. Engage a professional engineer to survey condition of building to determine whether removing any element might result in structural deficiency or unplanned collapse of any portion of structure or adjacent structures during selective demolition operations.

1. Perform surveys as the Work progresses to detect hazards resulting from selective demolition activities.

G. Where existing conditions conflict with representations of the Contract Documents or existing materials are confirmed to be asbestos-bearing, notify the City's Representative in writing and obtain written clarification or direction prior to proceeding.

H. Do not commence demolition Work until unsatisfactory conditions have been corrected.

3.2 PREPARATION
A. Provide
protection as necessary and in accordance with applicable regulations, and insure that protection is properly in place prior to Work commencement:

1. For workmen, public, City's employees, and other contractors.

2. For existing finishes, structures, equipment, utilities, systems, and improvements to remain.

3. To prevent damage or injury due to dust or dirt; see Section 01500.

B. Lay out cutting work at jobsite and coordinate with related work for which cutting is required.

Review proposed layout with Architect prior to performing cutting operations.

C. Verify existing utility services to remain in operation during course of Work, cooperate with City in scheduling Work so there will be a minimum of interference. Prearrange utility shutdown or temporary interruption with City prior to Work commencement.

D. Notify utility companies having service connections within building such as water, electricity, gas, sewer and other connections.

E. Contact municipal and regulatory agencies affected by and interested in the Work, including but not limited to Public Works, Fire, and Building Inspection. Secure necessary information and permits required, and make detailed arrangements for smooth, safe prosecution of the Work.

F. Site Access and Temporary Controls: Conduct selective demolition and debris-removal operations to ensure minimum interference with roads, streets, walks, walkways, and other adjacent occupied and used facilities.

1. Do not close or obstruct streets, walks, walkways, or other adjacent occupied or used facilities without permission from City and authorities having jurisdiction. Provide alternate routes around closed or obstructed traffic ways if required by governing regulations.

2. Erect temporary protection, such as walks, fences, railings, canopies, and covered passageways, where required by authorities having jurisdiction.

G. Temporary Facilities: Provide temporary barricades and other protection required to prevent injury to people and damage to adjacent buildings and facilities to remain.

1. Provide protection to ensure safe passage of people around selective demolition area and to and from occupied portions of building.

2. Provide temporary weather protection, during interval between selective demolition of existing construction on exterior surfaces and new construction, to prevent water leakage and damage to structure and interior areas.

3. Protect walls, ceilings, floors, and other existing finish work that are to remain or that are exposed during selective demolition operations.

4. Cover and protect furniture, furnishings, and equipment that have not been removed.

H. Temporary Enclosures: Provide temporary enclosures for protection of existing building and construction, in progress and completed, from exposure, foul weather, other construction operations, and similar activities. Provide temporary weathertight enclosure for building exterior.

1. Where heating or cooling is needed and permanent enclosure is not complete, provide insulated
temporary enclosures. Coordinate enclosure with ventilating and material drying or curing requirements to avoid dangerous conditions and effects.

I. Temporary Partitions: Erect and maintain dustproof partitions and temporary enclosures to limit dust and dirt migration and to separate areas from fumes and noise.

J. Temporary Shoring: Provide and maintain interior and exterior shoring, bracing, or structural support to preserve stability and prevent movement, settlement, or collapse of construction to remain, and to prevent unexpected or uncontrolled movement or collapse of construction being demolished.

1. Strengthen or add new supports when required during progress of selective demolition.

3.3 UTILITY SERVICES
A. Existing Utilities: Maintain services indicated to remain and protect them against damage during selective demolition operations.

B. Do not interrupt existing utilities serving occupied or operating facilities unless authorized in writing by City and authorities having jurisdiction. Provide temporary services during interruptions to existing utilities, as acceptable to City and to authorities having jurisdiction.

1. Provide at least 72 hours' notice to City if shutdown of service is required during changeover.

C. Utility Requirements: Locate, identify, disconnect, and seal or cap off indicated utilities serving areas to be selectively demolished.

1. City will arrange to shut off indicated utilities when requested by Contractor.

2. Arrange to shut off indicated utilities with utility companies.

3. If utility services are required to be removed, relocated, or abandoned, before proceeding with selective demolition provide temporary utilities that bypass area of selective demolition and that maintain continuity of service to other parts of building.

4. Cut off pipe or conduit in walls or partitions to be removed. Cap, valve, or plug and seal remaining portion of pipe or conduit after bypassing.

3.4 POLLUTION CONTROLS
A. Dust Control: Use water mist, temporary enclosures, and other suitable methods to limit spread of dust and dirt. Comply with governing environmental-protection regulations.

1. Do not use water when it may damage existing construction or create hazardous or objectionable conditions, such as ice, flooding, fungal growth and pollution.

2. Wet mop floors to eliminate trackable dirt and wipe down walls and doors of demolition enclosure. Vacuum carpeted areas.

B. Disposal: Remove and transport debris in a manner that will prevent spillage on adjacent surfaces and areas.

1. Remove debris from elevated portions of building by chute, hoist, or other device that will convey debris to grade level in a controlled descent.

C. Cleaning: Clean adjacent structures and improvements of dust, dirt, and debris caused by selective demolition operations. Return adjacent areas to condition existing before selective demolition operations began.

3.5 SELECTIVE DEMOLITION
A. General:

Demolish and remove existing construction only to the extent required by new construction and as indicated.

B. Remove designated interior structures, parts, and finishes at beginning of work to minimize hazardous working conditions and to provide comparatively clean surfaces for installation of new work.

C. Use methods required to complete the Work within limitations of governing regulations and as follows:

1. Proceed with selective demolition systematically, from higher to lower level.

Complete selective demolition operations above each floor or tier before disturbing supporting members on the next lower level.

2. Neatly cut openings and holes plumb, square, and true to dimensions required. Use cutting methods least likely to damage construction to remain or adjoining construction. Use hand tools or small power tools designed for sawing or grinding, not hammering and chopping, to minimize disturbance of adjacent surfaces. Temporarily cover openings to remain.

3. Cut or drill from the exposed or finished side into concealed surfaces to avoid marring existing finished surfaces.

4. Do not use cutting torches until work area is cleared of flammable materials. At concealed spaces, such as duct and pipe interiors, verify condition and contents of hidden space before starting flame-cutting operations. Maintain fire watch and portable fire-suppression devices during flame-cutting operations.

5. Maintain adequate ventilation when using cutting torches.

6. Remove decayed, vermin-infested, or otherwise dangerous or unsuitable materials and promptly dispose of off-site.

7. Remove structural framing members and lower to ground by method suitable to avoid free fall and to prevent ground impact or dust generation.

8. Locate selective demolition equipment and remove debris and materials so as not to impose excessive loads on supporting walls, floors, or framing.

9. Dispose of demolished items and materials promptly.

10. Return elements of construction and surfaces that are to remain to condition existing before selective demolition operations began.

D. Existing Facilities: Comply with Citys requirements for using and protecting elevators, stairs, walkways, loading docks, building entries, and other building facilities during selective demolition operations.

3.6 REMOVALS
A. Where required by the Drawings or specified, and when so directed to be salvaged and reinstalled, remove existing materials and fixtures, equipment, etc. in the most careful manner possible to avoid damage; and, if damaged, restore such items to conditions satisfactory to the Architect.

B. Materials to be removed and not reinstalled shall become the property of the Contractor who shall be responsible for their timely removal from the Project site and their legal disposal.

1. Recycle removed materials to greatest extent possible. Provide manifests showing extent
and content of recycled material diverted or recovered from the waste stream, including total weight of each. See Section 01 7419.

C. Removed and Salvaged Items: Comply with the following:

1. Clean salvaged items.

2. Pack or crate items after cleaning. Identify contents of containers.

3. Store items in a secure area until delivery to City.

4. Transport items to City's storage area designated by City.

5. Protect items from damage during transport and storage.

D. Existing Items to Remain: Protect construction indicated to remain against damage and soiling during selective demolition. When permitted by Architect, items may be removed to a suitable, protected storage location during selective demolition and cleaned and reinstalled in their original locations after selective demolition operations are complete.

E. Concrete Slabs-on-Grade: Saw-cut perimeter of area to be demolished, then break up and remove.

F. Resilient Floor Coverings: Remove floor coverings and adhesive according to recommendations in RFCI-Recommended Work Practices for Removal of Resilient Floor Coverings.

1. Remove residual adhesive and prepare substrate for new floor coverings by one of the methods recommended by RFCI.

3.7 PATCHING AND REPAIRS
A. General: Promptly repair damage to adjacent construction caused by selective demolition operations.

B. Repairs: Where repairs to existing surfaces are required, patch to produce surfaces suitable for new materials.

1. Completely fill holes and depressions in existing masonry walls that are to remain with an approved masonry patching material applied according to manufacturer's written recommendations.

C. Finishes: Restore exposed finishes of patched areas and extend restoration into adjoining construction in a manner that eliminates evidence of patching and refinishing.

D. Floors and Walls: Where walls or partitions that are demolished extend one finished area into another, patch and repair floor and wall surfaces in the new space. Provide an even surface of uniform finish color, texture, and appearance. Remove existing floor and wall coverings and replace with new materials, if necessary, to achieve uniform color and appearance.

1. Patch with durable seams that are as invisible as possible. Provide materials and comply with installation requirements specified in other Sections of these Specifications.

2. Where patching occurs in a painted surface, apply primer and intermediate paint coats over patch and apply final paint coat over entire unbroken surface containing patch.

Provide additional coats until patch blends with adjacent surfaces.

3. Where feasible, test and inspect patched areas after completion to demonstrate integrity of installation.

Ceilings: Patch, repair, or rehang existing ceilings as necessary to provide an even-plane surface of uniform appearance.

F. Where repair scope is more than incidental, repairs shall comply with current codes.

3.8 CLEANING
A. Construction Waste Management: Manage construction waste in accordance with provisions of Section 01 7419 Construction Waste Management and Disposal.

B. Provide cleaning during demolition as necessary and to the acceptance of the Architect.

C. Leave all portions of demolition area in a level, safe, and sanitary condition acceptable to public authorities and Architect.

3.9 DISPOSAL OF DEMOLISHED MATERIALS
A. General: Promptly dispose of demolished materials. Do not allow demolished materials to accumulate on-site.

B. Burning: Do not burn demolished materials.

C. Disposal: Transport demolished materials off City's property and legally dispose of them.

END OF SECTION 02 4119
Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Back Check Submission November 01, 2024 SELECTIVE STRUCTURE DEMOLITION 02 4119-10
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Buehler Engineering
Group 4 Project No. 23604-01 CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Bac
k Check Submission – November 01, 2024
Concrete Forming and Accessories SECTION 03 10 00-1
SECTION 03 10 00 - CONCRETE FORMING AND ACCESSORIES

PART 1 GENERAL

1.01 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.

1.02 SECTION INCLUDES
A. Formwork for cast-in-place concrete, with shoring, bracing and anchorage.

B. Openings for other work.

C. Form accessories.

D. Form stripping.

1.03 RELATED REQUIREMENTS
A. Section 03 20 00 - Concrete Reinforcing.

B. Section 03 30 00 - Cast-in-Place Concrete.

C. Section 05 12 00 - Structural Steel Framing.

1.04 REFERENCE STANDARDS
A. Utilize the edition of the listed document as identified in the “Design Criteria Notes” in the structural drawings. If not listed in the “Design Criteria Notes”, use the edition adopted or referenced by the listed governing building code or material standard. If no specific edition is adopted, use the latest edition.

1. ACI 117 - Specification for Tolerances for Concrete Construction and Materials.

2. ACI 301 - Specifications for Concrete Construction.

3. ACI 303R - Guide to Cast-In-Place Architectural Concrete Practice.

4. ACI 318 - Building Code Requirements for Structural Concrete.

5. ACI 347R - Guide to Formwork for Concrete.

6. ACI 347.2R – Guide for Shoring/Reshoring of Concrete Multi-story Buildings.

1.05 SUBMITTALS
A. See Division 01 - Administrative Requirements for submittal procedures.

B. Product Data: Provide data and installation requirements for the following:

1. Form coatings and release agents.

1.06 QUALITY ASSURANCE
A. Perform work of this section in accordance with all requirements of ACI 347R and ACI 318 Chapter 26.

Buehler Engineering
Group 4 Project No. 23604-01 CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Bac
k Check Submission – November 01, 2024
Concrete Forming and Accessories SECTION 03 10 00-2
B. Delegated Designer Qualifications: Design formwork and shoring under direct supervision of a Professional Engineer experienced in design of concrete formwork and licensed in the State in which the Project is located.

C. Concrete formwork and shores shall be designed and constructed to safely support fluid concrete and superimposed construction loads without excessive deflection or concrete leakage.

Provide bracing to maintain accurate alignment and to resist all anticipated lateral loads. Forms shall conform with drawings as to shape, line, and dimension. Design, engineering, and construction of forms, shoring, and reshoring shall be the Contractor's responsibility. The Contractor shall also be responsible for determining when temporary supports, shores, reshores, backshores and other bracing may be safely removed.

D. Formwork for exposed concrete shall be constructed to the tolerances specified in ACI 303R.

E. Cooperate and coordinate with other trades who furnish and/or install piping, conduit, reglets, anchors, inserts, sleeves, hangers, etc., as their work requires, including provisions for recesses and chases.

1.07 DELIVERY, STORAGE, AND HANDLING
A. Deliver prefabricated forms and installation instructions in manufacturer's packaging.

B. Deliver and store packaged materials in original containers with seals unbroken and labels intact until time of use.

C. Store prefabricated forms off ground in ventilated and protected manner to prevent deterioration from moisture.

D. Protect plastic foam products from damage and exposure to sunlight.

PART 2 PRODUCTS

2.01 FORMWORK – GENERAL
A. Provide concrete forms, accessories, shoring, and bracing as required to accomplish cast-in- place concrete work.

B. Design and construct concrete that complies with design with respect to shape, lines, and dimensions.

C. Chamfer outside corners of beams, joists, columns, and walls, unless otherwise noted.

D. Comply with applicable state and local codes with respect to design, fabrication, erection, and removal of formwork.

E. Comply with relevant portions of ACI 347R, ACI 301, and ACI 318.

F. Use the following form types:

1. Concrete not exposed to view: APA Plyform, steel, or clean and sound 1x8 sawn lumber.

2. Smooth Concrete exposed to view: APA Plyform or steel

3. Fiber Forms: Tubular column type spirally constructed of laminated plies of fiber

4. Extruded Polystyrene Foam: board or shaped as required.

5. Form types for concrete exposed to view shall be submitted to and reviewed by the Architect.

2.02 WOOD FORM MATERIALS
A. Plywood: 5/8-inch minimum APA Plyform.

B. Lumber: Douglas-Fir species; Standard grade; with grade stamp clearly visible.

2.03 FIBER FORMS
A. Manufacturers:

1. Sonoco Products Company, Sonotube.

2. Burke Company, Burke Smoothtube.

3. Substitutions: See Division 01 – Product Requirements.

B. Material shall be of round, spirally wound laminated fiber using a non-water sensitive adhesive and surface wax impregnated for moisture protection, surface treated with release agent, non- reusable, of sizes indicated. Forms shall give a smooth and seamless appearance to the cast concrete. Provide reveals as shown on the Drawings.

2.04 EXTRUDED POLYSTYRENE FOAM FORMWORK
A. Manufacturers: Comply with ASTM C578 type IV

1. Dow Chemical Corp., Styrofoam.

2. UC Industries, Foamular.

3. Substitutions: See Division 01 – Product Requirements.

2.05 FORMWORK ACCESSORIES
A. Form Ties:

1. Concrete exposed to view: Snap ties allowing full 1-inch back break.

2. Concrete not exposed to view: Snap ties or wire.

3. Verify special spacing requirements with architectural drawings at exposed concrete.

B. Form Clamps:

1. Assembly to have cone washers allowing full 1-inch back break; 3/8” center rod.

C. Spreaders: metal (no wood)
D. Form Release Agent: Capable of releasing forms from hardened concrete without staining or discoloring concrete or forming bugholes and other surface defects, compatible with concrete and form materials, and not requiring removal for satisfactory bonding of coatings to be applied.

1. Do not use materials containing diesel oil or petroleum-based compounds. Form coating containing mineral oils or other non-drying materials will not be permitted for any concrete work.

2. Composition: Colorless, reactive, water-based compound.

3. Products:
a. Kaufman Products Inc., FormKote Emulsion.
b. Nox-Crete Inc., BIO-NOX.
c. SpecChem, LLC, Bio Strip WB (water-based).
d. W. R. Meadows, Inc., Duogard II (water-based).
e. Substitutions: See Division 01 – Product Requirements.

E. Dowel Sleeves: Plastic sleeve and nailable plastic base for smooth, round, steel load-transfer dowels.

1. Manufacturers:

F. Filler Strips for Chamfered Corners: Rigid plastic or wood type; ¾ x ¾ inch size unless noted otherwise on the Drawings.

G. Joint tape: Plastic film tape 3 inches wide.

1. Manufacturers:
a. 3M Company, No. 471 plastic film tape.

H. Expansion Joint Filler (preformed): ½” thick

1. Manufacturers:
a. W.R. Meadows, Inc., Sealtight Fiber Expansion Joint.

I. Nails, Spikes, Lag Bolts, Through Bolts, Anchorages: Sized as required, of sufficient strength and character to maintain formwork in place while placing concrete.

J. Embedded Anchor Shapes, Plates, Angles and Bars: As specified in Section 05 12 00.

K. Waterstops:

1. Configuration: As indicated on the Drawings.

2. Size: As indicated on the Drawings.

PART 3 EXECUTION

3.01 EXAMINATION
A. Verify lines, levels and centers before proceeding with formwork. Ensure that dimensions and elevations agree with drawings.

3.02 EARTH FORMS
A. Earth forms are not permitted, except as specifically indicated on approved drawings and as indicated below.

1. Concrete footings may be poured directly against cut earth where excavations are deemed stable by a representative of the geotechnical engineer.

2. See Structural drawings for requirements for placing concrete footings directly against earth without forms.

B. Hand trim sides and bottom of earth forms. Remove loose soil prior to placing concrete.

3.03 ERECTION – FORMWORK
A. Erect and maintain formwork, shoring and bracing to achieve design requirements, in accordance with requirements of ACI 301.

B. Construct forms to sizes, shapes, lines, and dimensions shown, and to obtain accurate alignment, locations, grades, level and plumb work in finished structures. Provide for openings, offsets, keyways, recesses, moldings, rustications, reglets, chamfers, blocking, screeds, bulkheads, anchorages, inserts, and other features required in work. Use selected materials to obtain required finishes. Solidly butt joints and provide back-up at joints to prevent leakage of concrete.

C. Provide bracing to ensure stability of formwork. Shore or strengthen formwork subject to overstressing by construction loads. Ensure forms are tied, clamped, and braced to prevent spreading, shifting, or settling.

Buehler Engineering
Group 4 Project No. 23604-01 CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Bac
k Check Submission – November 01, 2024
Concrete Forming and Accessories SECTION 03 10 00-5
D. Set edge forms, bulkheads, and intermediate screed strips for slabs to achieve required elevations and slopes in finished concrete surfaces. Provide and secure units to support screed strips; use strike-off templates or compacting-type screeds.

E. Install permanent insulated foam panel formwork per manufacturer's recommendations.

F. Arrange and assemble formwork to permit dismantling and stripping. Do not damage concrete during stripping. Permit removal of remaining principal shores.

G. Align joints and make water-tight. Keep form joints to a minimum.

H. Obtain approval before framing openings in structural members that are not indicated on drawings.

I. Install void forms in accordance with manufacturer's recommendations. Protect forms from moisture or crushing.

J. Coordinate this section with other sections of work that require attachment of components to formwork.

K. If formwork is placed after reinforcement, resulting in insufficient concrete cover over reinforcement, request instructions from Architect before proceeding.

3.04 APPLICATION - FORM RELEASE AGENT
A. Apply form release agent on formwork in accordance with manufacturer's recommendations.

B. Apply prior to placement of reinforcing steel, anchoring devices, and embedded items.

C. Do not apply form release agent where concrete surfaces will receive special finishes or applied coverings that are affected by agent. Soak inside surfaces of untreated forms with clean water. Keep surfaces coated prior to placement of concrete.

3.05 CONSTRUCTION JOINTS
A. Refer to Specification 03 30 00 Section 3.05.

3.06 INSERTS, EMBEDDED PARTS, AND OPENINGS
A. Provide formed openings where required for items to be embedded in passing through concrete work.

B. Locate and set in place items that will be cast directly into concrete. All such items shall be secured into position before the concrete is placed.

C. Coordinate with work of other sections in forming and placing openings, slots, reglets, recesses, sleeves, bolts, anchors, other inserts, and components of other work.

1. The Contractor shall ensure that sleeves have been installed and other provisions have been made for the installation of mechanical, electrical and other equipment.

2. Coordinate with all trades to ensure proper placement of all items in forms and to provide proper blockouts wherever required.

D. Position recessed anchor slots for brick veneer masonry anchors to spacing and intervals as required for the specified product.

E. Install accessories in accordance with manufacturer's instructions so they are straight, level, and plumb. Ensure items are not disturbed during concrete placement.

F. Install waterstops in accordance with manufacturer's instructions, so they are continuous without displacing reinforcement. Heat seal joints so they are water-tight.

Buehler Engineering
Group 4 Project No. 23604-01 CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Bac
k Check Submission – November 01, 2024
Concrete Forming and Accessories SECTION 03 10 00-6
G. Provide temporary ports or openings in formwork where required to facilitate cleaning and inspection. Locate openings at bottom of forms to allow flushing water to drain.

H. Close temporary openings with tight fitting panels flush with inside face of forms and neatly fitted so joints will not be apparent in exposed concrete surfaces.

3.07 FORM CLEANING
A. Clean forms as erection proceeds, to remove foreign matter within forms.

B. Clean and protect permanent foam panel formwork per manufacturer's recommendations.

C. Clean formed cavities of debris prior to placing concrete.

1. Flush with water or use compressed air to remove remaining foreign matter. Ensure that water and debris drain to exterior through clean-out ports.

2. No wooden ties or blocking shall be left in concrete except where indicated for attachment of other work.

3.08 FORMWORK TOLERANCES
A. Construct formwork to maintain tolerances required by ACI 117, unless otherwise indicated.

B. Construct permanent insulated foam panel formwork to maintain tolerances required by ACI 301.

C. The Owner shall hire an independent qualified surveyor to verify the proper form, line, position, and elevation of the finished concrete work. The results of each survey shall be sent to the Owner, Architect, Engineer of Record, and Contractor and shall identify any deviation from specified tolerances. All work not in conformance with specified tolerances shall be removed at the Contractor's sole expense if so specified by the Owner.

3.09 FIELD QUALITY CONTROL
A. An independent testing agency will perform field quality control tests, as specified in Division 01 - Quality Requirements.

B. Inspect erected formwork, shoring, and bracing to ensure that work is in accordance with formwork design, and to verify that supports, fastenings, wedges, ties, and items are secure.

1. Notify the Architect at least 48 hours in advance of the beginning of pouring operations and at the completion of formwork and location of all construction joints. An inspection of forms and joints will be made for approval of finished work and general layout only. The foregoing inspection shall in no way relieve the Contractor of responsibility of design and safety of formwork, bulkheads and shoring.

2. Concrete work out of alignment, level or plumb will be cause for rejection of the whole work affected and, if so rejected, such work shall be removed and replaced, as directed by Architect, with no additional cost to the Owner.

C. Thoroughly clean and patch all holes in formwork and re-coat as required before reusing.

Forms not suited to obtain concrete surfaces and tolerances in conformity with Contract requirements will be rejected by Architect.

1. Reuse of forming materials shall be limited only as required to produce the finishes as specified, free from blemishes and other defects unless covered by other building materials in which case blemish free concrete is not required.

3.10 SHORES
A. Comply with ACI 318, ACI 347.2R, and ACI 301 for design, installation, and removal of shoring.

B. Plan sequence of removal of shores to avoid damage to concrete. Locate and provide adequate reshoring to support construction without excessive stress or deflection.

3.11 FORM REMOVAL
A. Do not remove forms or bracing until concrete has gained sufficient strength to carry its own weight and imposed loads.

1. Formwork and shoring shall remain in place until concrete has cured sufficiently to avoid damage during form removal. The Contractor or their representative in charge of concrete construction shall be present during removal of forms and shores and shall be responsible for the safety of this operation at all times and under all conditions.

2. Shores must be immediately replaced with reshores in a sequence designed to avoid inducing stress in the concrete member.

B. Loosen forms carefully. Do not wedge pry bars, hammers, or tools against finish concrete surfaces scheduled for exposure to view.

C. Store removed forms to prevent damage to form materials or to fresh concrete. Discard damaged forms.

D. Surfaces to be painted shall be smooth and free of substances such as dirt, wax, excessive laitance, grease or materials that would prevent proper bonding of finishes.

1. Removal of foregoing contaminants and complete removal of parting and curing compounds affecting proper paint bond, shall be responsibility of this Section of Work.

Sandblast cleaning shall not be employed without specific approval of Structural Engineer.

E. Upon completion of this Work, clean up and remove from Site all equipment and debris resulting from this work.

END OF SECTION
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k Check Submission – November 01, 2024
Concrete Reinforcing SECTION 03 20 00-1
SECTION 03 20 00 - CONCRETE REINFORCING

PART 1 GENERAL

1.01 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections apply to this Section.

1.02 SECTION INCLUDES
A. Reinforcing steel for cast-in-place concrete.

B. Supports and accessories for steel reinforcement.

1.03 RELATED REQUIREMENTS
A. Section 03 10 00 - Concrete Forming and Accessories.

B. Section 03 30 00 - Cast-in-Place Concrete.

1. ACI 117 – Specification for Tolerances for Concrete Construction and Materials

2. ACI 301 - Specifications for Concrete Construction.

3. ACI 315R - Guide to Presenting Reinforcing Steel Design Details.

4. ACI 318 - Building Code Requirements for Structural Concrete.

5. ACI SP-66 - ACI Detailing Manual.

6. ASTM A82 - Cold Drawn Wire for Concrete Reinforcement.

7. ASTM A184 - Standard Specification for Welded Deformed Steel Bar Mats for Concrete Reinforcement.

8. ASTM A615 - Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement.

9. ASTM A704 - Standard Specification for Welded Steel Plain Bar or Rod Mats for Concrete Reinforcement.

10. ASTM A706 - Standard Specification for Deformed and Plain Low-Alloy Steel Bars for Concrete Reinforcement.

11. ASTM A1064 - Standard Specification for Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete.

12. AWS B2.1 - Specification for Welding Procedure and Performance Qualification.

13. AWS D1.4 - Structural Welding Code - Steel Reinforcing Bars.

14. CRSI (DA4) - Manual of Standard Practice.

15. CRSI (P1) - Placing Reinforcing Bars.

1.05 SUBMITTALS
A. See Division 01 - Administrative Requirements, for submittal procedures.

B. Shop Drawings: Prepare in accordance ACI 315 and ACI SP-66 and CRSI standards. Indicate bending diagrams, assembly diagrams, splicing and laps of bars and shapes, dimensions and details of bar reinforcing and assemblies.

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1. The correctness of all reinforcing requirements and work is the responsibility of the Contractor.
a. Identify such shop drawings with reference thereon to sheet and detail numbers from Contract Drawings.
b. Direct copies of the contract documents are not acceptable as a submission from the Contractor.
c. Do not use scaled dimensions from Contract Drawings in determining the lengths of reinforcing bars.
d. No reinforcing steel shall be fabricated without approved shop drawings. e. Any deviations from the contract documents must be clearly indicated as a deviation on the shop drawings.
f. Include bar sizes, lengths, material, grade, bar schedules, stirrup spacing, bent bar diagrams, bar arrangement, splices and laps, mechanical connections, tie spacing, hoop spacing, and supports for concrete reinforcement. Include any welding to be done.
g. Shop drawings shall make it clear where each bar is located. Beams, grade beams and walls shall be shown in elevation. On elevations show locations of sleeves and penetrations.
h. Check architectural, structural, mechanical, and electrical and other contract documents for anchor bolt schedules and locations, anchors, inserts, conduits, sleeves, and any other items which are required to be cast in concrete, and make necessary provisions as required so that reinforcing steel will not interfere with the placement of such embedded items.
i. Show all areas of congestion. Identify where reinforcing steel will interfere with the placement of embedded items such as anchor bolts, anchors, inserts, conduits, sleeves and any other items which are required to be cast in concrete.

C. Submit shop drawings indicating which members will use fusion welding process for assembly.

Shop drawings shall show complete structural details indicating the size of stirrups, the size of holding wires, and welding requirements.

D. Submit International Code Council (ICC) Evaluation Service Reports indicating approval from ICC Evaluation Service, Inc. for mechanical splices, hooked anchorage systems, large-headed stud punching shear reinforcement and dowel bar replacement systems.

E. Manufacturer's Certificate: Certify that reinforcing steel and accessories supplied for this project meet or exceed specified requirements.

1. Reinforcing Bars

2. Welded Wire Fabric

3. Welding Electrodes
F. Product Data:

1. Manufacturer's specifications and installation instructions for splice devices.

G. Welders' Qualification Statement: Welders' certificates in accordance with AWS B2.1 and dated no more than 12 months before start of scheduled welding work.

H. Reports: Submit certified copies of mill test report of reinforcement material chemical and physical analysis.

1. Tensile and bend tests shall be performed by the mill in accordance with ASTM A615 or A706, as applicable to reinforcing type.

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1.06 QUALITY ASSURANCE
A. Perform work of this section in accordance with ACI 301.

1. Maintain one copy of each document on project site.

B. Tests and Inspections:

1. Provide Architect and Special Inspection Agency with access to fabrication plant to facilitate inspection of reinforcement. Provide notification of commencement and duration of shop fabrication in sufficient time to allow inspection.

2. A testing program is required prior to the start of construction. Testing program to be done in compliance with the CBC requirements and in collaboration with Testing Laboratory, Design team, contractor, owner and submitted for review by the agency in charge of building enforcement. Requirements below are minimum requirements; additional requirements may be required in final testing program.

3. All reinforcing steel whose properties are not identifiable by mill test reports shall be tested in accordance with ASTM A615. One Series of tests for each missing report to be borne by the Contractor.

4. When inspections are indicated for reinforcement placement on the Structural drawings, a special inspector shall be employed to inspect reinforcing placement per CBC Chapter 17.

5. When tests are indicated for reinforcing steel on the structural drawings, the reinforcing steel used shall be tested in accordance with ASTM A615. One tensile and one bend test for each 2-1/2 tons of steel or fraction thereof, shall be made.

6. Inspect shop and field welding in accordance with AWS D1.4, including checking materials, equipment, procedure, and welder qualification as well as the welds. Inspector will use non-destructive testing or any other non-destructive aid to visual inspection that Inspector deems necessary to assure the adequacy of the weld.

7. Tests and inspection shall be performed by Owners testing agency except when needed to justify rejected work, in which case the cost of retests and reinspection shall be paid by the Owner and back-charged to the Contractor.

C. Installer Qualifications:

1. Reinforcing Steel: Installation shall be done only by an installation firm normally engaged in this business. All work shall be performed by qualified mechanics working under an experienced supervisor.

D. Manufacturer Qualifications:

Reinforcing Steel: A firm regularly engaged in the manufacture of steel bar and welded wire fabric reinforcing.

E. Mechanical Bar Couplers shall have a current ICC-ES or IAPMO Evaluation Report that indicates compliance with the requirements of these specifications.

F. Steel Reinforcing Allowable Tolerance (ACI 117):

1. Fabrication:
a. Sheared length: 1 inch.
b. Depth of truss bars: Plus or minus ½-inch.
c. Ties: Plus or minus ½-inch.
d. All other bends: Plus or minus 1 inch.

2. Placement:
a. Concrete cover to form surfaces: Plus or minus ¼-inch. b. Minimum spacing between bars: Plus or minus ¼-inch.
c. Crosswise of members: Spaced evenly within 2 inches of stated separation. d. Lengthwise of members: Plus or minus 2 inches.

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Concrete Reinforcing SECTION 03 20 00-4

3. Maximum bar movement to avoid interference with other reinforcing steel, conduits, or embedded items: 2 bar diameters.

G. Unidentifiable Reinforcing Steel: Tested by testing agency; paid for by Contractor:

1. Test reinforcing delivered to site which cannot be properly identified by heat number and mill mark for compliance with ASTM A615 as follows:
a. No. 8 Bar and Smaller: One tensile test and one bend test of each size per 7-1/2 tons, or portion thereof.
b. No. 9 Bar and Larger: One tensile test of each size per 10 tons, or portion thereof.

H. Welding: Qualify procedures and personnel according to AWS D1.4, "Structural Welding Code--Reinforcing Steel."

1. Welders whose work fails to pass inspection shall be requalified before performing further welding.

2. Firm specializing in furnishing and installing reinforcement shall have a minimum of 5 years’ experience on projects with requirements similar to this project and shall have sufficient production capacity.

3. All welding shall be performed by operators who are qualified for the types of welds used.

Each operator shall have been qualified within the preceding one year as prescribed by AWS.

4. Require welders to retake the qualification test if, as determined by the Architect, there is a reasonable doubt as to the proficiency of the welder. If the welder does not requalify, they shall not perform any welding on the project.

1.07 DELIVERY, STORAGE, AND HANDLING
A. Steel Reinforcement

1. Deliver, store, and handle steel reinforcement to prevent bending and damage. Avoid damaging coatings on steel reinforcement where occur.

2. Deliver reinforcing to Site properly bundled and tagged. Use tags that indicate bar size, lengths and marks corresponding to markings shown on shop drawings. Bundles shall be identified as to heat number and manufacturer and be accompanied by mill and analysis test reports and affidavit from the supplier stating that the material conforms to the requirements of the ASTM specification listed therein. Segregate to maintain identification after bundles are broken.

3. Store reinforcement in a manner that will prevent excessive rusting or fouling with/ grease, oil, dirt, and other bond weakening materials.

4. Do not use damaged, reworked, or deteriorated material.

B. Deliver and store welding electrodes in accordance with AWS D1.4.

PART 2 PRODUCTS

2.01 STEEL REINFORCEMENT
A. Reinforcing Steel: ASTM A615, Grade 60 (60,000 psi) for all bars unless otherwise indicated.

1. Plain billet-steel bars.

2. Unfinished.

B. Reinforcing Steel: ASTM A706, deformed low-alloy steel bars for bars to be welded.

1. Unfinished.

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C. Reinforcing Steel: Dual grade ASTM A615/A706, Grade 60 (60,000 psi) may be used in lieu of A615 or A706, Grade 60 (60,000 psi).

1. Unfinished.

D. Minimum uniform elongation shall be at least 9% for bar sizes #3 through #10, and at least 6% for bar sizes #11 through #18.reinforcing Steel: Plain or deformed bars; ASTM A1035, Grade 100 (100,000 psi), Type CL.

E. Stirrup and Tie Steel: ASTM A615 grade 60 for all bars, unfinished.

F. Reinforcing steel used as spiral reinforcing as noted on the drawings shall conform to ASTM A615 unless noted otherwise.

G. Deformed Bar Anchors: AWS Type D studs manufactured in conformance with ASTM A 496 with a minimum tensile strength of 80,000 PSI. ASTM A 615 reinforcing bars may not be substituted for deformed bar anchors. Reinforcement shall be approved by the ICC-Evaluation Service, Inc and shall have the Evaluation Service Report submitted for Engineer review. The following are acceptable products, provided that their Evaluation Service Reports are still valid at the time of intended use on the project:

1. Nelson Stud Welding, Inc.; Nelson D2L Deformed Bar Anchor Studs (ESR-2907).

2. Tru-Weld Division, TFP Corporation; Deformed Bar Anchors (ESR-2823).

H. Steel Dowels: Same grade as bars to which dowels are connected.

I. Steel Welded Wire Reinforcement (WWR): Plain type; ASTM A1064 with a yield strength of 65,000 psi. Provide flat sheets only. Spacing and size of wire as indicated in drawings.

J. Reinforcement Accessories:

1. Tie Wire: FS-QQ-W-461, annealed, minimum 16-gauge, 0.0508 inch.

2. Chairs, Bolsters, Bar Supports, Spacers: Sized and shaped for adequate support of reinforcement during concrete placement.
a. Wire support: CRSI class 2.
b. Do not use wood, brick, or other objectionable materials. c. Do not use galvanized supports.
d. Supports placed against ground: Pre-cast concrete blocks not less than 4 inches square with embedded wire.

3. Provide stainless steel components for placement within 1-1/2 inches of weathering surfaces.

K. Welding Electrodes: AWS D1.4, low hydrogen, E70XX series.

L. Hooked Anchorage Replacement: Reinforcing bar terminations shall be manufactured out of ASTM A 576, ASTM A 615, or A 706 material and shall develop the full tensile strength of the bar when installed at the manufacturer’s recommended depth.

1. The anchorage shall be approved by the ICC Evaluation Service Inc. as expressed in an ICC Evaluation Service Report which shall be submitted for review.

2. The following are acceptable products (for use only with grade 60 bars), provided that their Evaluation Service Reports are still valid at the time of intended use on the project:
a. Dextra Manufacturing Co., Ltd; Bartec Mechanical Anchorages for Steel Reinforcing Bars in Concrete (ESR-2166).
b. Headed Reinforcement Corporation; HRC 555 Headed Reinforcing Bars (ESR-2935). c. Erico Products, Inc.; Lenton Terminator (ER-3967).

2.02 REINFORCING BAR SPLICING:

A. Coupler Systems: Mechanical devices for splicing reinforcing bars; Comply with ACI 318 Chapter 25.

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1. Mechanical splices shall conform to Type 1 or Type 2 splices. Where not specifically indicated, use type 2 splices.
a. Type 1 splice shall develop, in tension and compression, 1.25 times the specified yield strength of the splice bar.
b. Type 2 splice shall meet the requirements of Type 1 splice and, in addition, develop the full tensile strength of the splice bar.
c. Splices shall be approved by the ICC-Evaluation Service, Inc and shall have the Evaluation Service Report submitted for Engineer review.

2. Manufacturers:
a. Headed Reinforcement Corporation (HRC)
b. nVent Lenton
c. Dayton Superior Corporation
d. Splice Sleeve North America, Inc; NMB Splice Sleeve System e. Substitutions: See Division 01 - Product Requirements.

B. Form Savers: Mechanical devices for connecting dowels and reinforcing bars at construction joints; capable of developing full steel reinforcing design strength in tension and compression.

1. Manufacturers:
a. nVent Lenton
b. Substitutions: See Division 01 - Product Requirements.

C. Taper Tie Hole Plug: Mechanical device for plugging tie holes; anchors optional flush or recessed grout.

1. Manufacturers:
a. Dayton Superior Corporation
b. Substitutions: See Division 01 - Product Requirements.

D. Grout: Cementitious, non-metallic, non-shrink grout for use with manufacturer's grout sleeve reinforcing bar coupler system.

1. Manufacturers:
a. Dayton Superior Corporation
b. Substitutions: See Division 01 - Product Requirements.

2.03 FABRICATION
A. Fabricate concrete reinforcing in accordance with CRSI (DA4) - Manual of Standard Practice and to meet requirements of Drawings.

B. Fabricate reinforcement in accordance with the requirements of ACI 315R where specific details are not shown or where Drawings and Specifications are not more demanding.

C. Steel reinforcement shall not be bent or straightened in a manner that will injure the material.

Bars with kinks or bends not shown on the Drawings shall not be used. Heating of bars for bending will not be permitted.

D. Reinforcing shall not be field bent or straightened without structural engineer’s review.

E. Provide offsets in rebar (1:6 maximum) where required to maintain clearances.

F. Fusion welding of preassembled cages shall be permitted only under the following conditions:

1. Fusion welding of holding wires to ties, stirrups, and hoops in beams, columns, and grade beams to preassemble reinforcing cages is permissible. The holding wire area shall not exceed 5% of the beam, column, or grade beam cross sectional longitudinal steel area.

Fusion welding is not allowed to longitudinal reinforcing steel in any beam, column, or grade beam.

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2. Fusion welding of holding wires to the ends of the reinforcing steel placed in mats (spread footings, slab reinforcement, etc.) is permitted provided the fusion weld occurs within 6 bar diameters of the free end of the bar (e.g. no allowed at the end of coupled, T-headed, or weld splice bars).

3. Fusion welding of holding wires shall not occur on a bent portion of a reinforcing bar.

Bars may not be bent where a fusion weld occurs.

4. Holding wires shall conform to ASTM A496.

5. All reinforcing steel to be welded shall comply with ASTM A706.

6. Submit complete structural plans indicating which members will use fusion welding process for assembly. Provide complete structural details indicating the size of stirrups and holding wires and welding requirements. Submit a complete shop welding program which includes the following:
a. Type of the specific fusion welding machine

7. Periodic inspection protocol of the in-plant welding. This information shall be submitted to the Structural Engineer (SEOR) and the Owner’s Testing Agency for approval. Fusion welding and fabrication is not permitted until approved by the SEOR.

PART 3 EXECUTION

3.01 PLACEMENT
A. Place, support and secure reinforcement against displacement. Do not deviate from the required position. All reinforcement shall be accurately set in place, lapped, spliced, spaced rigidly and securely held in place and tied with specified wire at all splices and crossing points. All wire tie ends shall point away from the form. Carefully locate all dowel steel to align with wall and column steel.

1. Comply with CRSI recommended practice for "Placing Reinforcing Bars", for details and methods of reinforcement placement and supports and as herein specified.

2. Bars shall be in long lengths with laps and splices as shown. Offset laps in adjacent bars.

Place steel with clearances and cover as shown. Bar laps shall be as indicated on the Drawings. Tie all laps and intersections with the specified wire.

3. For horizontal reinforcement, maintain clear space between parallel bars not less than 1 times nominal reinforcement diameter, but in no case shall clear space be less than 4/3 times maximum size concrete aggregate.

4. For vertical reinforcement, maintain clear space between parallel bars not less than 1-1/2 times nominal reinforcement diameter, but in no case shall clear space be less than 4/3 times maximum size concrete aggregate.

5. Reinforcing dowels for slabs shall be placed as detailed. Sleeves may be used if reviewed by the Structural Engineer before installation. Install dowel through all construction and expansion joints for all slabs on grade. Support slab-on-grade joint dowel bars independently of support for slab reinforcement on soil supported slab bolsters or specially manufactured cradles such that dowel bar remains parallel to slab surface and at right angles to joint during concreting operations. Lightly coat the exposed end of the dowel with a paraffin-base lubricant, asphalt emulsion, form oil, or grease or use a dowel bar sleeve.

6. Provide and place additional reinforcing steel at all sleeves and openings in beams, slabs, and walls as specified on the drawings. Where sleeves or openings not shown on the drawings interrupt the reinforcement, consult with Engineer for instructions for placing and splicing of bars. Provide the required additional reinforcing steel at no additional cost to the Owner.

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7. Do not bend reinforcement that is embedded partially in concrete except in locations noted on the drawings or approved by the Engineer.

B. Reinforcement in Topping Slabs

1. Provide welded smooth wire reinforcement minimum 6 x 6 W1.4 x W1.4 in all topping slabs unless specified otherwise on the drawings.

C. Bar Supports: Support and securely fasten bars with chairs, spacers and ties to prevent displacement by construction loads or placement of concrete beyond the tolerances specified.

Conform to CRSI as a minimum standard.

D. Steel Adjustment:

1. Move within ACI 117 specified allowable tolerances to avoid interference with other reinforcing steel, conduits, or embedded items.

2. Do not move bars beyond allowable without concurrence of Structural Engineer.

3. Do not heat, bend, or cut bars without concurrence of Structural Engineer.

4. Reinforcement shall not be bent after being embedded in hardened concrete.

E. Splices:

1. Provide splices as indicated on the drawings. Splice reinforcing bars only at locations shown on the structural drawings and approved shop drawings. Unauthorized or unscheduled splices not approved by the Engineer in writing will not be accepted.

2. All lap splices in reinforcing steel shall be contact lap splices unless detailed otherwise on the drawings.

3. Maintain proper cover and spacing between reinforcing bars at splices.

4. Lap unscheduled reinforcing bars not otherwise specified with a Class B lap splice.

5. Lap Splices: Tie securely with wire to prevent displacement of splices during placement of concrete.

6. Mechanical Splice Devices: Install in accordance with manufacturer's written instructions.

Obtain Structural Engineer’s review before using. The manufacturer of mechanical splice shall be present for first day’s installation.

7. Do not splice bars except at locations shown without concurrence of Structural Engineer. a. Where splices in addition to those indicated are required, indicate location on shop drawings clearly and highlight "for Engineer’s approval".

F. Do not displace or damage vapor barrier.

G. Accommodate placement of formed openings.

H. Refer to Structural Drawings for concrete cover requirements over reinforcement.

I. Concrete shown without reinforcing shall be reinforced as similar parts shown with reinforcing except where concrete is specifically noted to be unreinforced.

J. Examine surfaces and conditions receiving or affecting the work. Do not proceed until unsuitable conditions have been corrected.

K. Welding:

1. Welding is only permitted where specifically detailed on Drawings or approved by Engineer.

2. Employ shielding metal-arc method and meet requirements of AWS D1.4.

3. Welding is not permitted on bars where the carbon equivalent is unknown or is determined to exceed 0.55.

4. Welding shall not be done within two bar diameters of any bent portion of a bar which has been bent cold.

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5. Tack welding of reinforcement is not permitted, unless specifically requested by the Contractor and approved by the Structural Engineer of Record.

6. Welding of crossing bars is not permitted.

L. Welded Wire Fabric: Install in long lengths, lapping 24 inches at end splices and one mesh at side splices. Offset laps in adjacent widths. Place fabric in approximately the middle of the slab thickness unless shown otherwise on the Drawings by dimension. Wire tie lap joints at 12-inch centers. Use concrete blocks to support mesh in proper position.

M. Reinforcement shall be free of mud, oil or other materials that may reduce bond at the time concrete is placed. Reinforcement with tightly adhered rust or mill scale will be accepted without cleaning provided that rusting has not reduced dimensions and weights below applicable standards. Remove loose rust.

N. Protection against rust:

1. Where there is danger of rust staining adjacent surfaces, wrap reinforcement with impervious tape or otherwise prevent rust staining.

2. Remove protective materials and clean reinforcement as required before proceeding with concrete placement.

O. Refer to notes on Drawings for additional reinforcement requirements.

P. Refer to Mechanical and Electrical Drawings for formed concrete requiring reinforcing steel.

All such steel shall be included under the work of this Section.

3.02 FIELD QUALITY CONTROL
A. An independent testing agency, as specified in Division 01 - Quality Requirements, will inspect installed reinforcement for compliance with contract documents before concrete placement.

B. Reinforcing Steel

1. Notify the testing agency and the Architect at least 48 hours before concrete is to be poured or reinforcing is covered up.

2. Before any concrete is poured on any portion of the building, the reinforcing steel and form dimensions will be inspected by the Testing Agency. Any errors or discrepancies shall be corrected before concrete is placed.

3. A testing program is required prior to the start of construction. Testing program to be done in compliance with the CBC requirements and in collaboration with Testing Laboratory, Design team, contractor, owner and submitted for review by the agency in charge of building enforcement. Requirements below are minimum requirements; additional requirements may be required in the final testing program.

4. All reinforcing steel whose properties are not identifiable by mill test reports shall be tested in accordance with ASTM A615. One Series of tests for each missing report shall be made and costs shall be borne by the Contractor.

6. In addition to other required inspections, the following are subject to Special Inspection as per the CBC:
a. Placement of Reinforcing Steel
b. Welding of Reinforcing Steel

7. A special inspector from the Testing Agency shall be present during all field bending of reinforcement.

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8. Installation of deformed bar anchors to be tested in accordance with Section 7.1 of AWS D1.1.

9. Welding of Reinforcement: There shall be continuous inspection during all welding of reinforcement. All butt welds are to be inspected using radiographic testing. At the Owners option recognized non-destructive tests such as resistance, Magnetic Particle Examination, and Liquid Penetrant Inspection may be used to inspect the welds. Inspect shop and field welding in accordance with AWS D1.4, including checking materials, equipment, procedure, and welder qualification as well as the welds. The inspector will use non-destructive testing or any other aid to visual inspection that he deems necessary to assure the adequacy of the weld.

10. Comply with ICC-ES or IAPMO approvals with respect to special inspection required during installation.

11. Testing and inspection of mechanical splices and reinforcing couplers to conform to manufacturer's recommendations and ICC-ES or IAPMO approval.

END OF SECTION
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Cast-in-Place Concrete SECTION 03 30 00-1
SECTION 03 30 00 - CAST-IN-PLACE CONCRETE

PART 1 GENERAL

1.01 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections apply to this Section.

1.02 SECTION INCLUDES
A. Cast-in-place concrete building elements.

B. Slabs on grade.

C. Concrete foundations.

D. Grouting of steel base plates.

E. Joint devices associated with concrete work.

F. Concrete curing.

1.03 RELATED REQUIREMENTS
A. Section 03 10 00 - Concrete Forming and Accessories.

B. Section 03 20 00 - Concrete Reinforcing.

C. Section 05 12 00 – Structural Steel
D. Section 05 50 00 – Metal Fabrications

1. ACI 117 - Specification for Tolerances for Concrete Construction and Materials.

2. ACI 211.1 – Standard Practice for Selecting Proportions for Normal, Heavyweight, and Mass Concrete.

3. ACI 301 - Specifications for Concrete Construction.

4. ACI 302.1R - Guide to Concrete Floor and Slab Construction.

5. ACI 304R - Guide for Measuring, Mixing, Transporting, and Placing Concrete.

6. ACI 305R – Guide to Hot Weather Concreting.

7. ACI 306R – Guide to Cold Weather Concreting.

8. ACI 308R - Guide to External Curing of Concrete.

9. ACI 318 - Building Code Requirements for Structural Concrete.

10. ACI 360R – Guide to Design of Slabs-On-Ground.

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

12. ASTM C33 - Standard Specification for Concrete Aggregates.

13. ASTM C39 – Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens.

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14. ASTM C42 – Obtaining and Testing Drilled Cores and Sawed Beams of Concrete.

15. ASTM C94 - Standard Specification for Ready-Mixed Concrete.

16. ASTM C109 – Standard Test Method for Compressive Strength of Hydraulic Cement Mortars.

17. ASTM C143 – Standard Test Method for Slump of Hydraulic Cement Concrete.

18. ASTM C150 - Standard Specification for Portland Cement.

19. ASTM C172 – Standard Practice for Sampling Freshly Mixed Concrete by the Volumetric Method.

20. ASTM C192 – Standard Practice for Making and Curing Concrete Test Specimens in the Laboratory.

21. ASTM C260 - Standard Specification for Air-Entraining Admixtures for Concrete.

22. ASTM C309 - Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete.

23. ASTM C494 - Standard Specification for Chemical Admixtures for Concrete.

24. ASTM C567 – Standard Test Method for Determining Density of Structural Lightweight Concrete.

25. ASTM C618 – Standard Specification for Fly Ash and Raw or Calcined Natural Pozzolan for Use as a Mineral Admixture in Portland Cement Concrete.

26. ASTM C685 – Standard Specification for Volumetric Batching and Continuous Mixing.

27. ASTM C989 – Standard Specification for Slag Cement for Use in Concrete and Mortars.

28. ASTM C1157 – Standard Performance Specification for Hydraulic-Cement.

29. ASTM C1582 - Standard Specification for Admixtures to Inhibit Chloride-Induced Corrosion of Reinforcing Steel in Concrete.

30. ASTM E1155 - Standard Test Method for Determining FF Floor Flatness and FL Floor Levelness Numbers.

1.05 SUBMITTALS
A. See Division 01 - Administrative Requirements for submittal procedures.

B. General:

1. Review of submittals is of a general nature only, and the responsibility for conformance with intent of drawings shall remain with the Contractor. Review does not imply or state that the fabricator has correctly interpreted the construction documents.

2. All submissions shall be in accordance with the submission schedule developed and agreed between the Architect and Contractor at the commencement of the project.

Submission shall include dates of order and delivery of materials to the shop and the site.

3. Submittal schedule shall allow adequate time for reviews.

C. Concrete Design Mixtures: Each concrete mix design to be used on the project shall be reviewed and approved by the Testing Agency prior to concrete being delivered to site.

Owner’s Testing Agency shall review all mix designs prior to submittal. Submit proposed mix designs for each class of concrete listed on drawings. Submit alternate design mixtures when characteristics of materials, Project conditions, weather, test results, or other circumstances warrant adjustments.

1. For each concrete mixture, the following information shall be included: where the mix is to be used, all materials and admixtures including their source and proportions in the mix; Water content, water-to-cement ratio, slump, and aggregate grading; whether the mixture is appropriate for pumping; and total chloride content.

2. Indicate compressive strength and method used to determine strength. The compressive strength of the concrete shall be proportioned per ACI. Include all calculations and tests Buehler Engineering
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required by ACI 318 Chapter 5. Laboratory test data must be submitted along with calculations that show each mix design meets the strength requirement. Mix design number must match the mix design number shown on the test data. Include all test results or past history back up data specific as part of the submittal. Test results within the past two years shall be used to indicate performance in accordance with past history.

3. Indicate amounts of mixing water to be withheld for later addition at Project site.

D. Transit-mix delivery slips.

1. Keep record at the Site showing time and place of each pour of concrete, together with transit mix delivery slip certifying contents of the pour per ASTM C94. Include the time water was added to dry mix.

2. Make the record available for inspection at the Site and to the Architect for his review upon request.

3. Upon completion of this portion of the Work, deliver the record and the delivery slips to the Architect.

E. Layout drawings for construction, control, and expansion joints for Engineer and Architect review.

F. Certificates of Compliance from manufacturer or supplier:

1. Material Test Reports:
a. Cement Certificates per CBC Chapter 17.
1) Cement without a certificate shall not be used.
b. Aggregates: Material test reports for the following, from a qualified testing agency, indicating compliance with requirements:
1) Normal weight aggregate (per ASTM C33). Include service record data indicating absence of deleterious expansion of concrete due to alkali aggregate reactivity. Include evaluation of reactivity.

2. Product Test Reports and Certificates: Include ICC-ES or IAPMO reports where available. Provide for each of the following, signed by manufacturers.:
a. Cementitious materials, per ASTM C150, ASTM C595, ASTM C618, ASTM C989, and/or ASTM C1240, as applicable.
b. Admixtures. Where more than one admixture is used, include certification that admixtures are compatible. Per ASTM C494 for each type used; include chloride ion content.
c. Curing compounds. Also include data on method of removal in the event of incompatibility with floor covering adhesives.
d. Floor and slab treatments.
e. Non-shrink grout, per ASTM C1107 Grade B.
f. Bonding agents.
g. Vapor retarders.
h. Repair materials.

G. Hardeners and sealers: Provide manufacturer’s data.

H. Grout samples for sacked surface textures and colors upon Architect’s request only.

I. Field quality-control test and inspection reports.

J. Project Record Documents: Accurately record actual locations of embedded utilities and components that will be concealed from view upon completion of concrete work.

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1.06 QUALITY ASSURANCE
A. Perform work of this section in accordance with ACI 301 and ACI 318 and applicable standards listed in the Reference Standards section.

1. Maintain one copy of ACI 301 and ACI 318 on site.

B. Follow recommendations of ACI 305R when concreting during hot weather.

C. Follow recommendations of ACI 306R when concreting during cold weather.

D. For slabs required to include moisture vapor reducing admixture (MVRA), do not proceed with placement unless manufacturer's representative is present for every day of placement except when waived by owner.

E. For slabs indicated to receive membrane-forming, moisture emission-reducing, curing and sealing compound, do not proceed with application unless manufacturer's representative is present for every day of placement except when waived by owner.

F. Installer Qualifications:

1. Concrete: A qualified installer who employs Project personnel qualified as ACI-certified Flatwork Technician and Finisher and a supervisor who is an ACI-certified Concrete Flatwork Technician.

G. Manufacturer Qualifications:

1. Concrete: A firm experienced in manufacturing ready-mixed concrete products that complies with ASTM C94 requirements for production facilities and equipment. a. Manufacturer certified according to NRMCA's "Certification of Ready Mixed Concrete Production Facilities."
H. Testing Agency Qualifications: An independent agency, acceptable to authorities having jurisdiction, qualified according to ASTM C1077 and ASTM E329 for testing indicated, as documented according to ASTM E548.

1. Personnel conducting field tests shall be qualified as ACI Concrete Field-Testing Technician, Grade 1, according to ACI CP-01 or an equivalent certification program.

2. Personnel performing laboratory tests shall be ACI-certified Concrete Strength Testing Technician and Concrete Laboratory Testing Technician - Grade I. The Testing Agency laboratory supervisor shall be an ACI-certified Concrete Laboratory Testing Technician - Grade II.

3. Shop and field testing and inspection of steelwork shall be performed by an inspector currently certified as an AWS Certified Welding Inspector.

I. Testing Agency: Shall be selected and paid for by the Owner, unless otherwise specified; re- testing paid for by the Contractor.

J. Contractor’s Quality Control Plan: Quality Control includes the functions performed by the Contractor to ensure that the material and workmanship of concrete construction meets the project specifications and applicable standards. The Contractor shall submit a Quality Control Plan that addresses all inspection issues, including testing and inspection per ACI. The verification testing and inspection carried out by the Testing Agency does not relieve the contractor of the responsibility for conducting their own quality control/inspection program to ensure the requirements of the Contract Documents have been met. The Contractor’s Quality Control Plan will be reviewed by the Testing Agency.

K. Quality Control Inspector Qualifications: Along with Quality Control Plan, Contractor shall submit written qualifications for all inspectors to be assigned Quality Control functions for concrete work.

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L. Source Limitations: Obtain each type or class of cementitious material of the same brand from the same manufacturer's plant, obtain aggregate from one source, and obtain admixtures through one source from a single manufacturer.

M. Mechanical Bar Couplers shall have a current ICC-ES or IAPMO Evaluation Report that indicates compliance with the requirements of these specifications.

N. Concrete Testing Service: Engage a qualified independent testing agency to perform material evaluation tests and to test concrete mixtures. When mixes are proportioned by trial batch method, engage a Laboratory conforming to ASTM E329 and under direction of a Professional Engineer licensed in the State in which the Project is located.

O. Prefabrication and Preinstallation Conference: Conduct conference at Project site to comply with requirements in Division 01.

1. Before submitting design mixtures, review concrete design mixture and examine procedures for ensuring quality of concrete materials. Require representatives of each entity directly concerned with cast-in-place concrete to attend, including the following:
a. Contractor's superintendent.
b. Independent testing agency responsible for concrete design mixtures. c. Ready-mix concrete manufacturer.
d. Concrete subcontractor.

2. Review special inspection and testing and inspecting agency procedures for field quality control, concrete finishes and finishing, cold- and hot-weather concreting procedures, curing procedures, construction contraction and isolation joints, and joint-fillers, forms and form removal limitations, shoring and reshoring procedures, vapor-retarder installation, anchor rod and anchorage device installation tolerances, steel reinforcement installation, floor and slab flatness and levelness measurement, concrete repair procedures, and concrete protection.

P. Tests and Inspections:

1. Provide special inspections and testing as described in the “Statement of Structural Special Inspections and Testing” within the structural drawings, and/or TIO form, and as required by this section.

2. A testing program is required prior to start of construction. Testing program shall comply with the CBC requirements and in collaboration with Testing Laboratory, Design team, contractor, owner and submitted for review by the agency in charge of building enforcement. Requirements below are minimum requirements; additional requirements may be required in final testing program.

3. The following tests shall be made by a recognized testing laboratory selected by the Owner and approved by the governing agency. All tests shall be in accordance with the previously mentioned standards and ACI 318 Section 26.12. A complete record of all tests and inspections shall be kept per CBC Section 1704.5.
a. Compressive Strength: Make and cure in accordance with ASTM C-31. Test in accordance with ASTM C-39 and ACI 318 Section 26.12. Standard cure testing shall be utilized. Supplementary field cure testing shall occur where required by SEOR and/or AHJ.
1) A record shall be made of time and of locations of concrete from which samples were taken.
2) A minimum of five identical cylinders shall be taken from each pour of 150 cubic yards or 5000 square feet or part thereof, being placed each day per ACI 318 Section 26.12.2. One cylinder shall be tested at age 7 days, and a minimum of three at age 28 days unless otherwise specified. Preserve a minimum of one remaining cylinder for future use.

4. Provide full time inspection per CBC Section 1705.3 during the taking of test specimens and during the placing of all concrete and embedded steel.

5. See Section 03 20 00 for reinforcing steel tests and inspections.

6. Provide concrete batch plant inspections per ASTM C685.

1.07 DELIVERY, STORAGE AND HANDLING
A. Concrete Materials:

1. Protect cement from moisture and rotate stock to ensure fresh materials.

2. Protect aggregates as necessary to maintain saturated condition when batched.

3. Storage methods should comply with ACI 301 4.1.4.

B. Contractor to coordinate with owner and/or testing laboratory to provide facilities for job curing of test cylinders and transporting to Testing Laboratory.

C. Comply with all local building and fire codes for fire safety during construction.

PART 2 PRODUCTS

2.01 CONCRETE MIXES
A. Concrete mixes shall be as stated in the Structural Documents with strength, maximum aggregate size, weight, maximum water to cement ratio, and location of usage.

1. Cement content as required by mix design (ACI 318 Section 26.4.3).

2. Admixtures: Water Reducing

3. Weight
a. Normal Weight Concrete (NWC): 150 lbs. per cubic foot maximum

4. Air Entrainment
a. As required for UL rating
b. As required for Durability Requirements per ACI 318 Chapter 19 c. As required in Construction Documents

2.02 CONCRETE MATERIALS
A. Cementitious Material: Use the following cementitious materials, of the same type, brand, and source, throughout Project:

1. Portland Cement: ASTM C150, Type II, II/V, Type V, or ASTM C595 Type 1L. One brand of cement shall be used throughout to maintain uniform color for all exposed concrete.

2. Supplement Portland Cement with the following Supplementary Cementitious Materials (SCM):
a. Fly Ash Pozzolan: ASTM C618, F as required.
b. Blast-Furnace Slag: ASTM C989-10
c. Silica Fume: ASTM C1240, proportioned in accordance with ACI 211.1.

3. The SCM producer shall have a minimum of 5 years’ experience in the production of acceptable SCM and shall practice an effective quality control program to guard against contamination of the SCM.

4. Cementitious material used shall have at least 2 years of use with proposed aggregates without detrimental reaction.

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5. Alkali content shall not exceed 0.6% when tested in accordance with ASTM C114.

6. The temperature of cement delivered to the plant shall not exceed 150 degrees F.

B. Normal-Weight Aggregates: ASTM C33, fine and coarse aggregate, graded. Provide aggregates from a single source with documented service record data of at least 10 years' satisfactory service in similar applications and service conditions using similar aggregates and cementitious materials. Aggregate shall be crushed granite or Perkins type.

1. Select coarse-aggregate size from three options in subparagraph below; add gradation requirements if preferred. Aggregate size limits relate to spacing of steel reinforcement, depth of slab, or thickness of concrete member.

2. Coarse Aggregate:
a. Aggregate shall contain no thin or elongated pieces. Any piece having a major dimension more than 2-1/2 times the average thickness shall be considered thin or elongated.
b. If shrinkage-controlled concrete, Coarse Aggregate shall be crushed limestone, granite, or accepted equal.
c. The maximum size used in a particular location shall be consistent with the form and dimensions of the section being placed, with the location and spacing of the reinforcing steel and with the method of vibration. The aggregate sizes shall be such as will produce dense, uniform concrete, free of rock pockets, honeycombs, or other irregularities.
d. Combined aggregate gradation for slabs and other designated concrete shall be 8% to 18% for large top size aggregates (1-1/2-inch) or 8% - 22% for smaller top size aggregates (1-inch or 3/4-inch) retained on each sieve below the top size and above the No. 100.

3. Fine Aggregate: Uniformly graded, clean sand, free from excessive fines, organic materials or other deleterious materials. Free of materials with deleterious reactivity to alkali in cement.

C. Water: Clean and free from injurious amounts of oil, acids, alkali, organic matter and other deleterious substances; suitable for domestic consumption.

2.03 ADMIXTURES
A. General: Where more than one is used, admixtures shall be compatible. Use of admixtures shall be consistent throughout Work.

1. Use of alternate admixtures may only be used with the written acceptance of the Architect.

See Substitutions Division 01 – Product Requirements.

2. Admixtures to be in accordance with ACI 318 Section 26.4.1.4.

3. Prohibited Admixtures: Admixtures containing more than 0.05 percent chloride ions, fluorides, sulphites, thiocyanates, and/or nitrates are not permitted. Do not use admixtures that will negatively impact the visual finish of concrete exposed to view. Calcium chloride is not permitted.

B. Air-Entraining Admixture: ASTM C 260, certified by manufacturer to be compatible with other admixtures.

1. Available Products:
a. Grace Construction Materials; Darex AEA or Daravair. b. Master Builders, Inc.; MB-VR or Micro Air.
c. Euclid Chemical Company (The); Air Mix.

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C. Chemical Admixtures: Provide admixtures certified by manufacturer to be compatible with other admixtures and that will not contribute water-soluble chloride ions exceeding those permitted in hardened concrete. Do not use calcium chloride or admixtures containing calcium chloride.

1. Water-Reducing (Plasticizing) Admixture: ASTM C494, Type A for use in cool weather.

Available Products:
a. Grace Construction Products, W. R. Grace & Co.; "WRDA with Hycol". b. Master Builders, Inc.; "Pozzolith 220N".
c. Euclid Chemical Company (The); “WR-75, WR-91 or Eucon MR”.

2. Retarding Admixture: ASTM C494, Type B.

3. Water-Reducing and Retarding Admixture: ASTM C494, Type D for use in hot weather.

Available Products:
a. Sika Corporation; “Sikament 30”.
b. Euclid Chemical Company (The); “Eucon Retarder-75”.

4. Mid-Range, Water-Reducers ASTM C494. Available Products:
1) Master Builders “Polyheed.”

5. Plasticizing and Retarding Admixture: ASTM C1017, Type II.

6. Non-Chloride, Non-Corrosive Accelerating Admixture: ASTM C494, Type C or E.

Manufacturer must have long-term non-corrosive test data from an independent testing laboratory (of at least a year’s duration) using an acceptable accelerated corrosion test method. Available Products:
a. Euclid Chemical Company (The); “Accelguard 80, 90, or NCA”.

7. Shrinkage Reducing Admixture: ASTM C494, Type S.
a. Euclid Chemical Company; Eucon SRA Floor; Eucon SRA-XT. b. GCP Applied Technologies; Eclipse Floor 200; Eclipse 4500.

8. Waterproofing Admixture: Admixture formulated to reduce permeability to liquid water, with no adverse effect on concrete properties.
a. Admixture Composition: Crystalline, functioning by growth of crystals in capillary pores.
b. Admixture Composition: Hydrophobic polymer waterproofing and corrosion inhibitor, functioning by closing concrete pores and chemical bonding. c. Permeability of Cured Concrete: No measurable leakage when tested in accordance with COE CRD-C 48 at 200 psi (1.38 MPa); provide test reports. d. Potable Water Contact Approval: National Science Foundation (NSF) certification for use on structures holding potable water, based on testing in accordance with NSF 61 and NSF 372.
e. Available Products:
2) Euclid Chemical Company; Eucon Vandex AM-10.
3) W. R. Meadows, Inc; ADI-CON CW Plus.
4) Xypex Chemical Corporation; XYPEX Admix C-500.

D. Set-Accelerating Corrosion-Inhibiting Admixture: Commercially formulated, anodic inhibitor or mixed cathodic and anodic inhibitor; capable of forming a protective barrier and minimizing chloride reactions with steel reinforcement in concrete and complying with ASTM C494, Type C.

1. Available Products:
a. Euclid Chemical Company (The); Eucon CIA.
b. Grace Construction Products, W. R. Grace & Co.; DCI. c. Master Builders, Inc.; Rheocrete CNI.
d. Sika Corporation; Sika CNI.

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E. Color Pigment: ASTM C979, synthetic mineral-oxide pigments or colored water-reducing admixtures; color stable, free of carbon black, nonfading, and resistant to lime and other alkalis.

1. Color: As selected by Architect from manufacturer's full range.

2. Concentration: Base dosage rates on weight of Portland cement, fly ash, silica fume, and other cementitious materials but not aggregate or sand.

2.04 ACCESSORY MATERIALS
A. Underslab Vapor Retarder:

1. Sheet Material: ASTM E 1745, Class A, not less than 15 mils thickness. Suitable for installation in contact with soil or granular fill under concrete slabs. Single-ply polyethylene is prohibited. Include manufacturer's recommended adhesive or pressure- sensitive tape. Plastic Vapor Retarder shall have a water-vapor transmission rate (WVTR) no greater than .008 perms (grain/h xft2 in x Hg) when tested in accordance with ASTM E96. Include manufacturer’s recommended tape with water vapor transmission rate no greater than 0.3 perms when tested in accordance with ASTM E96. Tape shall be: a minimum of 6-mils thick, a minimum of 3 ¾ inches wide, manufactured from high density polyethylene, and have pressure sensitive adhesive. Include manufacturer’s recommended vapor resistant mastic.
a. Sheet Products:
1) Alumiseal Corporation; Zero Perm Vapor Barrier.
2) Henry Company (Fortifiber); Moistop Ultra 15.
3) Raven Industries Inc.; Vapor Block 15.
4) Reef Industries, Inc.; Griffolyn Type-65G or 105.
5) W.R. Meadows, Inc.; PERMINATOR Class A - 15 mils.
6) STEGO Industries LLC; Stego Wrap Vapor Barrier.
7) Substitutions: See Section 01 60 00 - Product Requirements. b. Accessory Products: Vapor retarder manufacturer's recommended tape, adhesive, mastic, prefabricated boots, etc., for sealing seams and penetrations. 1) Vapor Retarder Tape:
(a) Water Vapor Transmission Rate: ASTM E 96, 0.3 perms or lower (b) Minimum 6-mils thick
(c) Minimum 3 3/4 inches wide
(d) Manufactured from High Density Polyethylene
(e) Pressure Sensitive Adhesive
B. Non-Shrink Cementitious Grout: Premixed compound consisting of non-metallic aggregate, cement, water reducing and plasticizing agents. Acceptance by Architect required before using.

1. Grout: Comply with ASTM C1107.

2. Height Change, Plastic State; when tested in accordance with ASTM C827:
a. Maximum: Plus 4 percent.
b. Minimum: Plus 1 percent.

3. When placed at a flowable consistency there shall be at least 95% bearing under an 18 inches x 36 inches base plate.

4. Minimum Compressive Strength at 48 Hours: 3,000 pounds per square inch.

5. Minimum Compressive Strength at 28 Days, ASTM C109: 8,000 pounds per square inch

6. Flowable Products:
a. Euclid Chemical Company; Hi-Flow Grout.
b. W. R. Meadows, Inc; 588-10K; 1428 HP.
c. BASF Construction Products; Masterflow 713 or 928.

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d. SIKA Corporation; Sika Grout 328.
e. SpecChem; SC Precision Grout
f. Metallic grout equivalent to Master Builders "Embeco" may be used only where covered by earth, concrete, or masonry.
g. Substitutions: See Division 01 - Product Requirements.

7. Low-Slump, Dry Pack Products:
a. Dry Pack products may only be used where approved by Architect or otherwise indicated in Drawings.
1) Euclid Chemical Company; DRY PACK GROUT.
2) Five Star Products, Inc; Five Star Grout.
3) L&M Construction Chemicals, Inc, a subsidiary of Laticrete International, Inc; Duragrout.
4) SpecChem, LLC; SC Multipurpose Grout.
5) W. R. Meadows, Inc; PAC-IT.
6) Substitutions: See Division 01 - Product Requirements.

C. Non-Shrink Epoxy Grout: For anchor reinforcing steel or threaded rods in concrete. Moisture- insensitive, two-part; consisting of epoxy resin, non-metallic aggregate, and activator.

1. Composition: High solids content material exhibiting positive expansion when tested in accordance with ASTM C827.
a. Maximum Height Change: Plus 4 percent.
b. Minimum Height Change: Plus 1 percent.

2. Minimum Compressive Strength at 7 days, ASTM C579: 12,000 pounds per square inch (82.7 MPa).

3. Products:
a. BASF Construction Products; Masterflow MP
b. Sika Corporation; Sikadur 32 Hi-Mod
c. Euclid Chemical Company; Epoxy 452 or E3G.
d. Five Star Products, Inc; Five Star DP Epoxy Grout.
e. SpecChem, LLC; SpecPoxy Grout.
f. Substitutions: See Division 01 - Product Requirements.

D. Floor Leveling and Fill Materials

1. Epoxy Concrete Mortar (where areas to fill are less than ¼-inch thick): Floor leveling, non-shrink trowel applied epoxy concrete mortar.

2. Concrete Mortar (where areas to fill in concrete are greater than ¼-inch thick): Floor leveling, patching and repair, non-shrink trowel applied concrete mortar.

3. Cementitious Floor Leveling Material: Shall be self-leveling or trowelable with a minimum 28 day compressive strength of 3000 psi in accordance with ASTM C-109. a. The Quikrete Companies; Quikrete No. 1249.
b. Ardex; V-1200.
c. Mapei; "UltraFlex".
d. Substitutions: See Division 01 - Product Requirements.

4. Cementitious Floor Fill Material: Self leveling or trowelable with a mnimum 28-day compressive strength of 4,000 psi, with installation depth of ¾” to 3” over wood floors; dry density 115-125 lbs per cubic feet.
a. Maxxon Commercial EZ Crete (ICC ESR 2540) or approved equal. Wood subfloors must be primed with a Mazzon floor primer prior EZ Crete application.

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2.05 BONDING AND JOINTING PRODUCTS
A. Latex Bonding Agent: Non-redispersable acrylic latex, complying with ASTM C1059, Type II acrylic emulsion or styrene butadiene.
a. Euclid Chemical Company; AKKRO-7T; Wuco-Weld.
b. W. R. Meadows, Inc; ACRY-LOK.
c. Sonneborn; Sonobond.
d. Larsen Products; Weld-Crete.
e. Substitutions: See Division 01 - Product Requirements.

B. Epoxy Bonding System:

1. Complying with ASTM C881 and of Type required for specific application. Two- component epoxy resin, capable of humid curing and bonding to damp surfaces, of class suitable for application temperature and of grade to suit requirements, and as follows:
a. Types I and II, non-load bearing or IV and V, load bearing, for bonding hardened or freshly mixed concrete to hardened concrete.
1) CTS Cement Manufacturing Corporation; Fast Anchoring and Repair Adhesive. 2) Euclid Chemical Company; DURAL FAST SET LV.
3) Mapei Corporation; Planibond AE, Planibond 3C.
4) Substitutions: See Division 01 - Product Requirements.

C. Waterproofing Admixture Slurry: Slurry coat of Portland cement, sand, and crystalline waterproofing additive, mixed with water in proportions recommended by manufacturer to achieve waterproofing at cold joints in concrete.

1. Products:
a. W. R. Meadows, Inc; ADI-CON CW Plus.
b. Xypex Chemical Corporation; XYPEX Concentrate.
c. Substitutions: See Division 01 - Product Requirements.

D. Waterstops:

1. Rubber, complying with COE CRD-C 513.

2. PVC, complying with COE CRD-C 572.

3. Bentonite and butyl rubber, complying with NSF 61 and NSF 372.

4. Synthetic rubber; swells to 1000 percent of original size in clean water.

5. Configuration: As indicated on drawings.

6. Size: As indicated on drawings.

7. Products:
a. Penetron; Penebar SW-55.
b. CETCO, a division of Minerals Technologies Inc; WATERSTOP RX. c. Kryton International, Inc; Krytonite Swelling Waterstop. d. Substitutions: See Division 01 - Product Requirements.

E. Reglets: Formed steel sheet, galvanized, not less than 26 gauge, with temporary filler to prevent concrete intrusion during placement.

F. Slab Expansion and Isolation Joint Filler: Preformed non-extruded resilient filler.

1. Material:
a. ASTM D1751, cellulose fiber.
b. ASTM D1752, sponge rubber (Type I).
c. ASTM D8139, semi-rigid, closed-cell polypropylene foam.

2. Products:
a. Burke; Fiber Expansion Joint.

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b. W.R. Meadows; Fibrated Expansion Joint Filler with Snap-Cap; Deck-O-Foam Joint Filler with pre-scored top strip.
c. Nomaco, Inc; Nomaflex Expansion Joint Filler with Void Cap Option. d. Substitutions: See Division 01 - Product Requirements.

G. Slab Contraction Joint Device: Preformed linear strip intended for pressing into wet concrete to provide straight route for shrinkage cracking.

H. Slab Construction Joint Devices: Combination keyed joint form and screed, galvanized steel, with rectangular or round knockout holes for conduit or rebar to pass through joint form at 6 inches on center; ribbed steel stakes for setting.

1. Provide removable plastic cap strip that forms wedge-shaped joint for sealant installation.

2. Height: To suit slab thickness.

2.06 CURING MATERIALS
A. Evaporation Reducer: Liquid thin-film-forming compound that reduces rapid moisture loss caused by high temperature, low humidity, and high winds; intended for application immediately after concrete placement.

1. Conform with State of California Air Resources Board VOC Regulations.

2. Products:
a. Euclid Chemical Company ; EUCOBAR.
b. Kaufman Products Inc; VaporAid.
c. W. R. Meadows, Inc ; Evapre or Evapre-RTU.
d. Substitutions: See Division 01 - Product Requirements.

B. Curing Compound, Naturally Dissipating: Clear, water-based, liquid membrane-forming compound; complying with ASTM C309:

1. Type 1, Class A and B, and AASHTO Specification M-148;

2. Type 1, Class A and B requirements, and State of California Air Resources Board VOC Regulations.

3. Sodium Silicate compounds are prohibited.

4. Certified by curing compound manufacturer to not interfere with bonding of floor covering.

5. Product dissipates within 4 to 6 weeks.

6. Products:
a. Euclid Chemical Company; COLOR-CRETE CURE AND SEAL VOC. b. W. R. Meadows, Inc; 1100-Clear.
c. Substitutions: See Division 01 - Product Requirements.

C. Curing Agent, Water-Cure Equivalent Type: Clear, water-based, non-film-forming, liquid- water cure replacement agent.

1. Compressive Strength of Treated Concrete: Equal to or greater than strength after 14-day water cure when tested according to ASTM C39.

2. Conform with State of California Air Resources Board VOC Regulations.

D. Resin Curing Compound: Solvent-based liquid, white pigmented, membrane-forming.

1. For use on exterior slabs. When slab will be painted, sealed, topped, or receive other applied finish, completely remove curing compound after curing is complete and before finish coatings are applied.

2. Comply with ASTM C309, Type 2, Classes A and B.

3. Conform with State of California Air Resources Board VOC Regulations.

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4. VOC Content: Less than 200 g/L.

5. Solids Content: 20 percent, minimum.

6. Products:
a. Euclid Chemical Company; KUREZ DR-VOX; KUREZ DR-100. b. Kaufman Products Inc; Thinfilm 450 Resin Base.
c. Substitutions: See Division 01 - Product Requirements.

E. Curing and Sealing Compound, Moisture Emission-Reducing, Membrane-Forming: Clear, liquid sealer for application to newly-placed concrete; capable of providing adequate bond for flooring adhesives, initially and over the long term; with sufficient moisture vapor impermeability to prevent deterioration of flooring adhesives due to moisture emission.

1. Use this product to cure and seal all slabs to receive adhesively applied flooring or roofing.

2. Comply with ASTM C309 and ASTM C1315 Type I Class A.

3. Conform with State of California Air Resources Board VOC Regulations.

4. VOC Content: Less than 100 g/L.

5. Solids Content: 25 percent, minimum.

6. Sodium silicate compounds prohibited.

7. Products:
a. Euclid Chemical Company; Diamond-Clear VOX
b. Floor Seal Technology, Inc; VaporSeal 309 System.
c. Spec Chem; Cure & Seal WB.
d. ShawContract; Moisture Shield
e. Substitutions: See Division 01 - Product Requirements.

F. Curing and Sealing Compound, Moisture Emission-Reducing, Penetrating: Clear, water-based, non-film-forming curing agent; capable of providing adequate bond for flooring adhesives, initially and over the long term; with sufficient moisture vapor impermeability to prevent deterioration of flooring adhesives due to moisture emission, moisture vapor emission, and alkalinity.

1. Use this product to cure and seal all slabs to receive adhesively applied flooring or roofing.

2. Compressive Strength of Treated Concrete: Equal to or greater than strength after 28-day water cure when tested according to ASTM C39.

3. Chloride Ion Resistance of Treated Concrete: Equal to or greater than strength after 28- day water cure when tested according to ASTM C1202.

4. Comply with ASTM C309 and ASTM C1315 Type I Class A.

5. Conform with State of California Air Resources Board VOC Regulations.

6. Products:
a. W.R. Meadows; Pentreat 244.
b. Substitutions: See Division 01 - Product Requirements.

G. Moisture-Retaining Sheet/Cover: ASTM C171.

1. Provide in a thickness of 42 mils; standard weight of 53 lbs./1000 ft2; tensile strength (machine direction) of 36 lbs./in.; and puncture resistance of 70 lbs. a. Fiber reinforced asphaltic vapor barrier building paper, regular. b. Polyethylene film, white opaque.
c. White-burlap-polyethylene sheet.

H. Absorptive Cover: AASHTO M182, Class 2, burlap cloth made from jute or kenaf, weighing approximately 9 oz./sq. yd. when dry.

2.07 FLOOR AND SLAB TREATMENTS
A. Abrasive Aggregate for non-slip finish: Fused aluminum oxide grits, graded 12/30. Use factory graded rustproof and non-glazing material that is unaffected by freezing, moisture and cleaning materials.

B. Concrete Hardener/Sealer: Clear, water soluble, sprayable in-organic silicate-based hardener/sealer or acrylic co-polymer resin. Shall conform to State of California Air Resources Board VOC Regulations.

C. Concrete Sealer: Conforming to ASTM C-309, Type I, Class B requirements, and conforming to State of California Air Resources Board VOC Regulations.

D. Sealer for Colored Concrete: Clear, penetrating, water-based, low-luster sealer recommended by the pigment manufacturer. It shall be compatible with colored concrete components and will not adversely affect concrete color or slip resistance.

2.08 POST-INSTALLED CONCRETE ANCHORS
A. Expansion Anchors:

1. As indicated on Drawings.

B. Adhesive Anchors:

1. As indicated on Drawings.

C. Screw Anchors:

1. As indicated on Drawings.

2.09 REPAIR MATERIALS
A. High Strength Flowing Repair Mortar: For forming and pouring structural members, or large horizontal repairs, provide the flowable one-part, high strength microsilica modified repair mortar with 3/8” aggregate. The product shall achieve 9000 psi @ 28-days at a 9-inch slump.

B. Concrete Patching Mortar:

1. Horizontal repairs, ASTM C1059, Type II. Available Products:
a. Euclid Chemical Co.; Euco Thin Coat, Concrete Coat.
b. Sika Chemical Corp.; Sikatop 121 or 122.
c. Substitutions: See Section 01 60 00 - Product Requirements.

2. Vertical or Overhead repairs, ASTM C1059, Type II. Available Products:
a. Euclid Chemical Co.; Verticoat.
b. Sika Chemical Corp.; Sikatop 123.
c. Master Builders; Emaco R300, 310 or R350.
d. Substitutions: See Division 01 - Product Requirements.

C. Repair Underlayment: Cement-based, polymer-modified, self-leveling product that can be applied in thicknesses from 1/8 inch and that can be feathered at edges to match adjacent floor elevations.

1. Cement Binder: ASTM C150, portland cement or hydraulic or blended hydraulic cement as defined in ASTM C219.

2. Primer: Product of underlayment manufacturer recommended for substrate, conditions, and application.

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3. Aggregate: Well-graded, washed gravel, 1/8 to 1/4 inch or coarse sand as recommended by underlayment manufacturer.

4. Compressive Strength: Not less than specified strength at 28 days when tested according to ASTM C109.

5. Bond Strength: Not less than specified strength at 28 days when tested according to ASTM C1042.

6. Available Products:
a. Euclid Chemical Co.; Flo-Top.
b. Master Builders; UnderLayment 110.
c. Substitutions: See Division 01 - Product Requirements.

D. Repair Overlayment: Cement-based, polymer-modified, self-leveling product that can be applied in thicknesses from 1/8 inch and that can be feathered at edges to match adjacent floor elevations.

1. Cement Binder: ASTM C150, Portland cement or hydraulic or blended hydraulic cement as defined in ASTM C219.

2. Primer: Product of topping manufacturer recommended for substrate, conditions, and application.

3. Aggregate: Well-graded, washed gravel, 1/8 to 1/4 inch or coarse sand as recommended by topping manufacturer.

4. Compressive Strength: Not less than specified strength at 28 days when tested according to ASTM C109.

5. Product shall exhibit the following properties: Chaplin Abrasion Test – 0.0079-inches maximum at 28 days.

6. Available Products:
a. Euclid Chemical Co.; Thin Top SL.
b. Master Builders; Topping 112.
c. Substitutions: See Division 01 - Product Requirements.

2.10 CONCRETE MIX DESIGN
A. General:

1. Prepare design mixtures for each type and strength of concrete, proportioned on the basis of laboratory trial mixture or field test data, or both, according to ACI 301. a. Procurement of concrete mix design is responsibility of Contractor. b. Use a qualified independent testing agency for preparing and reporting proposed mixture designs based on laboratory trial mixtures.
c. Contractor shall notify the Testing Laboratory and Architect of intent to use concrete pumps to place concrete so that mix designs can be modified accordingly.

2. Supplementary Cementitious Materials (SCM): Fly ash shall not exceed 25% of the total cementitious material, unless otherwise indicated by Architect and Structural Engineer.

Where slag is used to replace cement, slag shall not exceed 25% of the total cementitious material by mass. Ternary systems where more than one supplementary cementitious material is used are prohibited without consent of SEOR.

3. Limit water-soluble, chloride-ion content in hardened concrete to specified percent by weight of cement.

4. Admixtures: Use admixtures according to manufacturer's written instructions. a. Use admixtures in concrete, as required, for placement and workability. b. Use water-reducing and retarding admixture when required by high temperatures, low humidity, or other adverse placement conditions.

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c. Use water-reducing admixture in pumped concrete, concrete for heavy-use industrial slabs and parking structure slabs, concrete required to be watertight, and concrete with a water-cementitious materials ratio below 0.50.
d. Use corrosion-inhibiting admixture in concrete mixtures where required.

5. Color Pigment: Add color pigment to concrete mixture according to manufacturer's written instructions and to result in hardened concrete color consistent with approved mockup.

B. Mixtures:

1. Initial mix design shall be prepared for all concrete in accordance with ACI 318 Section

26.4.3. Mix proportions shall be determined in accordance with ACI 318 Section 26.4.3 or

26.4.4. In the event that additional mix designs are required due to depletion of aggregate sources, aggregate not conforming to Specifications or at request of Contractor, these mixes shall be prepared as above.

2. Definition of Mix Properties to be specified for each mix:
a. Concrete density, either normal or light weight concrete. b. Concrete strength (f'c) as the minimum compressive strength at a specified number of days, tested in accordance with ASTM C39.
c. Aggregate size as the largest of the coarse aggregate. d. Slump limit. Slump shall be measured at the point of delivery in accordance with ASTM C143 prior to the addition of superplasticizer (if used). Slump tolerance shall meet the requirements of ACI 117 and shall be 4 inch plus or minus 1 inch for general concrete placement. Mixes employing the specified mid-range water reducer shall provide a measured slump not to exceed 7 inch ±1 inch after dosing, 2 inch ±1 inch before dosing. Use water reducing admixtures as required to provide a workable consistency for pump mixers. Water shall not be added at the jobsite without written review by the structural engineer.
e. Air entrainment: Provide 6% air entrainment typical for exterior concrete exposed to freeze-thaw cycles. Provide required air entrainment to meet the exposure categories listed in the concrete general notes per ACI 318, Chapter 19. f. Air content by volume and may be plus or minus 1.5 percent at point of delivery. g. Water/cement ratio is a maximum and specified by weight. h. SCM cement replacement ratio as a %.
i. Drying shrinkage limit (where required) as a percentage change in length after 21 days of drying when tested as per ASTM C157 with 4 inches x 4 inches x 11 inches specimen moist cured 7 days prior to drying.

2.11 MIXING
A. Ready-Mixed Concrete: Measure, batch, mix, and deliver concrete according to ASTM C 94 or ASTM C685 and ASTM C 1116 (fiber reinforced concrete when applicable), and furnish batch ticket information.

1. The batching plant shall be equipped with an electric metering device capable of determining moisture content of sand.

2. Begin the mixing operation within thirty minutes after the cement has been intermingled with the aggregates.

3. After mix water has been added, concrete shall be mixed not less than 1-1/2 minutes nor more than 1-1/2 hours. Concrete shall be rejected if not deposited within the time specified.

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B. Project-Site Mixing: Use only if method of storing material, mixing of material and type of mixing equipment is approved by Architect. Approval of site mixing does not relieve Contractor of any other requirements of Specifications. Measure, batch, and mix concrete materials and concrete according to ASTM C 94. Mix concrete materials in appropriate drum- type batch machine mixer.

1. For mixer capacity of 1 cu. yd. or smaller, continue mixing at least 1-1/2 minutes, but not more than 5 minutes after ingredients are in mixer, before any part of batch is released.

2. For mixer capacity larger than 1 cu. yd., increase mixing time by 15 seconds for each additional 1 cu. yd.

3. Provide batch ticket for each batch discharged and used in the Work, indicating Project identification name and number, date, mixture type, mixture time, quantity, and amount of water added. Record approximate location of final deposit in structure.

C. Admixtures:

1. Air entrained and chemical admixtures shall be charged into mixer as a solution and shall be dispensed by an automatic dispenser or similar metering device. Powdered admixtures shall be weighed or measured by volume as recommended by manufacturer. Accuracy of measurement of any admixture shall be within plus or minus 3%.

2. Two or more admixtures may be used in same concrete, provided such admixtures are added separately during batching sequence, and provided further that admixtures used in that combination retain full efficiency and have no deleterious effect on concrete or on properties of each other.

3. All admixtures are to be approved by Structural Engineer prior to commencing this work.

D. Re-tempering:

1. Concrete shall be mixed only in quantities for immediate use. Concrete which has set shall be discarded, not re-tempered.

2. Indiscriminate addition of water to increase slump is prohibited.

3. When concrete arrives at project with slump below that suitable for placing, water may be added only if neither maximum permissible water-cement ratio nor maximum slump is exceeded. Water shall be incorporated by additional mixing equal to at least half of total mixing time required. Any addition of water above that permitted by limitation of water- cement ratio shall be accompanied by a quantity of cement sufficient to maintain proper water-cement ratio. Such additions shall only be used if approved by Architect. In any event, with or without addition of cement, not more than 2 gallons of water per cubic yard of concrete, over that specified in design mix, shall be added.

E. Cold Weather Batching:

1. When average of the highest and lowest air temperature falls below 40 degrees F for more than three consecutive days, provide adequate equipment for heating concrete materials.

No frozen materials or materials containing ice shall be used. When placed in forms, concrete placed in these temperatures shall have a minimum temperature based on dimensions of concrete sections placed per ACI 301.

F. Hot Weather Batching:

1. Concrete deposited in hot weather shall have a placing temperature below 95 degrees F per ACI 301. If necessary, ingredients shall be cooled to accomplish this.

G. Do not use shrinkage-reducing admixture (SRA) in same concrete batch with a moisture vapor reduction admixture (MVRA) or porosity inhibiting admixture (PIA).

3.01 EXAMINATION
A. Verify lines, levels, and dimensions before proceeding with work of this section.

3.02 PREPARATION
A. Prior to Work specified in this Section, carefully inspect the installed Work of other trades and verify that such Work is complete to the point where this installation may properly commence.

B. Coordinate placement of embedded items with erection of concrete formwork and placement of form accessories.

C. Notify the Architect at least 48 hours in advance of the beginning of pouring operations and at the completion of formwork and location of all construction joints. An inspection of forms and joints will be made for approval of finished work and general layout only. The foregoing inspection shall in no way relieve the Contractor of responsibility of design and safety or formwork, bulkheads and shoring.

D. Ensure Excavations are sufficient to permit placement, inspection, and removal of forms. The entire place of deposit shall have been cleaned of wood chips, sawdust, dirt, debris, hardened concrete and other foreign matter. No wooden ties or blocking shall be left in the concrete except where indicated for attachment of other work.

E. Concrete surfaces to which fresh concrete is to be bonded shall be brush cleaned to remove all dust and foreign matter and to expose the aggregate, and then coated with the bonding adhesive herein specified.

F. Prior to placing concrete for any slabs on grade, the moisture content of the subgrade below the slabs shall be adjusted to at least optimum moisture.

G. Verify geotechnical engineer has approved all foundation excavations.

H. No concrete shall be placed until formwork and reinforcement has been approved by Architect.

Clean forms of all debris and remove standing water. Thoroughly clean reinforcement and all handling equipment for mixing and transporting concrete. Concrete shall not be placed against reinforcing steel that is hot to the touch.

I. Coordinate:

1. Obtain necessary information for coordination of formwork with items to be embedded in concrete.

2. Coordinate size and location of openings in concrete. Obtain Architect’s approval for openings not shown on Structural Drawings.

J. Discrepancies:

1. Notify the Architect of any discrepancies or inconsistencies.

2. Do not proceed with installation in areas of discrepancy until such discrepancies have been fully resolved.

K. Where new concrete is to be bonded to previously placed concrete, prepare existing surface by cleaning and applying bonding agent in according to bonding agent manufacturer's instructions.

1. Use epoxy bonding system for bonding to damp surfaces, for structural load-bearing applications, and where curing under humid conditions is required.

2. Use latex bonding agent only for non-load-bearing applications.

L. Where new concrete with integral waterproofing is to be bonded to previously placed concrete, prepare surfaces to be treated in accordance with waterproofing manufacturer's instructions.

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Saturate cold joint surface with clean water, and remove excess water before application of coat of waterproofing admixture slurry. Apply slurry coat uniformly with semi-stiff bristle brush at rate recommended by waterproofing manufacturer.

M. Concrete Slabs on Grade:

1. Bases below exterior and interior slabs on grade shall be accurately leveled and compacted prior to placing of concrete.

2. Unless otherwise indicated, interior slabs on grade shall be poured over a minimum of four (4 inch) inches of compacted crushed rock, over a vapor retarder. Install vapor retarder under interior slabs on grade. Comply with ASTM E1643. Lap joints minimum 6 inches. Seal joints, seams and penetrations watertight with manufacturer's recommended products and follow manufacturer's written instructions. Repair damaged vapor retarder before covering.

3. Protect slab on grade subbase from moisture prior to placing concrete. Avoid wetting rock layer to allow adequate concrete curing and avoid future vapor transmission. If the subbase has been wet excessively, verify that water has been eliminated prior to placement of concrete.

3.03 EMBEDDED ITEMS
A. Place and secure anchorage devices and other embedded items required for adjoining work that is attached to or supported by cast-in-place concrete. Use setting drawings, templates, diagrams, instructions, and directions furnished with items to be embedded. Ensure that embedded items are placed and held, during placing of concrete, to tolerances consistent with other items that will be attached to them.

1. Install anchor rods, accurately located, to elevations required and complying with tolerances in AISC's "Code of Standard Practice for Steel Buildings and Bridges."

2. Install reglets to receive waterproofing and to receive through-wall flashings in outer face of concrete frame at exterior walls, where flashing is shown at lintels, shelf angles, and other conditions.

3. Install dovetail anchor slots in concrete structures as indicated.

4. Install concrete accessories in accordance with manufacturer’s recommendations: straight, level, and plumb.

B. Provide pipe sleeves when pipes pass through concrete. Fill voids in sleeves, inserts and anchor slots with readily removable material to prevent entry of concrete into voids. The Contractor shall also see that sleeves have been installed and other provisions have been made for the installation of mechanical, electrical and other equipment.

C. No conduit shall be cast in concrete unless specifically indicated on the Structural Drawings.

D. Coring of concrete after placement is not permitted without prior approval by the Engineer of Record.

3.04 MISCELLANEOUS CONCRETE ITEMS
A. Filling In: Fill in holes and openings left in concrete structures, unless otherwise indicated, after work of other trades is in place. Mix, place, and cure concrete, as specified, to blend with in-place construction. Provide other miscellaneous concrete filling indicated or required to complete the Work.

B. Curbs: Provide monolithic finish to interior curbs by stripping forms while concrete is still green and by steel-troweling surfaces to a hard, dense finish with corners, intersections, and terminations slightly rounded.

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C. Equipment Bases and Foundations: Provide machine and equipment bases and foundations as shown on Drawings. Set anchor bolts for machines and equipment at correct elevations, complying with diagrams or templates from manufacturer furnishing machines and equipment.

D. Post-Installed Concrete Anchors

1. Install in accordance with the manufacturer’s recommendations and ICC-ES (or IAPMO) reports.

2. Use washers on all bolts.

3. Use care to avoid cutting or damaging reinforcing bars.

4. When exposed to view in the final structure, bolts shall be of a length that will extend entirely through but not more than 1/4-inch beyond the nuts unless otherwise shown on the Drawings.

3.05 JOINTS
A. General: Construct joints true to line with faces perpendicular to surface plane of concrete.

B. Existing Concrete to New Concrete Joints

1. Chip keys and roughen existing concrete surfaces where new concrete abuts. Roughen surface by bush-hammering, chipping or sandblasting to remove surface mortar and expose clean aggregate.

2. Drill and install dowels using epoxy grout in accordance with manufacturer's printed recommendations.

3. Prime surface with 10-mil layer of epoxy adhesive using a stiff brush. Place concrete while the epoxy adhesive is still tacky. Re-prime if necessary.

C. Construction Joints: Comply with ACI 318 and install only as indicated and noted on Drawings. Joints not indicated on Drawings shall be so located, when approved, as to least impair strength of structure, and shall conform to typical details. Construction joints shall have level tops, vertical sides. Horizontal construction joints shall be thoroughly cleaned and roughened by removing entire surface film and exposing clean aggregate solidly embedded in mortar matrix. Joints between concrete and masonry shall be considered construction joints.

Vertical construction joints need not be roughened unless noted otherwise. See Drawings for doweling and required keys. Install so strength and appearance of concrete are not impaired, at locations indicated or as approved by Architect.

1. Place joints perpendicular to main reinforcement unless otherwise indicated. Continue reinforcement across construction joints, unless otherwise indicated. Do not continue reinforcement through sides of strip placements of floors and slabs.

2. In walls, do not space construction joints more than 60 feet apart in horizontal direction and maximum 20 feet apart in vertical direction unless otherwise shown. In framed slabs and beams, and on metal deck slabs, do not space construction joints more than 120 feet apart. Place construction joints perpendicular to main reinforcement except as otherwise shown. Continue reinforcement across construction joints except as otherwise shown.

3. Form keyed joints at indicated locations. Embed keys at least 1-1/2 inches into concrete.

4. Locate joints for beams, slabs, joists, and girders in the middle third of spans. Offset joints in girders a minimum distance of twice the beam width from a beam-girder intersection.

5. Locate horizontal joints in walls and columns at underside of floors, slabs, beams, and girders and at the top of footings or floor slabs.

6. Space vertical joints in walls as indicated. Locate joints beside piers integral with walls, near corners, and in concealed locations where possible.

7. Roughen surface at all construction joints where key is not used and under baseplates.

Roughen concrete surface while concrete is still green where possible. Do not leave Buehler Engineering
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laitance, loosened particles of aggregate or damaged concrete at surface. Forms and reinforcing shall be cleaned of drippings. Dampen contact surfaces of construction joints, leaving them free of standing water, before placing fresh concrete. Roughen construction joints by any of following methods:
a. By sand-blasting joint.
b. By thoroughly washing joint, using a high-pressure hose, after concrete has taken initial set. Washing shall be done not less than 2 hours nor more than 4 hours after concrete has been poured, depending upon setting time.
c. By chipping and wire brushing.

8. All decisions pertaining to adequacy of construction joint surfaces and to compliance with requirements pertaining to construction joints shall be reviewed with the Structural Engineer.

9. Use a bonding agent at locations where fresh concrete is placed against hardened or partially hardened concrete surfaces.

10. Before placing regular concrete mix, horizontal construction joint surfaces shall be covered with a layer of mortar composed of cement and fine aggregate of same proportions as that used in prescribed mix but omitting coarse aggregate.

D. Control Jointing in Slabs-on-Grade: Joints shall be in locations indicated on Drawings, or as directed by Architect. Form weakened-plane control joints, sectioning concrete into areas as indicated. Construct control joints as follows:

1. Construct interior slab control joints as follows:
a. By use of construction joints laid out in checkerboard pattern; pour and allow alternate slabs to set; fill out balance of checkerboard pattern with second pour. b. By use of dummy groove joints at least 1/4 depth of slab, and at least 1/8 inch wide.

These joints may be sawcut as soon as wet concrete can support the weight of the equipment and operator. Delaying saw-cutting past this point will make jointing ineffective. Use power saws equipped with shatterproof abrasive or diamond-rimmed blades. Cut 1/8-inch- wide joints into concrete when cutting action will not tear, abrade, or otherwise damage surface and before concrete develops random contraction cracks.

2. Slab reinforcing need not be terminated at control joints.

3. Construction and expansion joints shall be counted as control joints.

E. Isolation/Expansion Joints in Slabs-on-Grade: After removing formwork, install joint-filler strips at slab junctions with vertical surfaces, such as column pedestals, foundation walls, grade beams, and other locations, as indicated.

1. Unless otherwise indicated, use 3/8 inch thick expansion joint filler.

2. Joints in interior slabs on grade shall be only in locations indicated.

3. Edges of concrete at joints shall be edger finished to approximately 3/8 inch radius.

4. Interrupt reinforcing at all expansion joints.

5. Extend joint-filler strips full width and depth of joint, terminating flush with finished concrete surface, unless otherwise indicated.

6. Terminate full-width joint-filler strips not less than 1/2 inch or more than 1 inch below finished concrete surface where joint sealants, specified in Division 07 are indicated.

7. Install joint-filler strips in lengths as long as practicable. Where more than one length is required, lace or clip sections together.

F. Doweled Joints: Install dowel bars and support assemblies at joints where indicated. Lubricate or asphalt coat one-half of dowel length to prevent concrete bonding to one side of joint.

G. Joint Filling:

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1. Prepare, clean, and install joint filler according to manufacturer's written instructions. a. Defer joint filling until concrete has aged at least a specified length of month(s). Do not fill joints until construction traffic has permanently ceased.

2. Remove dirt, debris, saw cuttings, curing compounds, and sealers from joints; leave contact faces of joint clean and dry.

3. Install semirigid joint filler full depth in saw-cut joints and at least 2 inches deep in formed joints. Overfill joint and trim joint filler flush with top of joint after hardening.

3.06 PLACING CONCRETE
A. Before placing concrete, verify that installation of formwork, reinforcement, and embedded items is complete and that required inspections have been performed. Ensure that all foreign material has been removed from surfaces, including reinforcement and embedded items, against which concrete will be placed.

B. Contractor shall notify the Testing Laboratory and Architect of intent to use concrete pumps to place concrete. Mix designs shall be modified accordingly as required.

C. The addition of water to the mix after leaving the plant is permitted only when the added water would not cause the mix design water/cement ratio to be exceeded. The addition of water at the site is contingent upon full-time inspection of the process by the owners testing laboratory and the acceptance of the Inspector. Comply with ACI 301, section 4.3.2.1.

D. Before test sampling and placing concrete, water may be added at Project site, subject to limitations of ACI 301.

E. Method: Convey concrete as rapidly and directly as practicable to preserve quality and to prevent segregation. Deposit concrete in forms as nearly as practicable at its final position in a manner which will ensure that required quality is obtained. Chutes shall slope not less than 4 inches and not more than 6 inches per foot of horizontal run.

1. Do not deposit concrete that has initially set. Retempering of concrete, which has partially set, is not permitted.

2. The maximum time for discharge of concrete shall be per ASTM C94.

F. Sequence: Pour all walls and columns full height to designated construction joints. Pour all beams, and horizontal structures to designated construction joints. Construction joints to be made in walls only where indicated on the Drawings.

G. Placement: Deposit and consolidate concrete for floors and slabs in a continuous operation, within limits of construction joints, until placement of a panel or section is complete. Deposit concrete to avoid segregation.

1. Once placing is started, carry it on as a continuous operation until placement of the panel or section is complete. Construction joints to be made only where indicated on the Drawings or on approved shop drawings. Prevent the formation of cold joints at other locations.

2. Deposit concrete in one layer or in horizontal layers of such thickness that no new concrete will be placed on concrete that has hardened enough to cause seams or planes of weakness. Deposit concrete in a manner to avoid inclined construction joints.

3. Particular care shall be used when starting a concrete pour to maintain the continuity of appearance. Use all means necessary to avoid blemishes, imperfections, or changes in the finish.

4. Maintain reinforcement in position on chairs during concrete placement.

5. Deposit concrete into forms in horizontal layers not exceeding 24 inches in thickness around building, proceeding along forms at a uniform rate and consolidating into previous Buehler Engineering
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pour. In no case shall concrete be poured into an accumulation of water ahead of pour, nor shall concrete be flowed along forms to its final place of deposit. Fresh concrete shall not be permitted to fall from a height greater than 6 feet without use of adjustable length pipes or, in narrow walls, of adjustable flexible hose sleeves. Concrete shall be scheduled so that placing is a continuous operation for the completion of each section between predetermined construction joints. If any concreting operation, once planned, cannot be carried on in a continuous operation, concreting shall stop at temporary bulkheads, located where resulting construction joints will least impair the strength of the structure. Location of construction joints shall be as shown on the drawings or as approved by Structural Engineer. The rate of rise in walls shall not be less than 2 feet per hour.

H. Consolidation: Consolidate concrete during placement operations so concrete is thoroughly worked around reinforcement and other embedded items and into corners. Concrete shall be thoroughly compacted and worked to all points with solid continuous contact to forms and reinforcement to eliminate air pockets and honeycombing.

1. Consolidate placed concrete with mechanical vibrating equipment according to ACI 301.

Use and type of vibrator shall conform to ACI 309, Guide for Consolidation of Concrete.

2. Do not use vibrators to transport concrete inside forms. Insert and withdraw vibrators vertically at uniformly spaced locations to rapidly penetrate placed layer and at least 6 inches into preceding layer. Do not insert vibrators into lower layers of concrete that have begun to lose plasticity. Place vibrating element directly in concrete and not attached to either inside or outside of forms or to reinforcing steel.

3. At each insertion, limit duration of vibration to time necessary to consolidate concrete and complete embedment of reinforcement and other embedded items without causing mixture constituents to segregate. Do not over-vibrate concrete.

I. Initial Finishing:

1. Screed slab surfaces with a straightedge and strike off to correct elevations.

2. Where floor drains or floor slopes are indicated, slope slabs uniformly to provide even fall for drainage.

3. Begin initial floating using bull floats or darbies to form a uniform and open-textured surface plane, before excess bleedwater appears on the surface. Do not further disturb slab surfaces before starting finishing operations.

J. Concrete Slabs on Grade:

1. Exterior and interior concrete slabs on grade shall be poured as required under this Section. Base shall be accurately leveled and compacted prior to placing of concrete.

2. Typically, interior slabs on grade shall be poured over a minimum of four (4 inch) inches of clean crushed rock, unless otherwise indicated, over a vapor retarder. Base section shall meet the requirements within the Geotechnical Engineering report.

4. Screed slab surfaces with a straightedge and strike off to correct elevations.

K. Cold-Weather Placement: Comply with ACI 306.1 and as follows. Concrete placed in these temperatures shall have a minimum temperature based on dimensions of concrete sections placed as shown in ACI 301. Protect concrete work from physical damage or reduced strength that could be caused by frost, freezing actions, or low temperatures.

1. When concrete is expected to be placed at air temperatures of less than 40 deg F, contractor shall review with Architect all special procedures that will be used including Buehler Engineering
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mix design modifications and methods of protection. This review shall occur prior to the expected extreme temperatures.

2. Provide sufficient protection material and equipment on the Project site in advance of the time when the mean daily temperatures are expected to drop below 40 degrees F.

3. When average high and low temperature is expected to fall below 40 deg F for three successive days, maintain delivered concrete mixture temperature within the temperature range required by ACI 301. In addition, take precautions including, but not limited to:
a. Use non-chloride, non-corrosive accelerating admixture in accordance with previously accepted submittals.
b. Do not use frozen materials or materials containing ice or snow. Do not place concrete on frozen subgrade or on subgrade containing frozen materials. c. Do not use calcium chloride, salt, or other materials containing antifreeze agents unless otherwise specified and approved in mixture designs.

L. Hot-Weather Placement: Comply with ACI 301 and ACI 305.1 and as follows:

1. When concrete is expected to be placed at air temperatures of greater than 75 deg F, contractor shall review with Architect all special procedures that will be used including mix design modifications and methods of protection. This review shall occur prior to the expected extreme temperatures.

2. Provide sufficient protection material and equipment on the Project site in advance of the time when the mean daily temperatures are expected to rise above 75 degrees F.

3. When air temperature exceeds 75 deg F, take special precautions to prevent slump loss, rapid setting, and plastic shrinkage; including but not limited to:
a. Maintain concrete temperature below 95 deg F at time of placement. Chilled mixing water or chopped ice may be used to control temperature, provided water equivalent of ice is calculated to total amount of mixing water. Using liquid nitrogen to cool concrete is Contractor's option.
b. Keep aggregate piles continuously moist by sprinkling with water. Temperature of Concrete: The temperature of the concrete mix at the time it is being placed in the forms shall not exceed 95 degrees F per ACI 301. The method employed to provide this temperature shall in no way alter or endanger the design mix or the design strength required.
c. Use set retarding admixture in accordance with previously accepted submittals. d. Convey, deposit, finish and commence curing of concrete as rapidly as practicable.

M. Fog-spray forms, steel reinforcement, and subgrade just before placing concrete. Keep subgrade uniformly moist without standing water, soft spots, or dry areas.

N. Minimize evaporation from concrete in place by providing shade and windbreaks. Maintain such protection in place for 14 days minimum.

3.07 FINISHING FORMED SURFACES
A. Rough-Formed Finish: Surfaces shall be reasonably true to line and plane with no specified requirements for selected facing materials. Tie holes and defects shall be patched and fins exceeding 1/4 inch in height shall be rubbed down with wooden blocks. Fins and other rough spots at surfaces to receive membrane waterproofing shall be completely removed and the surfaces rubbed smooth. Otherwise, remove fins and other projections exceeding a specified height agreed with Architect. Rough finish shall be used for the following areas:

1. Below grade and unexposed surfaces.

B. Smooth-Formed Finish: As-cast concrete texture imparted by form-facing material, arranged in an orderly and symmetrical manner with a minimum of seams. Repair and patch tie holes and Buehler Engineering
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defects. Remove fins and other projections that exceed specified limits on formed-surface irregularities.

C. Smooth Plywood Form Finish: Finish shall be true to line and plane. Tie holes and defects shall have been patched and ground with surface fins removed. Arrangement of plywood sheets shall be orderly, symmetrical, as large as practical and free of torn grain or worn edges. Surface concrete shall be treated with 1 part muriatic acid, in three parts water solution, followed immediately by a thorough rinsing with clear water. Surfaces which are glazed, have efflorescence, or traces of form oil, curing compounds or parting compounds shall be cleaned or treated to match other formed surfaces, except as otherwise indicated or specified.

1. Smooth Plywood Form Finish shall be used for the following areas:
a. All surfaces above grade unless otherwise specified. b. At Contractor's option, may also be used in lieu of rough form finish.

D. Smooth Plastic Liner Finish: Surface shall be smooth, concrete free of honeycombing, air pockets larger than 1/8 inch in diameter, and fins.

1. This finish shall be used only where indicated on the Drawings.

E. Rubbed Finish: Apply the following to smooth-formed finished as-cast concrete where indicated:

1. Smooth-Rubbed Finish: Not later than one day after form removal, moisten concrete surfaces and rub with carborundum brick or another abrasive until producing a uniform color and texture. Do not apply cement grout other than that created by the rubbing process.

2. Grout-Cleaned Finish: Wet concrete surfaces and apply grout of a consistency of thick paint to coat surfaces and fill small holes. Mix one part portland cement to one and one- half parts fine sand with a 1:1 mixture of bonding admixture and water. Add white portland cement in amounts determined by trial patches so color of dry grout will match adjacent surfaces. Scrub grout into voids and remove excess grout. When grout whitens, rub surface with clean burlap and keep surface damp by fog spray for at least 36 hours.

3. Cork-Floated Finish: Wet concrete surfaces and apply a stiff grout. Mix one part portland cement and one part fine sand with a 1:1 mixture of bonding agent and water. Add white portland cement in amounts determined by trial patches so color of dry grout will match adjacent surfaces. Compress grout into voids by grinding surface. In a swirling motion, finish surface with a cork float.

F. Related Unformed Surfaces: At tops of walls, horizontal offsets, and similar unformed surfaces adjacent to formed surfaces, strike off smooth and finish with a texture matching adjacent formed surfaces. Continue final surface treatment of formed surfaces uniformly across adjacent unformed surfaces, unless otherwise indicated.

G. Sacked Surfaces: Exposed surfaces that are unacceptable in appearance to the Architect shall be sacked.

1. Prepare concrete surfaces in accordance with the referenced standards. Remove any form release materials by stoning by hand, power grinding or other method approved by the Architect.

2. Prepare concrete surfaces to receive sack finishing with a light sand blasting.

3. For best results, grout application and rubbing should be performed when areas to be treated are shaded and during cool, damp weather. When work is to be performed in hot and dry weather, a fog spray should be available for continuous use.

4. Prepare grout samples for matching of concrete surfaces for approval by the Architect.

These shall be made in the following proportions of gray cement to white cement to sand:
1:1:2, 1:2:3, and 2:1:3, etc. until the correct matching color is obtained on the test areas.

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Sand should be fine enough to pass the Number 30 sieve. Mixes should be made to a good workable consistency in a clean container and the mix with the best color chosen, or modified if needed.

5. Provide sufficient qualities of sand and cement from the same source for the complete work at the job site.

6. Mixing Application:
a. Mixing of grout on the job should be timed for it to be used up within 1 to 1-1/2 hours.
b. Let the grout stand 20 to 30 minutes after mixing, and then remixed before applying. c. Soak the concrete surface thoroughly with water at least 15 minutes before applying grout and again just before application so that the surface is adequately wet during the operation.
d. Apply grout with plasterer's trowel or sponge rubber float in sweeping strokes from the bottom up. Brush or spray gun applications may be used when approved by the Architect.
e. Work in freshly applied grout vigorously with a sponge rubber float, then let sit until some of its plasticity is gone but not until it loses its damp appearance. At this point it shall be rubbed with clean, dry burlap to remove the excess grout, leaving no visible film on the surface but filling all air holes.
f. Keep the surface wet for a day after grouting and sack rubbing are completed.

7. Alternate methods of application and materials shall be subject to the approval of the Architect.

H. Schedule of Concrete Finish Types shall be coordinated with the Architect and indicated on Drawings.

3.08 FINISHING FLOORS AND SLABS (FLATWORK)
A. Comply with ACI 302.1R recommendations for screeding, restraightening, and finishing operations for concrete surfaces. Do not wet concrete surfaces.

B. Unless otherwise indicated or specified, flatwork shall have an integral monolithic finish.

C. Integral Monolithic Finish: Apply as soon as freshly poured concrete slabs will bear weight of workers. Pour slabs full thickness to finish floor elevations indicated. At proper time, tamp surface repeatedly with a wire mesh or grid tamper in a manner to force aggregate down below surface and to bring sufficient mortar to surface to provide for a smooth coating of cement mortar over entire surface. Allow surface mortar to partially set, then float with wooden floats and finish with one of following, as required.

1. Broom Finish: Steel trowel surface to a smooth dense surface free of lines, tool marks, cat faces and other imperfections. After troweling, and before final set, give surface a broom finish, brushing in direction noted on Drawings, or as directed. Broom finish shall be used typically on exterior flatwork except as otherwise indicated or specified and shall be "medium" texture as approved by Architect.

2. Smooth Steel Trowel Finish: Apply 2 steel trowelings to obtain hard, smooth surface. All lips, irregularities, uneven levels, etc. shall be worked out before last troweling. All interior flatwork shall have a smooth steel trowel finish unless specified otherwise.

D. Slip-Resistive Finish: Before final floating, apply slip-resistive finish. Apply according to manufacturer's written instructions.

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E. Dry-Shake Floor Hardener Finish: After initial floating, apply dry-shake floor hardener to surfaces according to manufacturer's written instructions.

3.09 FLOOR FLATNESS AND LEVELNESS TOLERANCES
A. For tolerances not indicated, refer to ACI 117.

B. Slabs on grade – Comply with FF Floor Flatness & FL Floor Levelness as specified by Architect. Where not otherwise indicated, slab shall meet the a Specified overall flatness, SOFF = 3
5 and Specified overall levelness, SOFL = 25 minimum. Coordinate with Architect flatness an
d levelness requirements for flooring to be installed prior to placing concrete.

C. Comply with flatness and levelness tolerances per ASTM E 1155 for randomly trafficked floor surfaces. Measure FF Floor Flatness and FL Floor Levelness within 48 hours after slab installation; report both composite overall values and local values for each measured section.

D. Slabs supporting modular office partitions, adhered flooring systems, or compact storage shelving must also comply with the manufacturer’s tolerance requirements.

E. Finished surfaces of exterior integral finished flatwork shall not vary more than 1/4 inch from a 10' long straightedge, except at grade changes.

F. Fill or grind completed slabs as necessary to achieve specified finish tolerances. Fill shall be with a self-leveling cementitious product capable of being tapered to a feathered edge.

1. Repair any slab section measuring below either the minimum local F-number or the minimum local L-number.

3.10 CONCRETE SURFACE REPAIRS
A. Repair and patch defective areas when approved by Architect. Remove and replace concrete that cannot be repaired and patched to Architect's approval. Repair and replacement work will be done at Contractor’s expense.

B. Patching Mortar: Mix dry-pack patching mortar, consisting of one part portland cement to two and one-half parts fine aggregate passing a No. 16 sieve, using only enough water for handling and placing.

C. Slabs on Grade: After entire slab is finished, shrinkage cracks that may appear shall be patched as follows:

1. Where slab is not exposed or where appearance is not important, cracks larger than 1/32 inch wide shall be filled with cement grout and struck off level with surface.

2. Where slab is exposed and appearance is important, unsightly cracks shall be repaired in a manner satisfactory in appearance to Architect. If this cannot be accomplished, concrete shall be considered defective.

D. Repairing Formed Surfaces: Surface defects include color and texture irregularities, cracks, spalls, air bubbles, honeycombs, rock pockets, fins and other projections on the surface, and stains and other discolorations that cannot be removed by cleaning.

1. Immediately after form removal, cut out honeycombs, rock pockets, and voids more than 1/2 inch in any dimension in solid concrete, but not less than 1 inch in depth. Make edges of cuts perpendicular to concrete surface. Clean, dampen with water, and brush-coat holes and voids with bonding agent. Fill and compact with patching mortar before bonding agent has dried. Fill form-tie voids with patching mortar or cone plugs secured in place with bonding agent.

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2. Honeycombed areas shall be removed down to sound concrete, coated with a bonding grout or approved compound and patched using a low shrinkage high bond mortar.

Patched areas shall be cured by being kept damp for at least 5 days.

3. Repair defects on surfaces exposed to view by blending white portland cement and standard portland cement so that, when dry, patching mortar will match surrounding color.

Patch a test area at inconspicuous locations to verify mixture and color match before proceeding with patching. Compact mortar in place and strike off slightly higher than surrounding surface.

4. Repair defects on concealed formed surfaces that affect concrete's durability and structural performance as determined by Architect.

E. Repairing Unformed Surfaces: Test unformed surfaces, such as floors and slabs, for finish and verify surface tolerances specified for each surface. Correct low and high areas. Test surfaces sloped to drain for trueness of slope and smoothness; use a sloped template.

1. Repair finished surfaces containing defects. Surface defects include spalls, popouts, honeycombs, rock pockets, crazing and cracks in excess of 0.01 inch wide or that penetrate to reinforcement or completely through unreinforced sections regardless of width, and other objectionable conditions.

2. After concrete has cured at least 14 days, correct high areas by grinding.

3. Correct localized low areas during or immediately after completing surface finishing operations by cutting out low areas and replacing with patching mortar. Finish repaired areas to blend into adjacent concrete.

4. Correct other low areas scheduled to receive floor coverings with a repair underlayment.

Prepare, mix, and apply repair underlayment and primer according to manufacturer's written instructions to produce a smooth, uniform, plane, and level surface. Feather edges to match adjacent floor elevations.

5. Correct other low areas scheduled to remain exposed with a repair topping. Cut out low areas to ensure a minimum repair topping depth of 1/4 inch to match adjacent floor elevations. Prepare, mix, and apply repair topping and primer according to manufacturer's written instructions to produce a smooth, uniform, plane, and level surface.

6. Repair defective areas, except random cracks and single holes 1 inch or less in diameter, by cutting out and replacing with fresh concrete. Remove defective areas with clean, square cuts and expose steel reinforcement with at least a 3/4-inch clearance all around.

Dampen concrete surfaces in contact with patching concrete and apply bonding agent.

Mix patching concrete of same materials and mixture as original concrete except without coarse aggregate. Place, compact, and finish to blend with adjacent finished concrete.

Cure in same manner as adjacent concrete.

7. Repair random cracks and single holes 1 inch or less in diameter with patching mortar.

Groove top of cracks and cut out holes to sound concrete and clean off dust, dirt, and loose particles. Dampen cleaned concrete surfaces and apply bonding agent. Place patching mortar before bonding agent has dried. Compact patching mortar and finish to match adjacent concrete. Keep patched area continuously moist for at least 72 hours.

F. Perform structural repairs of concrete, subject to Architect's approval, using epoxy adhesive and patching mortar.

G. Repair materials and installation not specified above may be used, subject to Architect's approval.

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3.11 CURING AND PROTECTION
A. Protect freshly placed concrete from premature drying and excessive cold or hot temperatures.

Comply with ACI 306.1 for cold-weather protection and ACI 305.1 for hot-weather protection during curing. Concrete shall be maintained at not less than 50 degrees F nor more than 100 degrees F for a period of 72 hours after being deposited.

B. Protection: Contractor shall be responsible for protection of finished concrete against injury by rain, cold, vibration, animal tracks, marking by visitors, vandalism, etc.

C. Provide additional curing agents or compounds, not necessarily listed herein, but as recommended and or required for use with shake type hardeners or other special coatings and coverings by their manufacturers for a complete and proper installation.

D. Where supplementary cementitious materials are used, extra precautions shall be taken to prevent premature drying.

E. Evaporation Retarder: Apply evaporation retarder to unformed concrete surfaces if hot, dry, or windy conditions cause moisture loss approaching 0.2 lb/sq. ft. x h before and during finishing operations. Apply according to manufacturer's written instructions after placing, screeding, and bull floating or darbying concrete, but before float finishing.

F. Formed Surfaces: Cure formed concrete surfaces, including underside of beams, supported slabs, and other similar surfaces. If forms remain during curing period, moist cure after loosening forms. If removing forms before end of curing period, continue curing for the remainder of the curing period. Forms heated by sun shall be kept moist during curing period.

G. Unformed Surfaces: Begin curing immediately after finishing concrete. Cure unformed surfaces, including floors and slabs, concrete floor toppings, and other surfaces.

H. Cure concrete according to ACI 308.1, by one or a combination of the following methods:

1. Moisture Curing: Keep surfaces continuously moist for not less than seven (7) days with the following materials:
a. Water.
b. Continuous water-fog spray.
c. Absorptive cover, water saturated, and kept continuously wet. Cover concrete surfaces and edges with 12-inch lap over adjacent absorptive covers.

2. Moisture-Retaining-Cover Curing: Cover concrete surfaces with moisture-retaining cover for curing concrete, placed in widest practicable width, with sides and ends lapped at least 12 inches, and sealed by waterproof tape or adhesive. Cure for not less than seven (7) days. Immediately repair any holes or tears during curing period using cover material and waterproof tape.
a. Moisture cure or use moisture-retaining covers to cure concrete surfaces to receive floor coverings.
b. Moisture cure or use moisture-retaining covers to cure concrete surfaces to receive penetrating liquid floor treatments.
c. Cure concrete surfaces to receive floor coverings with either a moisture-retaining cover or a curing compound that the manufacturer certifies will not interfere with bonding of floor covering used on Project.

3. Curing Compound: Apply uniformly in continuous operation by power spray or roller according to manufacturer's written instructions. Recoat areas subjected to heavy rainfall within three hours after initial application. Maintain continuity of coating and repair damage during curing period.

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a. After curing period has elapsed, remove curing compound without damaging concrete surfaces by method recommended by curing compound manufacturer unless manufacturer certifies curing compound will not interfere with bonding of floor covering used on Project.

4. Curing and Sealing Compound: Apply uniformly to floors and slabs indicated in a continuous operation by power spray or roller according to manufacturer's written instructions. Recoat areas subjected to heavy rainfall within three hours after initial application. Repeat process 24 hours later and apply a second coat. Maintain continuity of coating and repair damage during curing period.

5. Interior slabs to receive adhesive-applied or resilient flooring: Cure only with moisture retaining cover. Do not cure with curing compound.

6. Interior slabs to receive thin set of tile: Cure only with moisture retaining cover. Do not cure with curing compound.

I. Flatwork: Flatwork to be exposed, stained, or painted shall have curing process submitted and approved by the architect prior to construction.

1. Initial Curing Process:
a. Mist Spraying: As soon as troweling of concrete surfaces is completed, exposed concrete shall be sprayed continuously with a special atomizer spray nozzle, capable of producing a fine mist. Spraying shall be done without any dripping of water from nozzle. Amount of spraying shall be such as to maintain surface of concrete moist without any water accumulating on surface. Maintain spraying for a minimum of 12 hours, or until such time as hereinafter described curing process is applied. Mist spraying will not normally be required when the ambient air temperature is below 90 degrees F.

2. Final Curing Process:
a. Water Curing: Concrete shall be kept wet by mechanical sprinklers or by any other approved method which will keep surfaces continuously wet. b. Saturated Burlap Curing: Finished surfaces shall be covered with a minimum of two layers of heavy burlap which shall be kept saturated during the curing period. c. Curing Compounds: Membrane curing compounds of chlorinated rubber or resin type conforming to ASTM C309 may be used only if specifically approved by Architect.

Use of membrane curing compound will not be permitted on surfaces to be painted, or to receive ceramic tile, membrane water-proofing or hardeners and sealers.

Membrane curing compound may be used in areas to receive resilient floor tile, provided it is wax-free, compatible with adhesive used and approved by adhesive manufacturer. Agitate curing compounds thoroughly by mechanical means continuously during use and spray or brush uniformly in accordance with manufacturer's recommendations. Apply immediately following final finishing operation. All curing compounds shall conform to State of California Air Resources Board VOC Regulations.
d. Waterproof paper conforming to ASTM C 171, or opaque polyethylene film, may be used. Concrete shall be covered immediately following final finishing operation.

Anchor paper or film securely and seal all edges in such a manner as to prevent moisture escaping from concrete.

J. Refer to Drawings for areas of concrete slab not to receive curing compounds or hardening compounds. Where concrete floors are to receive heavy duty coatings, waterproof coatings and the like, verify with coating installer the type of finish required for specified coating.

3.12 SURFACE HARDENER AND SEALER
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A. Seal all interior exposed flatwork with clear sealer, except surfaces receiving ceramic tile, quarry tile, poured flooring or other special finishes specified, or as scheduled on the Drawings.

1. Apply sealer in 2 or 3 coats, in accordance with manufacturer's directions, using the maximum quantity recommended.
a. Concrete floors must be thoroughly cured for a minimum of 30 days and completely dry before treatment.
b. Surfaces to be treated must be clean, free of membrane curing compounds, dust, oil, grease and other foreign matter.
c. Upon completion, concrete surfaces shall be clean and without discoloration or traces of excess hardener left on the surface.

B. Apply sprayable hardener/sealer at locations as scheduled or as indicated on the Drawings.

Apply in accordance with the manufacturer's favorably reviewed application instructions and recommendations.

3.13 GROUTING
A. Prepare and place grout materials at locations as indicated on the Drawings in accordance with the manufacturer's recommendations and installation instructions.

B. Pack grout materials solidly between bearing surfaces and bases or plates as indicated and to ensure no voids.

3.14 DEFECTIVE CONCRETE
A. Defective concrete shall mean any of the following:

1. Concrete not meeting 100 percent of the specified 28 day compressive strength.

2. Concrete exhibiting rock pockets, voids, spalls, streaks, cracks, honeycombing, that has any sawdust, wood, or debris embedded in it, or is otherwise defective, and in the Architect's judgment these defects impair the proper strength or appearance of the work

3. Exposed reinforcing to extent that strength, durability, or appearance is adversely affected.

4. Concrete significantly out of place, line, or level.

5. Concrete not containing the required embedded items.

6. Any concrete work not in accordance with the Specification and Drawings.

B. Upon determination that concrete strength is defective:

1. Should cylinder tests fall below minimum strength specified, concrete mix for remainder of work shall be adjusted to produce required strength. Core samples shall be taken and tested from cast-in-place concrete where cylinders and samples indicate inferior concrete with less than minimum specified strength.
a. Cores of hardened concrete shall be taken and tested in accordance with ASTM C 42 and C 39. Number and location of such cores shall be subject to the approval of Architect.
b. Cost of core sampling and testing will be paid for by the Contractor. c. “85 percent” reduction in ACI 318 Section 26.12.4 will not justify low cylinder tests.

C. Upon determining that concrete surface is defective, Contractor may restore concrete to acceptable condition by cutting, chipping, pointing, patching, grinding, if this can be done without significantly altering strength of structure. Permission to patch defective areas will not be considered a waiver of the right to require removal if patching does not, in the opinion of the Architect, satisfactorily restore quality and appearance.

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D. If core tests indicate that concrete is below the strength specified, or if patching does not restore concrete to specified quality and appearance, the concrete shall be deemed defective, and shall be removed and replaced without additional cost to the Owner.

E. No repair work shall begin until the procedure has been reviewed by the Architect and Structural Engineer.

3.15 FIELD QUALITY CONTROL
A. Testing and Inspecting: Owner will engage a special inspector and qualified testing and inspecting agency to perform field tests and inspections and prepare test reports.

B. Inspections:

1. Post-installed concrete anchors, per ICC-ES or IAPMO recommendations.

2. Verification of use of required design mixture.

3. Concrete placement, including conveying and depositing.

4. Curing procedures and maintenance of curing temperature.

5. Verification of concrete strength before removal of shores and forms from beams and slabs.

C. Concrete Tests: Provide special inspections and testing as described in the “Statement of Structural Special Inspections and Testing” within the structural drawings and as required by this section.

1. A testing program is required prior to start of construction. Testing program to be done in Compliance with the CBC requirements and in collaboration with Testing Laboratory, Design team, contractor, owner and submitted for review by the agency in charge of building enforcement. Requirements below are minimum requirements; additional requirements may be required in final testing program.

2. The following tests shall be made by a recognized testing laboratory selected by the Owner and approved by the governing agency. All tests shall be in accordance with the previously mentioned standards and ACI 318 Section 26.12. A complete record of all tests and inspections shall be kept per CBC Section 1903.1.
a. Compressive Strength: Make and cure in accordance with ASTM C31. Test in accordance with ASTM C39 and ACI 318 Section 26.12.
1) A record shall be made of time and of locations of concrete from which samples were taken.
2) Four identical cylinders shall be taken from each pour of 150 cubic yards or 5000 square feet or part thereof, being placed each day per ACI 318 Section

26.12.2. One cylinder shall be tested at age 7 days, and two at age 28 days unless otherwise specified. Preserve remaining cylinder for future use. b. Drying Shrinkage: (applies to lightweight concrete only unless noted otherwise). 1) A record shall be made of time cylinders and of locations of concrete from which samples were taken.
2) Three identical 4" x 4" x 11" specimens shall be made from same concrete as used in structure. Percent of shrinkage shall be reported at 21 days after 7 day moist curing period. Average results of 3 specimens shall be used as the accepted value. The value for laboratory cast specimens shall not exceed .075%.

If field test specimens are used in lieu of laboratory specimens, a tolerance of +33% may be used.
3) Test specimens in accordance with ASTM C157.
c. Concrete consistency (slump) shall be tested in accordance with ASTM C143.

Perform one slump test for each set of test cylinders taken.

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3. Provide full time inspection per CBC Section 1704.3 during the taking of test specimens and during the placing of all concrete and embedded steel.

4. Provide concrete batch plant inspections per ASTM C685.

D. Survey and Adjustment: Continuously observe formwork operations, record such observations on a daily basis, and submit reports of the results. Instrument check forms before and during concrete placement to assure no movement has taken place. Make appropriate corrections to reposition displaced forms.

1. Measure floor and slab flatness and levelness as specified in “Floor Flatness and Levelness Tolerances” Section.

2. Certify, by written report submitted on a weekly basis, for each level and story that the elevations, finish lines and building lines of the hardened concrete are within tolerances, as substantiated by transit survey; also that all embeds and inserts have been installed within tolerance.

E. Slab Testing: Cooperate with manufacturer of specified moisture vapor reducing admixture (MVRA) to allow access for sampling and testing concrete for compliance with warranty requirements.

F. Permeability Test: Test concrete with waterproofing admixture according to COE CRD-C 48.

3.16 ADJUSTING AND CLEANING
A. Remove all debris, excess materials, tools and equipment resulting from or used in this operation at completion of this work.

B. Surfaces to be painted shall be smooth and free of substances such as dirt, wax, excessive laitance, grease or materials that would prevent proper bonding of finishes.

1. Removal of foregoing contaminants, and complete removal of parting and curing compounds affecting proper paint bond, shall be responsibility of this Section of Work.

Sandblast cleaning shall not be employed without specific approval of Structural Engineer.

END OF SECTION
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CONCRETE EPOXY-INJECTION REPAIR SECTION 03 93 00-1
SECTION 03 93 00 - CONCRETE EPOXY-INJECTION CRACK REPAIR

PART 1 GENERAL

1.01 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.

1.02 SECTION INCLUDES
A. Pressure injection of cracks with an epoxy resin adhesive.

1.03 RELATED REQUIREMENTS
A. Section 03 30 00 - Cast-in-Place Concrete.

1. California Building Code (2022 Edition)

2. ACI RAP-1, “Structural Crack Repair by Epoxy Injection”.

3. ACI 301 - Specifications for Concrete Construction.

4. ASTM C 881, “Standard Specification for Epoxy-Resin-Base Bonding Systems for Concrete”.

1.05 SUBMITTALS
A. See Division 01 - Administrative Requirements for submittal procedures.

B. Product Data:

1. Submit two copies of manufacturer's literature, to include: Product Data Sheets, and appropriate Material Safety Data Sheets (MSDS).

1.06 QUALITY ASSURANCE
A. Manufacturing qualifications: The manufacturer of the specified product shall be ISO 9001/9002 certified and have in existence a recognized ongoing quality assurance program independently audited on a regular basis.

B. Contractor qualifications: Contractor shall be qualified in the field of concrete repair and protection with a successful track record of 5 years or more. Contractor shall maintain qualified personnel who have received product training by a manufacturer's representative..

C. Install materials in accordance with all safety and weather conditions required by the manufacturer, or as modified by applicable rules and regulations of local, state and federal authorities having jurisdiction. Consult Material Safety Data Sheets for complete handling recommendations.

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CONCRETE EPOXY-INJECTION REPAIR SECTION 03 93 00-2

1.07 WARRANTY
A. Provide a written warranty from the manufacturer against defects of materials for a period of one (1) year, beginning with date of substantial completion of the project.

1.08 DELIVERY, STORAGE, AND HANDLING
A. All materials must be delivered in original, unopened containers with the manufacturer's name, labels, product identification, and batch numbers. Damaged material must be removed from the site immediately.

B. Store all materials off the ground and protect from rain, freezing or excessive heat until ready for use.

C. Condition the specified product as recommended by the manufacturer.

1.09 JOB CONDITIONS
A. Environmental Conditions: Do not apply material if it is raining or snowing or if such conditions appear to be imminent. Minimum application temperature 40ºF (5ºC) and rising.

B. Protection: Precautions should be taken to avoid damage to any surface near the work zone due to mixing and handling of the specified product.

PART 2 PRODUCTS

2.01 MANUFACTURERS
A. Sikadur 35 Hi-Mod LV, as manufactured by Sika Corporation, 1682 Marion Williamsport Road, Marion, Ohio 43302 is considered to conform to the requirements of this specification.

B. Sikadur 31 Hi-Mod Gel, as manufactured by Sika Corporation, 1682 Marion Williamsport Road, Marion, Ohio 43302 is considered to conform to the requirements of this specification.

2.02 MATERIALS
A. Epoxy resin adhesive for pressure injection of cracks shall be Sikadur 35 Hi-Mod LV:

1. Component “A” shall be a modified epoxy resin of the diglycidiether bisphenol A Type or containing suitable viscosity control agents. It shall not contain butyl glycidyl ether.

2. Component “B” shall be primarily a reaction product of a selected amine blend with an epoxy resin of the diglycidiether bisphenol A Type containing suitable viscosity control agents, pigments, and accelerators.

3. The ratio of component A: componet B shall be 2:1 by volume

4. The material shall not contain asbestos.

B. Epoxy resin adhesive for sealing of cracks & porting devices shall be Sikadur 31 Hi-Mod Gel.:

1. Component “A” shall be a modified epoxy resin of the diglycidiether bisphenol A Type or containing suitable viscosity control agents. It shall not contain butyl glycidyl ether.

2. Component “B” shall be primarily a reaction product of a selected amine blend with an epoxy resin of the diglycidiether bisphenol A type containing suitable viscosity control agents, pigments, and accelerators.

3. The ratio of Component A: Componet B shall be 1:1 by volume

4. The material shall not contain asbestos.

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CONCRETE EPOXY-INJECTION REPAIR SECTION 03 93 00-3
C. Porting devices as required for either manual or automated application. Porting devices for automated application shall be supplied from maufacturer of the pressure injection equipment.

2.03 PERFORMANCE CRITERIA
A. Properties of the mixed epoxy resin adhesive used for the pressure injection grouting:

1. Pot Life: min. 25 minutes (60 gram mass) @ 73° F

2. Tack-FreeTime: 90 oF (32oC) 1.5 to 2 hours
75oF
(24oC) 3 to 3.5 hours

40 oF (5oC) 14-16 hours

3. Viscosity: Approx. 375 cps.

4. Color: Clear, Amber.

B. Properties of the cured epoxy resin adhesive used for pressure injection of grout:

1. Compressive Strength (ASTM D-695) .min.
a. 3 day: 10,000 psi (69.9 MPa)
b. 7 day: 11,000 psi (75.8 MPa)
c. 28 day: 13,000 psi (89.6 MPa)

2. Compressive Modulus, Psi : min.
a. 7 day 320,000 psi (2,200 Mpa)

3. Shear Strength (ASTM D-732)
a. 14 day: 5,100 psi (35 MPa)

4. Flexural Strength (ASTM D-790) min.
a. 14 day: 14,000 psi (97 MPa

5. Tangent Modulus of Elasticity in Bending min.
a. 14 day: 370,000 psi (2,600 Mpa)

6. Bond Strength (ASTM C-882)
a. 14 days (moist cure) min.
b. Hardened Concrete to Hardened Concrete: 2,900 psi (15 Mpa)

7. Water Absorption (ASTM D-570) max.
a. 24 hour 0.90%

8. Tensile properties (ASTM D-638) min.
a. 7 day Tensile Strength 8,900 psi (61 Mpa) Elongation at Break 5.4%
b. 14 day Modulus of Elasticity 4.1 x 105 psi (2,800 Mpa) C. Properties of the mixed epoxy resin adhesive used for sealing of cracks & porting devices:

1. Pot Life: min. 60 minutes (500 gram mass) @ 73° F

2. Tack-FreeTime: @73oF(23oC) 1.5 – 2.5 hours @ 30 mils thick

3. Consistency: Non-Sag paste

4. Color: Concrete Gray
D. Properties of the cured epoxy resin adhesive used for sealing of cracks & porting devices:

1. Compressive Strength (ASTM D-695) .min. @ 73F
a. 1 day: 13,000 psi (89.6 MPa)
b. 3 day: 14,000 psi (96.5 MPa)
c. 28 day: 16,000 psi (110.3 MPa)

2. Compressive Modulus, Psi : min.
a. 7 day 795,000 psi (5,485 Mpa)

3. Shear Strength (ASTM D-732)
a. 14 day: 4,600 psi (31.7 MPa)

4. Flexural Strength (ASTM D-790) min.

Buehler Engineering CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Back Check Submission – November 01, 2024

CONCRETE EPOXY-INJECTION REPAIR SECTION 03 93 00-4
a. 14 day: 6,100 psi (42 MPa)

5. Tangent Modulus of Elasticity in Bending .min.
a. 14 day: 1.67 x 106 psi (11,520 MPa)

6. Bond Strength (ASTM C-882)
a. 14 day (moist cure) min.
b. Hardened Concrete to Hardened Concrete 2,900 psi (20 Mpa)

7. Water Absorption (ASTM D-570) max.
a. 24 hour 0.79%

8. Tensile properties (ASTM D-638) min.
a. 7 day Tensile Strength 3,300 psi (22.7 Mpa) Elongation at Break 0.9%

PART 3 EXECUTION

3.01 MIXING AND APPLICATION
A. Mixing the epoxy resin adhesive for sealing the cracks & porting devices: Premix each component. Proportion equal parts by volume of Component “A” and Component “B” into a clean, dry mixing pail. Mix thoroughly for 3 minutes with a jiffy paddle on a low-speed (400- 600 rpm) drill. Mix only that quantity of material that can be used within its potlife (60 minutes @ 73F).

B. Mixing of the epoxy resin adhesive used for the pressure injection grouting:

1. Manual: Proportion two parts by volume of Component “A” to one part Component “B” into a clean, dry mixing pail. Mix thoroughly for 3 minutes with a jiffy paddle on a low- speed (400-600 rpm) drill. Mix only that quantity of material that can be used within its potlife (20-30 minutes 73F).

C. Placement Procedure:

1. The epoxy resin adhesive for sealing the cracks & porting device: Set the porting devices as required by the epuipment manufacturer. Spacing of the porting devices shall be accomplished as required to achieve the travel of the epoxy resin for the pressure injection grouting between ports and fill the cracks to the maximum. On structures open on both sides, provide porting devices on opposite sides at staggered elevations. Apply the mixed epoxy resin adhesive for sealing over cracks and around each porting device to provide an adequate seal to prevent the escape of the epoxy resin adhesive for the injection grouting.

Where required by the Engineer, apply the epoxy resin adhesive for sealing in such a manner that minimal defacing or discoloration of the substrate shall result.

2. The epoxy resin adhesive for the pressure injection grouting:
a. Manual: Load the mixed epoxy resin adhesive for grouting into a disposable caulking cartridge or bulk-loading caulking gun. Inject the prepared cracks with a constant pressure in order to achieve maximum filling & penetration without the inclusion of air pockets or voids in the epoxy resin adhesive. Begin the pressure injection at the widest part of the crack being injected and continue until there is the appearance of epoxy resin adhesive at an adjacent port, thus indicating travel. When travel is indicated, to discontinue or continue the pressure injection from that port should be made by the contractor based on his experience, with the approval of the Engineer.

Continue procedure until pressure injectable cracks has been filled. b. Automated: Dispense the epoxy resin adhesive for grouting under constant pressure in accordance with prcedures recommended by the equipment manufacturerer as required to achieve maximum filling and penetration of the prepared cracks without Buehler Engineering CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Back Check Submission – November 01, 2024

CONCRETE EPOXY-INJECTION REPAIR SECTION 03 93 00-5
the inclusion of air pockets or voids in the epoxy resin adhesive. The pressure injection of single or multiple ports, by use of a manifold system, is possible. This decision should be made by the contractor, with the approval of the Engineer.

Continue the approved procedure until all pressure injectable cracks have been filled.

D. If penetration of any cracks is impossible, consult the Engineer before discontinuing the injection procedure. If modification of the proposed procedure is required to fill the cracks, submit said modification in writing to the Engineer for acceptance prior to proceeding.

E. Adhere to all limitations and cautions for the epoxy resin adhesive in the manufacturers current printed literature.

3.02 CLEANING
A. After the epoxy resin adhesive for grouting has cured, the epoxy resin adhesive for sealing cracks and porting devices shall be removed as required by the Engineer. Clean the substrate in a manner to produce a finish appearance acceptable to the Owner.

B. The uncured epoxy resin adhesive can be cleaned from tools with approved solvent. The cured epoxy resin adhesive can only be removed mechanically.

C. Leave finished work and work area in a neat, clean condition without evidence of spillovers onto adjacent areas.

Buehler Engineering CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Back Check Submission – November 01, 2024

CONCRETE EPOXY-INJECTION REPAIR SECTION 03 93 00-6

END OF SECTION

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Group 4 Project No. 23604-01 CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Bac
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Structural Steel Framing SECTION 05 12 00-1

SECTION 05 12 00 - STRUCTURAL STEEL FRAMING

PART 1 GENERAL

1.01 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.

1.02 SECTION INCLUDES
A. Structural steel framing members.

B. Structural steel support members, plates, and bracing angles.

C. Bolts, washers, and other steel accessories.

D. Base plates, shear stud connectors and expansion joint plates.

E. Grouting under base plates.

F. Prime coat painting and touch up.

G. Templates for cast-in-place anchor bolts.

1.03 RELATED REQUIREMENTS
A. Section 03 30 00 – Cast-in-Place Concrete.

B. Section 06 10 00 – Rough Carpentry.

C. Division 09 - “Paintings and Coatings” for surface-preparation and priming requirements.

1.04 DEFINITIONS
A. Structural Steel: Elements of structural-steel frame, as classified by American Institute of Steel Construction (AISC) 303, "Code of Standard Practice for Steel Buildings and Bridges." B. Seismic Force Resisting System (SFRS): These elements are those which resist seismic loads and include braced frames, moment frames and collector elements and are indicated on the drawings.

C. Protected Zone: Areas of critical members in the Seismic Force Resisting System that are expected to behave inelastically during a seismic event. Refer to the Structural Drawings for designation of the Protected Zones. Within the Protected Zones, the following shall apply:

1. Discontinuities created by fabrication or erection operations such as tack welds, erection aids, air-arc gouging and thermal cutting shall be repaired as required by the Structural Engineer.

2. No welded shear studs and decking attachments (excluding decking arc spot welds) shall be placed on beam flanges.

3. No welded, bolted, screwed, or shot-in attachments for edge angles, exterior facades, partitions, duct work, piping and other construction.

D. Demand Critical Welds (DCW): Welds in the Seismic Force Resisting System which invoke special welding and inspection requirements in this specification. Welds shall be considered Buehler Engineering
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Structural Steel Framing SECTION 05 12 00-2

DCW on this project as defined for each SFRS indicated in AISC 341 and as otherwise indicated on the Drawings as DCW.

1.05 REFERENCE STANDARDS
A. Utilize the edition of the listed document as identified in the “Design Criteria Notes” in the structural drawings. If not listed in the “Design Criteria Notes”, use the edition adopted or referenced by the listed Governing Building Code or material standard. If no specific edition is adopted, use the latest edition.

1. AISC 360 - Specification for Structural Steel Buildings

2. AISC 303 - Code of Standard Practice for Steel Buildings and Bridges.

3. AISC 341 - Seismic Provisions for Structural Steel Buildings.

4. ASTM A36 - Standard Specification for Carbon Structural Steel.

5. ASTM A53 - Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless.

6. ASTM A123 - Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products.

7. ASTM A153 - Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware.

8. ASTM A307 - Standard Specification for Carbon Steel Bolts, Studs, and Threaded Rod 60,000 PSI Tensile Strength.

9. ASTM A449 - Standard Specification for Hex Cap Screws, Bolts and Studs, Steel, Heat Treated, 120/105/90 ksi Minimum Tensile Strength, General Use.

10. ASTM A500 - Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes.

11. ASTM A501 - Standard Specification for Hot-Formed Welded and Seamless Carbon Steel Structural Tubing.

12. ASTM A563 - Standard Specification for Carbon and Alloy Steel Nut.

13. ASTM A572 - Standard Specification for High-Strength Low-Alloy Columbium- Vanadium Structural Steel.

14. ASTM A913 - Standard Specification for High-Strength Low-Alloy Steel Shapes of Structural Quality, Produced by Quenching and Self-Tempering Process

15. ASTM A992 - Standard Specification for Structural Steel Shapes.

16. ASTM A1085 - Standard Specification for Cold-Formed Welded Carbon Steel Hollow Structural Sections (HSS)

17. ASTM C1107 - Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Nonshrink).

18. ASTM E94 - Standard Guide for Radiographic Examination Using Industrial Radiographic Film.

19. ASTM E164 - Standard Practice for Contact Ultrasonic Testing of Weldments.

20. ASTM E165 - Standard Practice for Liquid Penetrant Testing for General Industry.

21. ASTM E709 - Standard Guide for Magnetic Particle Testing.

22. ASTM F436 - Standard Specification for Hardened Steel Washers Inch and Metric Dimensions.

23. ASTM F959 - Standard Specification for Compressible-Washer-Type Direct Tension Indicators for Use with Structural Fasteners.

24. ASTM F1554 - Standard Specification for Anchor Bolts, Steel, 36, 55, and 105-ksi Yield Strength.

25. AWS D1.1 - Structural Welding Code.

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Structural Steel Framing SECTION 05 12 00-3

26. AWS D1.8 - Structural Welding Code – Seismic Supplement.

27. RCSC (HSBOLT) - Specification for Structural Joints Using High-Strength Bolts; Research Council on Structural Connections.

28. SSPC-Paint 15 - Steel Joist Shop Primer/Metal Building Primer.

29. SSPC-Paint 20 - Zinc-Rich Coating (Type I - Inorganic, and Type II - Organic).

30. SSPC-SP 1 - Solvent Cleaning.

31. SSPC-SP 2 - Hand Tool Cleaning.

32. SSPC-SP 3 - Power Tool Cleaning.

33. SSPC-SP 6 - Commercial Blast Cleaning.

34. UL (FRD) - Fire Resistance Directory Current Edition.

1.06 SUBMITTALS
A. See Section 01 30 00 - Administrative Requirements, for submittal procedures.

B. Shop Drawings:

1. Direct copies (including electronic versions) of SEOR plans and details are not allowed.

Using SEOR plans as a background for the development of the submittal plans is acceptable.

2. Submit shop drawings to Architect for review and obtain Architect’s acceptance prior to start of fabrication. Where shop drawings are resubmitted, the Contractor shall cloud and identify all changes made due to additions, deletions, and corrections to the shop drawing.

Shop drawings resubmitted without each change being clouded and identified will be returned for resubmission.

3. Shop drawings shall include complete details and schedules for fabrication and assembly of structural steel members, procedures, and diagrams.

4. Provide setting drawings, templates, and directions for installation of anchor bolts and other anchorages to be installed by others.

5. Include layout, member size, and weights, materials used, and beam marks as well as orientation and relation of members to appropriate grid lines and setting elevations for column bases. Reference shop drawings to specific location and detail number on the Structural Drawings.

6. Include details of cuts, connections, splices, camber, holes, openings, doubler plates, stiffeners and other pertinent data, including bolt hole sizes, connection materials, and welded joint designations.

7. Include embedment drawings.

8. Indicate welds by standard AWS symbols, distinguishing between shop and field welds, and show size, length, and type of each weld. Show backing bars that are to be removed and supplemental fillet welds where backing bars are to remain.

9. Indicate type, size, and length of bolts, distinguishing between shop and field bolts.

Identify pre-tensioned and slip-critical high-strength bolted connections.

10. Indicate surface preparation and finishes.

11. Submit plans of all levels locating the edge of slab at perimeter and at interior openings at locations where bent plate closure occurs.

12. Identify members and connections of the Seismic-Force-Resisting System (SFRS).

13. Indicate locations and dimensions of protected zones.

14. Identify welds that are part of the SFRS.

15. Identify Demand Critical Welds.

16. Shop drawings shall include connection details drawn to scale for members of the Seismic Force-Resisting System.

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Structural Steel Framing SECTION 05 12 00-4

17. Dimensions required to locate structural steel for manufactured items such as mechanical equipment, electrical equipment, dock levelers, etc., shall be coordinated and provided by the General Contractor. General Contractor shall also coordinate and provide dimensions to locate structural steel for window washing supports such as davits, tie-backs, etc.

18. Connections required but not specifically referenced.

C. Erection Procedures:

1. Submit procedures, methods, sequences of erection, temporary shoring and guying, and equipment proposed for erecting structural steel. Erection procedures are submitted for record only and therefore will not be returned to the Contractor.

D. Welding Procedure Specifications (WPSs) and Procedure Qualification Records (PQRs):

Provide according to AWS D1.1, "Structural Welding Code - Steel," AWS D1.8, “Structural Welding Code – Seismic Supplement,” and AISC 341 for each welded joint whether prequalified or qualified by testing, including items listed below. All submitted Procedures shall be reviewed by the Testing Agency prior to use on the project. The Procedures will be submitted to the Engineer for review after review by the testing agency is complete.

1. The WPSs and PQRs shall include all essential variables and parameters required by AWS D1.1 and AWS D1.8.

2. Where backgouging is required provide back gouging criteria (e.g. smoothness, grinding, gouge shape, inspection by the welder, etc.) per AISC 341, AWS D1.1, and AWS D1.8.

3. Explicitly note which WPSs will be used for welding of members and connections of the SFRS and Demand Critical Welds.

4. For multi-pass welds define sequence and layering of passes.

5. Welding Procedure Qualification Record (WPQR) Tests: For WPSs that are not pre- qualified per AWS D1.1, submit the supporting WPQR tests results conducted in accordance with AWS D1.1 along with the corresponding WPS.

6. When the required effective throat thickness of flare groove welds is larger than allowed by Table J2.2 of AISC “Steel Construction Manual”, submit data establishing by qualification the consistent production of such larger effective throat thickness.

Qualification of effective throat thickness shall be as required by the AISC specification.

7. For non-prequalified, complete butt or grove welds of the SFRS, include CVN weld test records.

8. In addition to the WPS submit fabrication and erection procedures where needed to control shrinkage, fabrication tolerances, or to insure proper inspections.

9. Include CVN tests, requirements and procedures in compliance with AWS D1.1, AWS D1.8 and the requirements of the contract documents. Test temperature shall be specified herein. Where specified CVN properties in the contract documents exceed the minimum requirements in AWS D1.1 / AWS D1.8, CVN tests shall be performed to the properties in the contract documents.

10. All welds for the SFRS are according to AWS D1.8 as a minimum.

11. WPS and WPQR's shall include specific reference to the manufacturers make and model of weld material. Provide manufacturer's data sheet for all weld material indicating recommended welding parameters and variables.

E. Weld Shrinkage and Distortion Procedures: Submit weld shrinkage and distortion procedures for all welded connections where distortion due to weld shrinkage may cause damage to the steel material. The welding sequence and procedures are to minimize the effect of weld shrinkage, residual stresses, and to maintain erection tolerances. These procedures shall be reviewed by Testing Agency, and then used by Testing Agency to verify conformance. As a minimum, procedures shall be submitted for the following connections:

1. Welding of continuity plates and doubler plates into the WF columns.

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Structural Steel Framing SECTION 05 12 00-5

2. Field welding beam-to-column connection (include beam flange welds, rib welds, connection plate bolting and weld).

3. Welding columns to base plates.

F. Fastener Installation Procedures: Submit written procedures for the pre-installation testing, installation snugging, pre-tensioning, and post-installation inspection of fasteners. The procedures shall meet all requirements of the Research Council on Structural Connections (RCSC) "Specification for Structural Joints Using ASTM A325 or A490 Bolts" and the Contract Documents. Provide installation procedure and inspection for direct tension indicator washers detailed in supplemental specifications provided by the manufacturer for approval.

G. Manufacturer's Mill Certificate: Certify that products meet or exceed specified requirements.

H. Mill test reports for structural steel, including chemical and physical properties, regardless of thickness or use. Reports shall comply with ASTM A6 and be submitted to the Owner’s Quality Assurance Agency.

1. Submit a mill report for each heat of steel used, and certified fastener reports for all fasteners, including nuts, washers and direct tension indicators prior to the start of fabrication. For unsatisfactory mill test report, retest steel.

2. Include Charpy test results for heavy sections and for materials where Charpy values are specified. Testing required per AISC 360 section A3.1c and AISC 341 section A3.3 and as specified herein.

3. Mill test reports shall include ladle analysis and tensile elongation.

4. Mill reports shall be traceable to individual pieces of steel used.

5. In addition to other requirements mill reports shall address the following elements: copper, columbium, chromium, nickel, molybdenum, silicone, and vanadium.

6. Provide mill reports for all welding consumables used on this project.

I. Fabricator Test Reports: Comply with ASTM A1011.

J. Welders' Qualification Statement: Welders' certificates in accordance with AWS B2.1 and dated no more than 12 months before start of scheduled welding work. Submit to welding special inspector for approval. Submit final copies to Architect for review.

K. General Contractor Verification of Compliance for Materials: General Contractor’s review and acceptance shall be included with each submittal stating that the Contractor has reviewed the submitted manufacturer’s test reports and certifications, and that the materials being furnished for the project are in conformance with the applicable standards and project documents. The review shall be submitted along with the manufacturer’s test reports and certifications for structural steel, fasteners, welding filler metals, and shear studs.

L. Product Test Reports and Certifications: Submit manufacturer’s test reports and certifications as listed below. Test Reports and Certifications are submitted for record only and therefore will not be returned to the Contractor. A copy of the test reports and certifications shall be sent to the owners Quality Assurance Agency. The Contractor Certificate of Compliance letter shall accompany the Manufacturer’s Certifications.

1. Bolts, nuts, and washers including mechanical properties and chemical analysis.

Certifications for high strength bolts shall conform to certification requirements contained in ASTM A325, A490, F1852, F2280.

2. Direct-tension indicators.

3. Tension-control, high-strength bolt-nut-washer assemblies.

4. Shear stud connectors. Shear studs, as supplied, shall meet the requirements of AWS D1.1, Sections 7.2 and 7.3.

5. Shop primers.

Buehler Engineering
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k Check Submission – November 01, 2024

Structural Steel Framing SECTION 05 12 00-6

6. Nonshrink grout.

7. Welding electrodes, fluxes and shielded gas products. Certifications shall satisfy the applicable AWS A5 and project requirements.

M. Submit fabricators identification mark system to Testing Agency prior to fabrication.

N. Fabricator's Qualification Statement.

O. Paint Compatibility Certificates: From manufacturers of topcoats applied over shop primers, certifying that shop primers are compatible with topcoats.

P. As-Built Drawings: At the end of the work included in this Section submit a complete set of reproducible drawings incorporating all changes, additions and deletions to the Construction Drawings due to revisions, change orders, field conditions, or any other reason.

1.07 QUALITY ASSURANCE
A. Comply with the referenced ASTM standards for materials.

B. Verification of accuracy:

1. Engage and pay for a registered Professional Engineer or licensed Land Surveyor to check the alignment, plumbness, elevation, and overall accuracy of the erected framing at appropriate stages during construction and at completion of erection. Prior to erection, a survey shall be made of the as-built locations of all anchor rods and other embedded items associated with the attachment of structural steel. The party providing the survey shall submit written verification that the entire installation is in accordance with the contract documents and meets the allowable erection tolerances as set forth in the AISC "Code of Standard Practice for Steel Buildings and Bridges”.

2. Columns shall be verified at each lift. Column shim details and procedures shall be submitted for review.

C. Tests and Inspections: Provide special inspections and testing as described in the “Statement of Structural Special Inspections and Testing” within the structural drawings and as required by this section.

1. Unless waived in writing by the Architect and the Authority Having Jurisdiction, all materials, work, methods and equipment shall be subject to inspection at the mill, fabricating plant and at the building site. Material or workmanship not complying fully with the Contract Documents will not be accepted. The Contractor shall give the Testing Laboratory reasonable notice when ready for inspection and shall supply samples and test pieces and all facilities for inspection without extra charge.

D. Testing Agency: Shop and field testing and inspection of steelwork specified in this document or requested by the Owner will be performed by an independent agency engaged by the Owner.

1. The Testing Agency shall be furnished with the following:
a. One complete set of fabrication and erection drawings. b. Material bills, cutting lists, order sheets and mill test reports. c. Information regarding time, place of rolling and shipment of materials to shop. d. If requested, representative sample pieces for testing. e. Full and ample means and assistance for testing materials. f. Access and facilities, including scaffolding, temporary work platforms, etc., for testing and inspection at all places where materials or components are stored, fabricated or erected in the mill, shop or field.
g. Complete set of welding procedures.
h. Welder qualifications.

Buehler Engineering
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Structural Steel Framing SECTION 05 12 00-7

i. AISC fabricator certification documents, QA/QC manual and most recent AISC audit, unless waived by the SEOR.
j. Reports for all Contractor tests and inspections.

2. In addition to the work specified elsewhere in the Contract Documents, the Testing Agency shall review the following for compliance with project specifications:
a. Fastener Installation Procedures.
b. WPSs and WPQRs.
c. Manufacturer’s Test Reports and Certifications.
d. Welder qualification.

E. Comply with applicable provisions of the governing building code, reference standards, specifications, and documents, except where more stringent requirements are shown or specified.

F. All work shall be performed by qualified operators experienced in their field of work and as otherwise required by these specifications.

G. Fabricator Qualifications: Unless waived by the SEOR, a qualified fabricator that participates in the AISC Quality Certification Program and is designated an AISC-Certified Plant, Category STD, unless waived by SEOR.

H. Installer Qualifications: A qualified installer who participates in the AISC Quality Certification Program and is designated an AISC-Certified Erector, Category ACSE.

I. Shop-Painting Applicators: A qualified applicator with a minimum of 12 months prior experience working with the fabricator.

J. Welding Qualifications: Qualify procedures and personnel according to AWS D1.1 for each process, position and joint configuration. Each operator shall have been qualified as prescribed by AWS and shall be approved by the Testing Agency. Qualification performed more than six months prior to the start of the welding by the welder is acceptable, provided written documentation is submitted showing that the welder has continued to use the applicable welding process on an ongoing basis since the test was conducted, with no lapse in service exceeding six months.

1. Welder Certificates shall be submitted to Testing Agency prior to welding.

2. Welders shall be checked by welding inspector. Those not doing satisfactory work may be removed, and may be required to pass qualification tests again. All qualification testing shall be at the Contractor's expense.

3. Require welders to retake the qualification test if, as determined by the Architect or Testing Agency, there is a reasonable doubt as to the proficiency of the welder. If the welder does not requalify, he shall not perform any welding on the project.

4. In addition to AWS D1.1 requirements on welder Qualification, qualify welders making welds with restricted access (such as welding the bottom flanges of girders to column flanges through cope or access holes in the girder webs) by using a mock-up assembly identical to the actual conditions of producing weldments in the field, using the approved WPS.

5. Welder qualification shall include passing the bend test.

6. Welders and welding operators performing work on Demand Critical Welds, beam bottom flange to column welds, or welds that must be made by welding through a beam access hole shall pass the supplemental welder qualification testing, as required by AWS D1.8. a. Supplemental Qualification test shall be in accordance with AWS D1.8. The qualification test specimens shall be made with the same electrodes, processes and welding procedures that will be used on this project and also using the highest weld deposition rate allowed by the WPS.

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b. Documentation showing that a welder has passed a similar qualification test within the last 36 months will be acceptable if in the opinion of the Testing Agency the test meets the criteria.
c. Testing Agency will perform and/or witness the tests on the qualification test specimen.
d. FCAW-S and FCAW-G shall be considered separate processes for welding personnel qualification.

K. Contractor’s Quality Control Plan: Quality Control includes the functions performed by the Contractor to ensure that the material and workmanship of structural steel construction meets the project specifications and applicable standards. The Contractor shall submit a Quality Control Plan that addresses all inspection issues, including fabrication/erection testing and inspection per AWS D1.1, AWS D1.8 and AISC 341 Chapter J. The verification testing and inspection carried out by the Testing Agency does not relieve the contractor of the responsibility for conducting their own quality control/inspection program to ensure the requirements of the Contract Documents have been met. The Contractor’s Quality Control Plan will be reviewed by the Testing Agency.

L. Protected Zone: The Contractor’s Quality Control Plan shall include procedures that will be followed to ensure the Protected Zone is clearly identified on the required elements of the Seismic Load Resisting System and all necessary subcontractors are made aware of the requirements of this section.

M. Quality Control Inspector Qualifications: Along with Quality Control Plan, Contractor shall submit written qualifications for all inspectors to be assigned Quality Control functions for structural steel work, including general inspection, bolting inspection, welding inspection, and non-destructive testing. Qualifications for welding inspectors shall show evidence of ability to monitor all WPS variables, check weld sizes, and visually detect weld defects.

N. Prefabrication and Preinstallation Conference: Prior to performing fabrication or erection work, there shall be a pre-fabrication and pre-erection meeting to review welding procedures, bolting procedures, and inspection requirements for all welding and bolting operations. The meeting shall include the following individuals: Owner’s Representative, Testing Agency, Special Inspector, Steel Fabricator and Erector personnel supervising the shop, field and Quality Control work.

O. Paint:

1. Single Source Responsibility: Provide primers and other undercoat paint produced by same manufacturer as finish coats. Use thinners approved by paint manufacturer, and use within recommend limits.

2. Coordination of Work: Review other Sections in which prime paints are to be provided to ensure compatibility of coatings system for various substrates. Upon request, furnish information or characteristics of finish materials to be used.

3. Requirements of Regulatory Agencies: Comply with applicable rules and regulations of governing agencies for air quality control.

P. Maintain one copy of each document on site.

1.08 DELIVERY, STORAGE, AND HANDLING
A. Store materials to permit easy access for inspection and identification.

B. Store fasteners in a protected place in sealed containers with manufacturer's labels intact.

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C. Requirements for storage and handling of electrodes shall be per AWS D1.1 and AWS D1.8.

Additional requirements include:

1. Long term storage of weld consumables shall be indoors, where moisture or dew does not collect, and in undamaged manufacturer’s shipping bags, boxes, and containers.

2. Open Flux Cored Arc Welding (FCAW) electrodes shall be completely covered during hours of non-use (i.e., weekends, nights of nonuse, days of nonuse, etc.). Where rain or dew could be expected to collect (i.e., open floors of erection site, open shop bays, etc.), electrodes shall also be covered.

3. Electrode Storage and Exposure Limits for Demand Critical Welds: The exposure time limit for electrodes shall be in conformance with AWS D1.8 Section 6.4.

1.09 COORDINATION
A. Surveys: Contractor shall conduct field surveys and field verification as required to incorporate existing conditions from previous works, such as foundations and existing buildings, to the work before shop drawings are produced.

B. Coordinate installation of anchorage items to be embedded in or attached to other construction without delaying the Work. Provide setting diagrams, templates, instructions, and directions for installation.

C. Notify the Owner’s Representative in sufficient time prior to shop or field fabrication or erection to permit testing and inspection without delaying work.

D. Coordinate selection of shop primers with topcoats to be applied over them. Comply with paint and coating manufacturers' recommendations to ensure that shop primers and topcoats are compatible with one another.

PART 2 PRODUCTS

2.01 MATERIALS
A. All hot rolled steel shapes, plates, and bars shall be new steel conforming to ASTM A6, unless otherwise noted in the Drawings. Structural steel shall be as follows:

1. Wide Flange and WT Shapes: ASTM A992.

2. M- and S- Shapes: ASTM A36.

3. C- and MC- Shapes: ASTM A992.

4. L- Shapes: ASTM A572 Grade 50.

5. Round HSS: ASTM A500 Grade C (Fy = 46 ksi).

6. Rectangular HSS: ASTM A500 Grade C (Fy = 50 ksi).

7. Pipe: ASTM A53, Grade B (Fy = 35 ksi).

8. Base Plates up to 4” thick: ASTM A572 Grade 50.

9. All other Plate Material: ASTM A572 Grade 50.

10. Connection Material:
a. Column Continuity Plates and Doubler Plates: ASTM A572 Grade 50. b. Brace Frame Gusset Plates: ASTM A572 Grade 50.

B. Steel using complete joint penetration groove welds that fuse through the thickness of the flange or web that is part of the SFRS shall have a minimum Charpy V-notch impact testing value of 20 ft-lbs at 70 degrees Fahrenheit.

C. Welding Materials
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1. Welding Material: Filler metal requirements shall conform to AWS D1.1, and AISC "Specification for Structural Steel Buildings". Filler metal used in welds designated as part of the SFRS or as Demand-Critical shall comply with AWS D1.8. Minimum classified tensile strength of 70 ksi (E70). Use low hydrogen electrodes as defined by AWS D1.1, unless noted otherwise. For all CJP welds used on Heavy Structural Sections that are not part of the Seismic Load Resisting System the filler metal shall have a Charpy V-Notch (CVN) toughness of at least 20 ft-lb at 70 degrees Fahrenheit.

2. Welding Materials for Seismic Force Resisting System:
a. All filler metal used in the Seismic Load Resisting System shall have a Charpy V- Notch (CVN) toughness not less than of 20 ft-lb at 0 degrees Fahrenheit, using AWS A5 classification test methods.
b. Filler metal for welds defined as Demand Critical Welds (DCW) shall have a Charpy V-Notch (CVN) toughness of 20 ft-lb at minus 20 degrees Fahrenheit as determined by the appropriate AWS classification test method and 40 ft-lb at 20 degrees above the lowest anticipated service temperature of the structure as determined by AISC 341 and AWS D1.8.
c. Refer to AISC 341 and AWS D1.8 for additional filler metal requirements.

D. Bolts, Connectors, and Anchors

1. High-Strength Bolts, Nuts, and Washers: ASTM A325, Type 1, heavy-hex steel structural bolts unless noted otherwise; ASTM A563, Grade C heavy-hex carbon-steel nuts or equal per ASTM A325-10 Section 3.2; and ASTM F436, Type 1, hardened carbon-steel washers; all with plain finish. ASTM F1852 Twist-Off Type Torque Control Bolts are a suitable alternative to ASTM A325 bolts.

2. High-Strength Bolts, Nuts, and Washers: ASTM A490, Type 1, heavy-hex steel structural bolts, where noted on drawings; ASTM A563, Grade DH, heavy-hex carbon-steel nuts or equal per ASTM A490-10 Section 3.2; and ASTM F436, Type 1, hardened carbon-steel washers with plain finish. ASTM F2280 Twist-Off Type Torque Control Bolts are a suitable alternative to ASTM A490 bolts.

3. Zinc-Coated High-Strength Bolts, Nuts, and Washers: ASTM A325, Type 1, heavy-hex steel structural bolts; ASTM A563, Grade DH heavy-hex carbon-steel nuts; and ASTM F436, Type 1, hardened carbon-steel washers.
a. Finish: Hot-dip zinc coating.
b. Zinc-Coated ASTM F1852 Twist-Off Type Torque Control Bolts are a suitable alternative to ASTM A325 bolts.

4. Unfinished Bolts and Nuts (Machine Bolts) and Threaded Rods: ASTM A307, Grade A, low carbon steel bolts and nuts; ASTM F436, Type 1, hardened carbon-steel washers.

5. Shear Studs: ASTM A108, Grades 1015 or 1020, headed-stud type, cold-finished carbon steel; AWS D1.1, Type B and conform to requirements of AWS D1.1 Section 7. a. Tensile strength, 60,000 psi.
b. Elongation in 2 inches, 20 percent
c. Reduction of area, 50 percent.

6. Unheaded Anchor Rods: ASTM F1554 Grade 36, Grade 55 (weldable per S1 Supplementary Requirements), or Grade 105, where noted on drawings. a. Configuration: Straight
b. Nuts: ASTM A563 heavy-hex carbon steel.
c. Plate Washers: ASTM A572 Grade 50 carbon steel.
d. Washers: ASTM F436, Type 1, hardened carbon steel.
e. Finish: Plain or Hot-dip zinc coating, ASTM A153, Class C.

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7. Headed Anchor Rods: ASTM F1554 Grade 36, ASTM F1554 Grade 55, weldable where notes on drawings, or ASTM F1554 Grade 105.
a. Nuts: ASTM A563 heavy-hex carbon steel.
b. Plate Washers: ASTM A572 Grade 50 carbon steel.
c. Washers: ASTM F436, Type 1, hardened carbon steel.
d. Finish: Plain or Hot-dip zinc coating, ASTM A153, Class C.

8. Threaded Rods: ASTM A36 or A572, Grade 50.
a. Nuts: ASTM A563 heavy-hex carbon steel.
b. Plate Washers: ASTM A572 Grade 50 carbon steel.
c. Washers: ASTM F436, Type 1, hardened carbon steel.
d. Finish: Plain or Hot-dip zinc coating, ASTM A153, Class C.

9. Tie Rods: ASTM A36 or A572, Grade 50.
a. Nuts: ASTM A563 heavy-hex carbon steel.
b. Washers: ASTM F436, Type 1, hardened carbon steel.
c. Finish: Plain or Hot-dip zinc coating, ASTM A153, Class C

10. Sleeve Nuts: Made from cold-finished carbon steel bars, ASTM A108, Grade 1018.

Minimum proof load of sleeve nuts shall be such that when loaded axially the sleeve nut shall be stronger than the ultimate capacity of the connected parts.

E. Primer

1. Comply with Division 09.

2. Primers and paints shall meet all federal and state environmental and air quality requirements.

3. Primer Paint shall comply with all applicable SSPC requirements and shall be compatible with finish paints and spray-on fireproofing specified elsewhere.

4. Galvanizing Repair Paint: MPI#18, MPI#19, or SSPC-Paint 20 per ASTM A780.

5. Primer:
a. Typical Interior Primer: SSPC-Paint 25, Type II or SSPC-Paint 23. Primer shall comply with the requirements called out in the “Green Seal Standard for Anti- Corrosive Paints” (GC-03).
b. Typical Exterior Primer: SSPC-Paint 20, Type II, Organic.

F. Grout

1. Grout shall have a minimum 6,000 psi compressive strength in 3 days and 8,000 psi compressive strength at 28 days.

2. Metallic, Shrinkage-Resistant Grout: ASTM C1107, factory-packaged, metallic aggregate grout, mixed with water to consistency suitable for application and a 30-minute working time.

3. Nonmetallic, Shrinkage-Resistant Grout: ASTM C1107, factory-packaged, nonmetallic aggregate grout, noncorrosive and nonstaining, mixed with water to consistency suitable for application and a 30-minute working time.

2.02 FABRICATION
A. Structural Steel: Fabricate and assemble in shop to greatest extent possible. Fabricate according to AISC 303 and AISC 360.

1. Camber structural-steel members where indicated. Fabricate beams and girders with natural camber upward, unless noted otherwise on the drawings.

2. Fabricate beams with rolling camber up.

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3. Identify high-strength structural steel according to ASTM A6 and maintain markings until structural steel has been shop erected.

4. Mark and match-mark materials for field assembly. Members shall be fabricated for delivery in a sequence that will expedite erection and minimize field handling of structural steel.

5. Splice members only where indicated on Structural Drawings or where accepted by the Structural Engineer.

6. All hollow members exposed to weather shall be sealed with continuous welds, incorporating structural welds where shown or required, or provide weep holes where water may accumulate.

7. Grind burrs, sharp arises and ragged edges that would prevent solid seating of the connected parts.

8. Complete structural-steel assemblies, including welding of units, before starting shop- priming operations.

B. Holes and attachments to structural steel in areas designated as the Protected Zone are not allowed except as explicitly shown or noted on structural drawings.

C. Tolerances: Except as noted as follows, maintain fabrication tolerances of structural steel within the tolerances specified on the drawings and AISC's "Code of Standard Practice for Steel Buildings and Bridges."
D. Thermal Cutting: Perform thermal cutting by machine to greatest extent possible. An unguided torch may be used provided the cut is within 1/8 inch of the required line.

1. Plane thermally cut edges to comply with requirements in AWS D1.1.

E. Bolt Holes: Cut, drill, or punch standard bolt holes perpendicular to metal surfaces.

1. Use standard holes unless otherwise indicated on the Drawings. Holes shall be drilled or punched at right angles to the surface of the metal. Making or enlarging holes by burning is prohibited.

2. Flame cut holes for fasteners are not acceptable.

3. Holes in column baseplates shall be within the limits of Table 14.2 of AISC “Steel Construction Manual”.

F. Bending Steel Plate:

1. Bend plates perpendicular to the rolling direction.

2. Grind flame cut plate edges transverse to the bend line.

3. Grind out nicks in plate edges transverse to the bend line.

4. Round sharp corners on plate edges transverse to the bend line.

5. Bent plate deck edge closure may be excluded from Items 1-4 above.

G. Heat Straightening: Will be permissible by the use of properly controlled heat, skilled personnel, proper equipment and in accordance with documents prepared by the fabricator and accepted. Reject materials that contain kinks or sharp angles. Material straightened prior to fabrication shall be rejected where it shows signs of distress or defects.

H. Planing and Milling:

1. Bearing surfaces of columns and base plates shall be finished and constructed in accordance with AISC 360 Section M2.6, M2.8 and M4.4.

2. Bearing surfaces of column end cuts shall meet a surface roughness of 500 micro inches or better.

I. Cleaning: Clean and prepare steel surfaces that are to remain unpainted according to SSPC-SP 1, "Solvent Cleaning” or SSPC-SP 2, "Hand Tool Cleaning or SSPC-SP 3, "Power Tool Cleaning."
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J. End-Welded Studs:

1. Automatic end-welded studs: Automatically end-weld in accordance with the manufacturer's recommendations in such a manner as to provide complete fusion between the end of the stud and the plates. There shall be no porosity or evidence of lack of fusion between the welded end of the stud and the plate. The stud shall decrease in length during welding approximately 1/8 inch for 5/8 inch, and 3/16 inch for 3/4 inch diameter. Stud sizes indicated on drawings represent the finish stud height.

2. Fillet-end welded studs: Studs may be welded using prequalified FCAW, GMAW, or SMAW processes provided the requirements of the AWS D1.1 Chapter 7 Section 7.5.5 are met as well as any other pertinent requirements of D1.1.

K. Bolt Holes and Holes for Other Work: Provide holes required for securing other work to structural steel and for other work to pass through steel framing members.

1. Provide holes, slots and openings together with necessary reinforcing as shown on the Drawings required for securing work of other trades to the work specified here. Where openings are shown on the Drawings no change shall be permitted without prior approval.

Openings shall be done in the shop.

2. Cut, drill, or punch holes perpendicular to steel surfaces. Do not thermally cut bolt holes or enlarge holes by burning.

3. Weld threaded nuts to framing and other specialty items indicated to receive other work.

4. Unless noted otherwise, make holes 1/16 inches larger than the nominal bolt diameter.

L. The Contractor shall cooperate fully with requests form inspection and testing personnel for access to the connections and joints to be inspected and tested. This includes beam and column turning in shop, weld backing removal when nondestructive examination indicates rejectable conditions, and access to platforms or scaffolding as required to perform the work safely.

M. Any technique not covered by this section shall be submitted to the SEOR for approval.

2.03 FINISH
A. Prepare structural component surfaces in accordance with SSPC-SP 3.

B. Shop prime structural steel members. Do not prime surfaces that will be fireproofed, field welded, in contact with concrete, or high strength bolted, and where enclosed within the building finish and thereby protected from exterior exposure.

C. Galvanize structural steel members to comply with ASTM A123. Provide minimum 1.7 oz/sq ft galvanized coating.

2.04 SOURCE QUALITY CONTROL
A. Testing Agency: Testing Agency to perform shop tests and inspections as defined by AWS, AISC and these specifications. Testing Agency shall summarize their finding in inspection and testing reports. Reports shall identify any findings that are not in compliance with requirements of the project specifications.

1. Provide testing agency with access to places where structural-steel work is being fabricated or produced to perform tests and inspections.

B. See Part 1 of this specification for additional testing and inspection requirements. As a minimum the inspector will make all tests and inspections as required by the Special Inspection provisions of the governing building code. Testing Agency will make all the tests and inspections indicated in the Contract Documents.

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C. Contractor shall correct deficiencies in Work that test reports and inspections indicate does not comply with the Contract Documents.

1. Owner’s Representative reserves right, at any time before final acceptance, to reject material not complying with requirements.

2. Any tests that may be necessary to reconfirm any noncompliance of original work, and as may be necessary to show compliance of corrected work, shall be at Contractor's expense.

D. Each person installing connections shall be assigned an identifying symbol or mark and all shop and field connections shall be so identified so that the Inspector can refer back to the person making the connection.

E. Bolted Connections: Shop-bolted connections will be tested and inspected according to RCSC's "Specification for Structural Joints Using ASTM A325 or A490 Bolts."

1. High Strength Bolted Connections: Furnish certified test reports for each lot of bolts in accordance with Section 9 of ASTM A325 and A490. Install bolts under the supervision of a qualified inspector in accordance with Section 9, Research Council "Specifications for Structural Joints using ASTM A325 or A490 Bolts". High strength bolts specified as Snug-Tight (ST) need not be inspected for bolt tension. For high strength bolts specified as Slip-Critical (SC), verify that 10% or a minimum of 2 bolts per connection are tensioned in accordance with the RCSC Specification.

2. If high strength bolting inspection is indicated on the structural drawings or required by the applicable referenced standards, the testing laboratory shall provide inspection in accordance with AISC 360 Section N.

3. High Strength Bolted Connections in the Seismic Force Resisting System will, in addition, comply with the required inspection in AISC 341 Section J.

4. Tension Calibrator: A tension measuring device shall be required at all job sites where bolts in slip-critical joints are being installed and tightened. The tension measuring device shall be used to confirm: (1) the suitability to satisfy the requirements of AISC for the complete fastener assembly, including lubrication if required to be used in the work, (2) calibration of wrenches, if applicable, and (3) the understanding and proper use by the bolting crew of the method to be used. The frequency of confirmation testing, the number of tests to be performed and the test procedure shall be as specified in 1.d. below, as applicable. The accuracy of the tension measuring device shall be confirmed through calibration by an approved testing agency at least annually.

5. Direct Tension Indicators: Observe all Direct Tension Indicators to see if proper tightness was achieved.

6. Joint Assembly and Tightening of Shear/Bearing Connections: Bolts in connections not within the slip-critical category shall be installed in properly aligned holes, but need only be tightened to the snug tight condition. The snug tight condition is defined as the tightness that exists when all plies in a joint are in firm contact. This may be attained by a few impacts of an impact wrench or the full effort of a man using an ordinary spud wrench. If a slotted hole occurs in an outer ply, a flat hardened washer or common plate washer shall be installed over the slot.

7. Joint Assembly and Tightening of Connections Requiring Full Pre-tensioning. Slip-critical connections shall be installed in properly aligned holes and tightened by one of the following methods.
a. Turn-of-nut Tightening: When turn-of-nut tightening is used, hardened washers are not required except as specified in the AISC. A representative sample of not less than three bolts and nuts of each diameter, length and grade to be used in the work shall be checked at the start of work in a device capable of indicating bolt tension. The test shall demonstrate that the method of estimating the snug-tight condition and Buehler Engineering
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controlling turns from snug tight to be used by the bolting crews develops a tension not less than five percent greater than the tension required for slip-critical connections.
b. Installation of Alternate Design Bolts: A representative sample of not less than three bolts of each diameter, length and grade shall be checked at the job site in a device capable of indicating bolt tension. The test assembly shall include flat hardened washers, if required in the actual connection, arranged as in the actual connections to be tensioned. The calibration test shall demonstrate that each bolt develops a tension not less than five percent greater than the tension required by AISC. Manufacturer's installation procedure shall be followed for installation of bolts in the calibration device and in all connections. When alternate design features of the fasteners involve an irreversible mechanism such as yield or twist-off of an element, bolts shall be installed in all holes of the connection and initially brought to a snug tight condition.

All fasteners shall then be tightened, progressing systematically from the most rigid part of the connection to the free edges in a manner that will minimize relaxation of previously tightened fasteners prior to final twist-off or yielding of the control or indicator element of the individual fasteners. In some cases, proper tensioning of the bolts may require more than a single cycle of systematic tightening.

8. Mark bolts that have been completely tightened with an identifying symbol.

9. Standard Bolted Connections: Testing Agency shall inspect the installation of A307 bolts to verify that 10% of all bolts or a minimum of 2 bolts per connection are installed properly and tightened to a Snug-Tight (ST) condition.

F. Welded Connections:

1. Testing Agency shall be present during welding operations as necessary to perform required testing and inspections.

2. Welding equipment: Welding equipment to be used in each case shall be acceptable to welding inspector. Use equipment with suitable devices to regulate speed, and manually adjust operating amperage and voltage. The amperage capacity shall be sufficient to overcome line drop, and to give adequate welding heat.

3. Welded Joint Details as Part of the SFRS:
a. Weld in accordance with AWS D1.8.
b. Weld Backing: The use of weld backing shall be in accordance with AWS D1.1.

Weld backing shall be removed where required by the Contract Documents or for the WPS by AWS D1.1.
1) Connections of the SFRS in which backing is not removed: backing shall be attached to the member or plate that does not have its surface prepared for the groove weld. Attachment shall be by either a 5/16” fillet or 3/16” groove weld along the complete bar length on the side of the bar opposite the groove weld. 2) Beam-Column Connection Joints Requiring Removal of Weld Backing:

Conform with AWS D1.8. Perform MT on the fillet weld and the immediately adjacent area.

4. Visual Inspection of Welding: Testing Agency shall visually inspect shop and field welding of structural steel in accordance with the governing building code and AWS D1.1.

Visual inspection of welds shall include but not be limited to the following:
a. Verify: Welding Procedure Specification (WPS) sheet has been provided and has been reviewed with each welder making the weld, welder qualification and identification, fit-up meets tolerances of WPS and mark joint prior to welding, welding consumables are per the Contract Documents and the WPS, amperage and Buehler Engineering
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voltage at the arc with hand-held meters, meters on welding equipment are functioning and accurate.
b. Observe preheat and interpass temperatures, weld pass sequence and size of weld bead.
c. Multi-pass shop and field welds shall be inspected as required per the governing building code, AWS D1.1, AWS D1.8, AISC 360 Table N5.4 and AISC 341 Table J6.
d. Visually inspect welds of heavy structural sections, or plates of 1-1/2 inch minimum thickness, as follows:
1) Columns – visually inspect first two (2) production columns 48 or more hours after completion of welding. If columns successfully pass inspection, no additional 48 hour delayed visual inspections are required. 2) Plate Girders – visually inspect all plate girders 48 or more hours after completion of welding for presence of cracks.
e. Visually inspect areas where backing bars and welds tabs are removed for conformance with the surface roughness criteria of the specifications. f. Verify that the effective throat thickness of flare groove welds is consistently obtained when flush to bar or section. This verification shall be based on test sections where necessary.

5. Nondestructive Testing Requirements: Testing Agency shall perform non-destructive testing of shop and field welding in accordance with the project specifications, governing building code, and AWS D1.1. Extent of non-destructive testing shall be as follows:
a. Complete Joint Penetration (CJP) welds: UT 100% CJP welds greater than 5/16-inch.

MT 25% all DCW CJP welds. MT 100% of all DCW CJP weld ends. b. Partial Joint Penetration (PJP) welds: UT 100% of PJP welds greater than 5/16-inch.

UT 100% PJP in column splices.
c. Column Web Material at Continuity Plate: MT the WF column webs 3-inches above and below the weld terminations at the first 50 continuity plates and doubler plates installed. Test shall be conducted when weld has cooled to ambient temperature. If no web cracks are found, then no more testing required. This test shall also be conducted for all locations where the Contractor has welded into the “no weld” zone shown on the Drawings for continuity plates.
d. Access holes at splices in Heavy Structural Sections – MT or PT 100%.

6. Special non-destructive testing for welds in the Seismic Force Resisting System shall have additional testing per AISC Seismic Provisions, AWS D1.8 and the governing building code, and as follows:
a. Backing Bars Removed - MT 20% of the locations where the backing bars and weld tabs are removed after the roughness criterion is attained. b. Reinforcing Fillet Weld placed where backup bars are removed - MT 100% of the welds.
c. Access holes and copes in SMRF beams – MT or PT 100%. d. Heavy Structural Section flanges and/or plate thicker than 1-1/2 inches where subject to through-thickness weld shrinkage strains (including column flanges and base plates) – UT flange or plate material for lamellar discontinuities 3” to each side of CJP weld prior to CJP weld (this includes base plates). If rejectable defects are found then beam shall not be welded to the flange or plate at this location. This test should be conducted in the shop. In addition, UT material after weld for discontinuities behind and adjacent to such welds. The test procedure and acceptance criteria shall be per ASTM A898 Level I or ASTM A435.

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e. Fillet Welds: Fillet welds of gusset plates to beams, columns and base plates - MT 10% of the following fillet welds and reduce to 5% if no significant cracks are found in the first 50 tested: a) gusset plate fillet welds to beam and columns; b) base plate fillet welds.

7. All full penetration groove welds will be subject to ultrasonic testing, as per AWS D1.1, Clause 6 "Inspection, Part "F", Ultrasonic Testing (UT) of Groove Welds. All defective welds shall be repaired and retested with ultrasonic equipment at the Contractor's expense.

8. Box columns and built-up members shall have ultrasonic testing before and after welding.

9. Column Flanges: An area extending 6 inches above and below point where girder flanges are attached will be inspected. Column flange edges will be inspected visually and entire area ultrasonically for lamination, plate discontinuities, and non-metallic inclusions.

10. When ultrasonic indications arising from the weld root can be interpreted as either a weld defect or the backing strip itself, the Engineer will be notified. The Engineer may require the removal of backing strip. The backing strip will be removed at the expense of the Contractor, and if no root defect is visible the weld will be retested. If no defect is indicated on this retest, and no significant amount of base and weld metal have been removed, no further repair of welding is necessary. If a defect is indicated, it will be repaired and retested at Contractor's expense.

11. The ultrasonic instrumentation will be calibrated by the technician to evaluate the quality of the welds in accordance with AWS D1.1.

12. Other methods of inspection, for example, X-Ray, gamma ray, magnetic particle, or dye penetrant, may be used on welds if felt necessary by the inspection laboratory, and with the approval of the Engineer.

13. Base metal thicker than 1-1/2 inches, when subjected to through thickness weld shrinkage strains, shall be ultrasonically inspected for discontinuities directly behind such weld before and after joint completion.

14. At the discretion of the owner's testing agency, except for Demand Critical Welds as per AISC 341 Section J6.2g, the ultrasonic testing frequency may be reduced but may not be less than the following:
a. Initially, all welds requiring ultrasonic testing will be tested at the rate of 100 percent in order to establish the qualifications of each individual welder. If the reject rate is demonstrated to be less than 5 percent of the welds tested for each welder, then the frequency of testing for that welder may be reduced to 25 percent. If the reject rate increases to 5 percent or more, 100 percent testing will be re-established until the rate is reduced to less than 5 percent. The percentage of rejects will be calculated for each welder independently.
b. A sampling of a least 40 completed welds will be made for such reduction evaluation.

Reject rate is defined as the number of welds containing rejectable defects divided by the number of welds completed. For evaluating the reject rate of continuous welds over 3 ft in length where the effective throat is 1” or less, each 12 inch increment or fraction thereof shall be considered as one weld. For evaluating the reject rate of continuous welds over 3 ft in length where the effective throat is greater than 1”, each 6 inch of length or fraction thereof shall be considered one weld.

G. In addition to visual inspection, shop-welded shear studs will be tested and inspected according to requirements in AWS D1.1 and the governing building code for stud welding and as follows:

1. The type and capacity of the welding equipment shall be in accordance with the manufacturer's recommendations and shall be checked and approved.

2. At the beginning of each day's work, a minimum of 2 test stud welds shall be made, with the equipment to be used, to metal which is the same as the actual work piece. The test Buehler Engineering
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studs shall be subjected to a 90-degree bend test by striking them with a heavy hammer.

After the above test, the weld section shall not exhibit any tearing or cracking.

3. Bend tests will be performed if visual inspections reveal either a less-than-continuous 360- degree flash or welding repairs to any shear connector.

4. Tests will be conducted on additional shear studs if weld fracture occurs on shear studs already tested, according to requirements in AWS D1.1.

H. Inspection Records

1. The inspector will maintain a daily record of the work that has been inspected and its disposition. One copy of each report will be submitted to the Owner on a weekly basis.

Test reports will be made on the form suggested in the AWS D1.1 “Structural Welding Code”.

2. Make systematic record of all shop welds, including:
a. Date of inspection.
b. Location and type of weld.
c. Identification marks of welders.
d. List of defective welds.
e. Manner of correction of defects.

PART 3 EXECUTION

3.01 EXAMINATION
A. Verify, with steel Erector present, locations of anchor rods, bearing plates, and other embedments for compliance with requirements.

1. Prepare a certified survey of bearing surfaces, anchor rods, bearing plates, and other embedments showing dimensions, locations, angles, and elevations.

B. Discrepancies: In the event of discrepancy, immediately notify the Owner’s Representative in writing. Do not proceed with construction in the region of the discrepancy until all such discrepancies have been resolved.

C. Proceed with installation only after unsatisfactory conditions have been corrected.

3.02 PREPARATION
A. Provide temporary shores, guys, braces, and other supports during erection to keep structural steel secure, plumb, and in alignment against temporary construction loads and loads equal in intensity to design loads. Remove temporary supports when permanent structural steel, connections, and bracing are in place unless otherwise indicated.

1. The Contract Drawings indicate the completed structure. The Contractor is fully responsible for all temporary measures necessary for erection, except where specific sequences and requirements are specified on the Drawings.

2. Do not remove temporary shoring supporting composite deck construction until cast-in- place concrete has attained its design compressive strength.

B. Furnish templates for exact locations of items to be embedded in concrete and any setting instructions required for installation.

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3.03 CONNECTIONS
A. General Bolting:

1. Product containers must be marked with lot numbers and traceability information so that correspondence with mill reports can be established. Manufacturer’s symbol and grade markings shall appear on all bolts, nuts, through-hardened washers and direct tension indicators.

2. Bolts shall be of a length that will extend to a point at least flush with the surface of the nuts, though not more than a length equal to the height of the nut, beyond the nuts unless otherwise noted.

3. Bolts shall be installed with threads excluded from the shear plane.

4. Washers shall be used on all bolts. Use beveled washers where bolts bear on sloping surface.

B. High-Strength Bolts: Shop install high-strength bolts according to RCSC's "Specification for Structural Joints Using ASTM A325 or A490 Bolts" for type of bolt and type of joint specified.

Contact surfaces of bolted parts shall as a minimum comply with the Class A requirements.

1. Joint Type shall be as noted on drawings.

2. Direct tension indicator (load indicating washers or "Tension-Set" bolts) method shall be used at slip-critical connections. "Turn-of-Nut" methods are not an acceptable alternative.

3. When connection has bolts and welds, fully tighten bolts prior to welding with the exception that in moment connections the flange welds shall be completed prior to final tightening of high strength bolts.

4. When already tensioned bolts have had their tension relaxed, replace the bolt and tension indicator and re-tighten.

C. Weld Connections: Comply with AWS D1.1 and AWS D1.8 for tolerances, appearances, welding procedure specifications, weld quality, and methods used in correcting welding work.

Quality of materials and design and fabrication of all welded connections shall conform to AISC "Specifications for the Design, Fabrication and Erection of Structural Steel for Building," "AWS Code for Welding in Building Construction," and requirements of this section.

1. Location and type of all welds shall be as shown. Make no other welded splices, except those shown on drawings, without prior approval of the Structural Engineer.

2. Automatic Welding: Use electrode wire and flux for automatic and semi-automatic welding acceptable to Structural Engineer. All methods, sequences, qualification and procedures, including preheating, and post heating if necessary, shall be detailed in writing and submitted to the Structural Engineer for review.

3. Preparation of surface: Surfaces to be welded shall be free of loose scale, slag, rust, grease, paint, and any other foreign material.

4. Shop welds shall be inspected in the shop before the work is painted or shipped.

5. Control cooling process after weld is completed by either step down post heat or thermal blankets as determined by procedures and prequalification.

6. Weld sizes where shown shall be assumed to be effective weld sizes.

7. All groove or butt welds shall be full penetration unless noted otherwise on the Drawings.

8. Where structural steel members are to remain exposed in the finished work, welds exposed to view shall be uniformly made and ground smooth.

9. Remove runoff tabs and grind surfaces smooth where the tabs would interfere with architectural finishes.

10. Weld tabs shall be in accordance with AWS D1.1. In addition, weld tabs shall extend beyond the edge of the joint a distance not less than 1-inch except at access holes in Buehler Engineering
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beam/girder webs and at continuity plate clips. Weld tabs shall be oriented parallel to the joint preparation and to the weld direction. Weld dams are not allowed.

11. Remove weld tabs and backup plates and grind surfaces smooth as required for inspection or testing. Where tabs or backup bars interfere with architectural treatment or are exposed to view in the final structure, remove and grind smooth.

12. Splices of members in tension, all members of moment frames and all members of braced frames that are made from heavy steel sections shall be made in conformance with Section J1.5 of AISC 360.

13. Weld variables shall be consistent with the recommendations of the electrode manufacturer.

14. Do not weld into column flange-to-web intersection as defined the AISC “k” and “k1” distances except for the doubler plate to column welds. Continuity plate welds shall stay clear of this area as noted on the drawings.

15. Sequence the work as necessary to accommodate testing.

16. Assemble and weld built-up sections by methods that will maintain true alignment of axes without exceeding tolerances in AISC 303 for mill material.

17. Welding Procedures:
a. Weld only in accordance with the Welding Procedure Specifications. WPS shall be readily available to all welders, inspectors, and supervisors during the production process.
b. Consider toughness and notch sensitivity of steel in formation of the welding procedures to prevent brittle and premature fracture during fabrication and erection.

Toughness requirements are to match those of the parent metal. c. Weld in a manner to minimize accumulation and concentration of through-thickness strains due to weld shrinkage. Sequence welds in a manner to reduce residual stresses (caused by welding) to a minimum value. Welding procedures shall incorporate measures necessary to eliminate cracking.
d. Do not mix different electrodes in the same weld joint unless the interactions have been shown not to cause problems.
e. Stringer passes only, no weaving or wash passes. Manipulation of the electrode for vertical welds (oscillation) shall be kept to a maximum movement of 4 to 5 electrode diameters.
f. Welding shall not begin until joint elements are bolted or tacked in intimate contact and adjusted to dimensions shown in the Drawings, with proper allowance for any weld shrinkage.
g. All tack welds shall be of the same quality as final welds. Tack welds within Demand Critical welds at Seismic Force Resisting System members shall be per AWS D1.8; all other tack welds shall be per AWS D1.1.

18. Additional Welding Requirements:
a. Weld Access Holes shall be in accordance with AISC Specification J1.6 and AWS D1.1 except as otherwise noted in the Construction Documents. The access hole shall be ground smooth to a surface roughness not to exceed 500 micro-inches, and shall be free of notches and gouges. For this purpose, a notch of gouge is any depression deeper than the overall surface roughness.
b. Pay increased attention to uniform and adequate preheat. c. Maximum interpass temperature not to exceed 550 degrees F when notch toughness properties are specified.

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d. Complete individual weld layers prior to applying portions of subsequent layers.

Ends of interrupted passes to be staggered. Minimize starts and stops within body of the weld.
e. Where required by specifications and/or contract drawings, remove backing bars and apply reinforcing fillet weld per note J of figure 3.4 of AWS D1.1 and AWS D1.8 section 6.7 and 6.8. Remove backing bar with air carbon arc cutting, grinding, chipping or thermal cutting. The process shall be controlled to minimize gouging and removal of base metal except for material immediately adjacent to the weld. After removal of backing the root shall be backwelded with a reinforcing fillet weld with a minimum leg of 5/16-inch.
f. At continuity plate to column welds, the backing bars do not need to be removed. g. At Demand Critical Welds: Cut off weld tabs 1/8-inch (1/4-inch at continuity plates) from the edge and grind to a surface roughness of 500 micro-inches or better. h. Where bottom cover plates are acting as back-up plates, welds in the vicinity of the web cope area shall be carefully checked by ultrasonic inspection. Any indication of weld discontinuities shall be cause to remove suspect portions of welds by cut-outs.

The cut-out areas shall be ground smooth to sound bright metal for visual inspection.

If visual inspection is inconclusive or questionable, verify by magnetic particle testing. If weld defects, slag inclusions, etc. are present, remove them by air arcing and clean up by grinding. Repair welds and add a reinforcing fillet weld at least 1/4 of the bottom flange thickness but need not be greater than 5/16 inch. If there are no defects, clean up by grinding and reinforce with fillet weld. Ultrasonic testing (UT) inspection shall be conducted from both sides of the flange to ensure sound welds. i. Flame cut surfaces at weld access holes within heavy sections shall be ground per AISC 360 Section M2.2.

D. Refer to the Structural Drawings for additional requirements.

3.04 SHOP PRIMING
A. Shop prime all steel surfaces exposed to weather or not completely concealed by interior finishes unless noted otherwise and excepting the following:

1. Surfaces embedded in concrete or mortar. Extend priming of partially embedded members to a depth of 2 inches.

2. Surfaces to be field welded and areas within 4 inches on each side of field welds.

3. Top surfaces of beams to receive metal deck.

4. Surfaces to be high-strength bolted except surfaces painted with Type B Primer. Areas with high-strength bolts exposed to the weather shall receive a primer coat compatible with slip-critical type connections.

5. Surfaces to receive sprayed fire-resistive materials (applied fireproofing).

6. Galvanized surfaces.

7. Machined surfaces.

8. Welded shear studs.

9. Where enclosed within the building finish and thereby protected from exterior exposure.

B. Steel members not otherwise painted shall be painted when subjected to condensation from piping, are in shower or steam rooms, are exposed to chemical fumes or are exposed to other conditions of potentially aggressive corrosion
C. Surface Preparation: Clean surfaces to be painted. Remove loose rust and mill scale and spatter, slag, or flux deposits. Prepare surfaces according to the applicable SSPC specification Buehler Engineering
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requirements for each primer. As a minimum, all surfaces shall be prepared according to the following specifications and standards:

1. SSPC-SP1 “Solvent Cleaning”

2. SSPC-SP 2, "Hand Tool Cleaning"

3. SSPC-SP3, “Power Tool Cleaning”

4. Where jobsite exposure is expected to exceed 6 months, SSPC-SP6 Commercial Blast Cleaning is required.

D. Priming: Immediately after surface preparation, apply primer according to manufacturer's written instructions and at rate recommended by SSPC to provide a minimum dry film thickness as recommended by manufacturer. Use priming methods that result in full coverage of joints, corners, edges, and exposed surfaces.

1. Material: Type A Tnemec Company, Inc., Series V10; Sherwin Williams Steel Spec Universal; Metal Case 94-231 Series or approved equal.

2. Number of Coats: One.

3. Volume Solids: 56.0 +/- 2.0% minimum.

4. Generic Description: Modified Alkyd.

5. Stripe paint corners, crevices, bolts, welds, and sharp edges.

6. Apply two coats of shop paint to surfaces that are inaccessible after assembly or erection.

Change color of second coat to distinguish it from first.

E. Unless noted otherwise in subsection G, use the following Type B shop painting systems on all exterior steelwork and interior steelwork subjected to wet conditions or fumes (see subsection G for additional requirements)

1. Surface Preparation: SSPC-SP6 Commercial Blast Cleaning

2. Application: Follow coating manufacturer's printed directions.

3. Material: Type B Tnemec 90-97 Tneme-Zinc primer or approved equal

4. Number of Coats: One

5. Dry Film Thickness: 2.5 to 3.5 mils

6. Volume Solids: 63% +/- 2%

7. Generic Description: Zinc-Rich Urethane
F. Unless noted otherwise in subsection G, use the following finish painting systems on all exterior steelwork and interior steel work subjected to wet conditions or fumes (see subsection G for additional requirements):

1. Application: Follow coating manufacturer’s printed directions. Apply over Type B primer system above.

2. Material: Tnemec Series 750 UVX paint or approved equal

3. Number of Coats: One

4. Dry Film Thickness: 2.5 to 5 mils

5. Volume Solids: 72% +/- 2%

6. Generic Description: Polyfunctional Hybrid Polyurethane G. All exterior steelwork and all interior steelwork subjected to wet conditions or fumes, including all welds, bolts, washers and other connection components, shall be primed and painted or hot- dip galvanized, as specified by the Architectural finish specifications. In the absence of Architectural finish specifications, all exterior steelwork and all interior steelwork subjected to wet conditions and fumes, including all welds, bolts, washers and other connection components, shall be hot-dip galvanized, conforming to the requirements set forth in ASTM A123 and ASTM A153.

H. All steel exposed to weather in the final structure shall be galvanized or painted.

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I. Use special care if steel is fabricated, cleaned, and painted in damp weather to remove moisture from mill scale cracks.

J. Clean contact surfaces of high strength bolts of all burrs and material which might prevent solid seating of the parts. Steel to receive bolts shall be primer painted except beneath the contact area of slip-critical bolts.

3.05 GALVANIZING
A. Hot-Dip Galvanized Finish: Apply zinc coating by the hot-dip process to structural steel according to ASTM A123 and to bolts, nuts, and washers according to ASTM A153.

Galvanize all items noted on Drawings to be galvanized and fasteners that connect galvanized components, except that ASTM A490 bolts shall not be hot-dip galvanized. Where ASTM A490 bolts connect galvanized components, use A490 Type 3 bolts.

1. Fill vent and drain holes that will be exposed in the finished Work unless they will function as weep holes, by plugging with engine freeze/core plugs installed per manufacturer’s recommendations.

2. Galvanize lintels and shelf angles attached to structural-steel frame and located in exterior walls.

3. Roughen faying surfaces of slip-critical high-strength bolted connections to achieve Class C surface accordance with the RCSC Specifications.

3.06 ERECTION
A. Structural steel erection: Comply with AISC "Specification for the Design, Fabrication and Erection of Structural Steel for Building", latest edition.

B. Erection Sequence: Erect steel in accordance with special erection sequences where special erection sequences are indicated on the contract documents.

C. Mark each member with erection identification corresponding to mark shown on erection drawings. Carefully plan erection of structural steel so that no cutting and removal of material will be necessary. Do not torch burn in the field, unless specifically permitted by Engineer.

D. Set structural steel accurately in locations and to elevations indicated and according to AISC 303 and AISC 360. Check plumbness after erection of each tier.

E. Dimensions shown on drawings are based on an assumed design temperature of 70 degree Fahrenheit. Fabrication and erection procedures shall take into account the ambient temperature range at the time of the respective operations.

F. Care shall be taken to protect work already installed from damages resulting from structural steel erection.

G. Base Bearing and Leveling Plates: Clean concrete- and masonry-bearing surfaces of bond- reducing materials, and roughen surfaces prior to setting plates. Clean bottom surface of plates.

Remove any templates used for the setting of anchor bolts.

1. Set plates for structural members on wedges, shims, or setting nuts as required.

2. Weld plate washers to top of baseplate at locations that are specified per the structural design details.

3. Snug-tighten or Pretension anchor rods after supported members have been positioned and plumbed. If used, do not remove wedges or shims but, if protruding, cut off flush with edge of plate before packing with grout.

4. Grout solid under plates with a flowable non-shrink grout per Section 03 30 00 prior to placement of concrete fill over metal deck at any floor level. Neatly finish exposed Buehler Engineering
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Structural Steel Framing SECTION 05 12 00-24

surfaces; protect grout and allow to cure. Comply with manufacturer's written installation instructions for shrinkage-resistant grouts.

H. Maintain erection tolerances of structural steel within AISC 303.

I. Align and adjust various members that form part of complete frame or structure before permanently fastening. Before assembly, clean bearing surfaces and other surfaces that will be in permanent contact with members. Perform necessary adjustments to compensate for discrepancies in elevations and alignment.

1. Level and plumb individual members of structure.

2. Make allowances for difference between temperature at time of erection and mean temperature when structure is completed and in service.

3. Shimming or other adjustments not indicated on drawings shall be approved by the Engineer prior to installation. Column shimming shall be ¼ inch.

J. All welds shall be full and clean, and conform to AISC and AWS specifications.

K. Splice members only where indicated.

L. Do not use thermal cutting during erection unless approved by SEOR. Finish thermally cut sections within smoothness limits in AWS D1.1.

M. Do not enlarge unfair holes in members by burning or using drift pins. Ream holes that must be enlarged to admit bolts. Where a hole is required to be enlarged by more than 3/32-inch ream to and use next larger bolt size.

N. Shear Studs: Prepare steel surfaces as recommended by manufacturer of shear studs. Use automatic end welding of headed-stud shear studs according to AWS D1.1 and manufacturer's written instructions.

O. Temporary Shoring and Bracing:

2. Contractor is responsible for identifying need for temporary construction and for the design, installation and use of all temporary bracing and supports necessary to stabilize the framing until complete.

3. Provide temporary works as necessary to erect the structure and achieve proper alignment as erection proceeds. In addition, provide temporary bracing and shoring to brace the incomplete structure against loads such as wind and seismic forces comparable in intensity to the design loads for the completed structure.

4. Make all necessary provisions for temporary bracing and for completion of erection where structural members are temporarily left out for erection at a later time.

P. Temporary Flooring:

1. Provide planking and scaffolding necessary in connection with erection of structural steel, support of erection machinery, and construction materials. Temporary floors and use of steel shall be as required by applicable regulatory requirements.

2. If steel decking is used as a working platform, it shall be temporarily tack-welded to supports to extent necessary for such use in accordance with applicable regulatory requirements. The concentrated loading from welding machines and other heavy machinery required for steel erection shall be distributed by planking or other approved means. Metal decking that becomes damaged as the result of being used as a working platform shall be replaced at no additional cost to the Owner.

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Q. Hoisting and Bracing:

1. Provide all hoisting and erecting equipment and power.

2. Provide and maintain any and all safety railings, etc., required for the erection of steel framing and metal decking or as directed by the General Contractor.

3. Brace the erected frame in a manner which will assure safety and proper alignment to receive the metal decking in accordance with Contractor’s approved erection procedure.

4. Erect building frame true and level. Erect columns in a manner to allow for movement due to welding shrinkage and thermal expansion and contraction of framing. Check plumbness after erection of each level. Maintain structural stability of frame during erection. Provide temporary bracing where necessary to maintain frame stability and to support required loads, including equipment and its operation.

R. After erection, prime welds, abrasions, and surfaces not shop primed, except surfaces to be in contact with concrete.

S. Shop Drawings for temporary works located within the building envelope shall be submitted to the Engineer of Record for review and approval. Temporary works Shop Drawings shall show fabrication of structural-steel components, including details of layout and connections, fabrication of all members, and element and erection plans, and erection sequence. Shop Drawings shall identify temporary works members to remain in the permanent structure.

Review of Shop Drawings by the Engineer of Record is of a general nature only.

3.07 FIELD CONNECTIONS
A. Field connection requirements shall be as a minimum equal to those specified in Part 2 of this document.

B. Erection bolts for welded connection shall be tightened securely and left in place, unless noted otherwise.

C. High-Strength Bolts: Install high-strength bolts according to RCSC's "Specification for Structural Joints Using ASTM A325 or A490 Bolts" for type of bolt and type of joint specified.

D. Weld Connections: Comply with AWS D1.1 and AWS D1.8 for tolerances, appearances, welding procedure specifications, weld quality, and methods used in correcting welding work.

1. Comply with AISC 303 and AISC 360 for bearing, alignment, adequacy of temporary connections, and removal of paint on surfaces adjacent to field welds.

2. Remove backing bars or weld tabs where required by specifications or contract drawings, back gouge, and grind steel smooth.

3. Assemble and weld built-up sections by methods that will maintain true alignment of axes without exceeding tolerances in AISC 303 for mill material.

4. Weld in manner to prevent warping or distortion of finished product. Use jigs which will not restrain piece from moving during welding or cooling after welding. Sequence weld passes at a joint to prevent excessive heat build-up or cause shrinkage cracks to form.

5. Auxiliary Member Connections and Temporary Welds shall be per AWS provided that preheating may be omitted on ASTM A36 steel for single pass fillet welds with low hydrogen electrodes under the following conditions: Air temperature is 60 degrees Fahrenheit or over, steel is dry, and welds to structural base material are more than 1" away from corners or ends of plates.

6. Preheat and post-heat procedures for welded joints shall be utilized to prevent rapid cooling of welds, particularly in cold weather. Procedures are Contractor’s responsibility.

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E. Shear Studs: The shear studs shall be automatically end welded in accordance with AWS D1.1 and the manufacturer’s recommendations in such a manner as to provide complete fusion between the end of the stud and the plate.

1. There should be no porosity or evidence of lack of fusion between the welded end of the stud and the plate.

2. Shear studs through metal deck shall be welded through the deck within 1 day of laying the deck.

F. Bearing Pads: Install bearing pads in accordance with manufacturer’s recommendations.

3.08 FIELD QUALITY CONTROL
A. Field quality control shall, as a minimum, conform to the requirements specified under Source Quality Control in Part 2.

B. Erection Tolerances: Unless otherwise noted, level and plumb individual members of the structure as per AISC 303 Section 7.13 ‘Erection Tolerances’. Make level and plumb based on the mean operating temperature of the structure, allowing for the difference in temperature at time of erection and the mean temperature of the structure when completed and in service. Base measurements relating to tolerances on the theoretical centerline of the columns.

1. Columns: Gaps exceeding 1/8 inch between milled ends not permitted. Shim acceptable gaps with non-tapered mild steel shim stock.

2. In order to provide a true, flat plane for the exterior elevations, install perimeter steel deck edge closure such that the vertical face does not vary from its intended alignment more than +/- 3/4” at any location.

3. All columns and beams shall adhere to Section M2.7 of the referenced "Specification for Structural Steel for Buildings" which states that completed members shall be free of twists, bends, and open joints. Take special care that column base plates are parallel and perpendicular to faces of columns and that bolt holes are accurately placed.

C. Special Inspections: Owner will engage a qualified special inspector to perform the following special inspections:

1. Verify structural-steel materials and inspect steel frame joint details.

2. Verify weld materials and inspect welds.

3. Verify connection materials and inspect high-strength bolted connections.

D. Testing Agency: Owner will engage a qualified testing agency to perform tests and inspections.

E. Bolted Connections: Bolted connections will be tested and inspected according to RCSC's "Specification for Structural Joints Using ASTM A325 or A490 Bolts."

1. The Inspector shall observe all Direct Tension Indicators to see if proper tightness is achieved.

F. Welded Connections: Field welds will be visually inspected according to AWS D1.1, the governing building code, and Part 2 of this document, by the Testing Agency.

G. Defective Work:

1. Correct deficiencies in Work that test reports and inspections indicate does not comply with the Contract Documents. Work deemed defective will be removed from the site at the Contractor’s expense.

2. Any special tests not specifically covered by this specification that are proposed by the Contractor as a result of failure to comply with this Section shall be at the Contractor’s expense. The Contractor shall be responsible for any consequential costs or delays.

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Structural Steel Framing SECTION 05 12 00-27

3. The results of those tests will be accepted, at the discretion of the Architect, as proof of adequate materials or workmanship.

3.09 REPAIRS AND PROTECTION
A. Galvanized Surfaces: Clean areas where galvanizing is damaged or missing and repair galvanizing to comply with ASTM A780.

B. Touchup Painting: Immediately after erection, clean exposed areas where primer is damaged or missing and paint with the same material as used for shop painting to comply with SSPC-PA 1 for touching up shop-painted surfaces.

1. Clean and prepare surfaces by SSPC-SP 2 hand-tool cleaning or SSPC-SP 3 power-tool cleaning.

C. Touchup Painting: Cleaning and touchup painting are specified in Division 09 painting Sections.

D. Repair of Openings: For all members exposed to view in the final structure, close all lifting holes, access openings, etc. in such a manner that no visual evidence of the opening remains.

END OF SECTION
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Metal Decking SECTION 05 30 00-1
SECTION 05 30 00 - METAL DECKING

PART 1 GENERAL

1.01 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.

1.02 SECTION INCLUDES
A. Roof deck.

1.03 RELATED REQUIREMENTS
A. Section 05 12 00 - Structural Steel Framing
B. Section 05 40 00 – Cold-Formed Metal Framing.

1. ASTM A108 - Standard Specification for Steel Bar, Carbon and Alloy, Cold-Finished.

2. ASTM A123 - Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products.

3. ASTM A510 - Standard Specification for General Requirements for Wire Rods and Coarse Round Wire, Carbon Steel, and Alloy Steel.

4. ASTM A653 - Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc- Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process.

5. ASTM A1008 - Standard Specification for Steel, Sheet, Cold-Rolled, Carbon, Structural, High-Strength Low-Alloy, High-Strength Low-Alloy with Improved Formability, Required Hardness, Solution Hardened, and Bake Hardenable.

6. ASTM B633 - Standard Specification for Electrodeposited Coatings of Zinc on Iron and Steel.

7. AWS B2.1 - Specification for Welding Procedure and Performance Qualification.

8. AWS D1.3 - Structural Welding Code - Sheet Steel.

9. ICC-ES AC43 - Acceptance Criteria for Steel Deck Roof and Floor Systems.

10. ICC-ES AC70 - Acceptance Criteria for Fasteners Power Driven into Concrete, Steel and Masonry Elements.

11. SDI (DM) - Publication No.30, Design Manual for Composite Decks, Form Decks, and Roof Decks.

12. SSPC-Paint 15 - Steel Joist Shop Primer/Metal Building Primer.

13. SSPC-Paint 20 - Zinc-Rich Coating (Type I - Inorganic, and Type II - Organic) 2019.

14. UL (DIR) - Online Certifications Directory Current Edition.

15. UL (FRD) - Fire Resistance Directory Current Edition.

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Metal Decking SECTION 05 30 00-2

1.05 SUBMITTALS
A. See Section 01 30 00 - Administrative Requirements, for submittals procedures.

B. Product Data:

1. Provide deck profile characteristics, dimensions, structural properties, and finishes.

2. For each type of deck, accessory, and product indicated, manufacturer shall provide affidavits of approval by the International Code Council Evaluation Service (ICC-ES) for the metal decking shapes proposed.

C. Shop Drawings:

1. Submit shop drawings for review and obtain acceptance prior to start of fabrication.

2. Prepare decking plans showing deck profile and gauge, sheet layout, supports, method of attachment, edge details, supplemental framing, openings and reinforcement, projections and accessories.

3. Show type and location of welds and other fasteners.

4. Show where shoring and supplemental framing of deck is needed. Shoring of deck is the responsibility of the Contractor. This includes determining whether shoring is needed, and if needed, the design of the shoring. Contractor shall consider concentrated loads from materials and crews when investigating the need for shoring.

5. Show the quantity, pattern, spacing and configuration of fasteners.

D. Product Certificates:

1. For each type of steel deck, submit to the Testing Agency the mill test certificate signed by product manufacturer.

E. Welding:

1. Welding Procedure Specifications (WPS) for all types of welds in this section.

2. Certificate showing that welder has passed qualification tests.

3. Welding electrodes certificate of compliance.

F. Submit manufacturer's installation instructions.

G. Welders' Qualification Statement: Welders' certificates in accordance with AWS B2.1 and dated no more than 12 months before start of scheduled welding work.

H. Field quality-control test and inspection reports.

1.06 QUALITY ASSURANCE
A. Testing Agency: Owner will engage a qualified independent testing and inspecting agency to perform field tests and inspections and prepare test reports. Testing Agency will be an independent agency qualified according to ASTM E 329 for testing indicated.

B. Provide special inspections and testing as described in the “Statement of Structural Special Inspections and Testing” within the structural drawings and as required by this section.

C. Welder Qualifications: Welding processes and welding operators qualified in accordance with AWS D1.1 and AWS D1.3 and dated no more than 12 months before start of scheduled welding work.

D. Installer Qualifications: Company specializing in performing the work of this Section with minimum 3 years of experience.

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Metal Decking SECTION 05 30 00-3

1.07 DELIVERY, STORAGE, AND HANDLING
A. Protect steel deck from corrosion, deformation, and other damage during delivery, storage, and handling. Materials showing evidence of damage will be rejected and shall be immediately removed from the site.

B. Store steel deck off of ground and provide drainage. Protect steel deck with a waterproof covering and ventilate to avoid condensation.

C. Do not store materials on structure in a manner that might cause distortion or damage to members or supporting structures. Repair or replace damaged materials or structures as directed.

D. Each bundle of fabricated elements shall be marked or tagged so as to note ASTM specification number, style, and grade.

E. Do not overload decking during construction period and do not use decking for storage or working platform prior to welding in position.

F. Where deck is exposed to view in the completed structure use special care to prevent damage to decking.

PART 2 PRODUCTS

2.01 GENERAL
A. Recycled Content of Steel Products: Provide products with an average recycled content of steel products so post-consumer recycled content plus post-industrial recycled content is not less than 25 percent.

B. Fire-Test-Response Characteristics: Where indicated, provide steel deck units identical to those tested for fire resistance per ASTM E119 by Underwriters Laboratories (UL) as part of an assembly used in the project.

1. Fire-Resistance Ratings: Indicated by design designations of applicable testing and inspecting agency.

2. Steel deck units shall be identified with appropriate markings of applicable testing and inspecting agency.

C. Prior to covering or filling, verify and coordinate installation requirements of suspended metal framing, suspended acoustical ceiling systems, mechanical and electrical work or other items as required. Provide inserts, clips, anchors or fasteners as indicated or as otherwise required to provide for the complete and proper installation of suspended items from the metal deck.

1. Verify and coordinate locations, patterns, spacing, etc. of suspension members and connectors required by other Sections of the Specifications and as shown on the Drawings.

2. Where suspension or hanger wires are required under other Sections, verify and coordinate locations, patterns, spacings, etc. with the appropriate trade. Drill holes at bottom of deck flutes of sufficient size to pass support wires. Wire supports shall be looped and secured with a minimum of three (3) tight turns around a minimum 1 1/2" x 8" long furring channel or No. 3 x 12" long reinforcing bar centered above the hole and laid in the deck flutes. Pig tail loops into the concrete will not be permitted unless approved by the General Contractor. Place no wires in flute with side lap.

3. At unfilled metal deck where required or shown, provide individual 18 gauge by 1 1/2" wide galvanized hanger tabs 6" long and having 2" round holes for attaching tie wires.

Tabs shall be hooked over male portion of each edge joint at 16" on center before female joint of next sheet is placed over it. As an alternate, #3x12" long reinforcing bars centered Buehler Engineering
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Metal Decking SECTION 05 30 00-4
above the hole and laid in the deck flutes may be used. No loading other than suspended ceilings may be suspended from metal deck without concrete fill. Suspend all piping, ducting, conduit and equipment from steel beams.

2.02 MANUFACTURERS
A. Manufacturers: Subject to compliance with requirements, provide products by one of the following:

1. Verco Manufacturing Co.

2. Substitutions: See Section 01 60 00 - Product Requirements.

2.03 ROOF DECK
A. Steel Roof Deck: Fabricate panels, without top-flange stiffening grooves, to comply with SDI Publication No. 31, and with the following:

1. Galvanized Steel Sheet: ASTM A653, Structural Steel (SS), Grade 33 or 40 or 80, G60 or G90 zinc coating.

2. Galvanized and Shop-Primed Steel Sheet: ASTM A653, Structural Steel (SS), Grade 33 or 40 or 80, G60 zinc coating; cleaned, pretreated, and primed with manufacturer's standard baked-on, rust-inhibitive primer.
a. Color: Manufacturer's standard color unless specified otherwise.

3. Aluminum-Zinc Alloy-Coated Steel Sheet: ASTM A792, Structural Steel (SS), Grade 33 minimum, AZ50 aluminum-zinc alloy coating.

4. Deck Profile and Uncoated-Steel Thickness: As indicated in the Structural Drawings.

2.04 ACCESSORY MATERIALS
A. Bearing Plates and Angles: ASTM A36 steel, galvanized per ASTM A123.

B. Miscellaneous Sheet Metal Deck Accessories: Steel sheet, minimum yield strength of 33,000 psi, not less than 16-gauge design uncoated thickness, of same material and finish as deck; of profile indicated or required for application.

C. Closures, End Closures, Z-Closures, and Cover Plates: Steel sheet, of same material, finish, and thickness as deck, unless otherwise indicated.

D. Welding Materials: AWS D1.1.

E. Fasteners: Galvanized hardened steel, self-drilling, self-tapping screws.

F. Powder Actuated Mechanical Fasteners: Steel; with knurled shank and forged ballistic point. Comply with applicable requirements of ICC-ES AC70.

1. Design Requirements: Provide number and type of fasteners that comply with the applicable requirements of SDI (DM) design method for roof deck applications and ICC- ES AC43.

2. Material: Steel; ASTM A510.
a. Hardness: Rockwell C 54.5, minimum.
b. Tensile Strength: 285 kips per square inch, minimum. c. Shear Strength: 175 kips per square inch, minimum.
d. Washers:
1) Steel Bar Joist Framing Applications: 0.472 inch diameter, minimum. 2) Exposed Roof Deck Applications: 0.591 inch diameter, minimum. e. Corrosion Resistance:

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Metal Decking SECTION 05 30 00-5
1) Steel Bar Joist Framing Applications: ASTM B633, SC1, Type III zinc electroplate.
2) Exposed Roof Deck Applications: Provide manufacturer's standard stainless steel sealing caps with bonded neoprene washer over each fastener.

G. Mechanical Fasteners: Steel; hex washer head, self-drilling, self-tapping.

1. Design Requirements for Sidelap Connections: Corrosion-resistant, hexagonal washer head; self-drilling, carbon-steel screws.

H. Shop and Touch-Up Primer: SSPC-Paint 15, complying with VOC limitations of authorities having jurisdiction.

I. Touch-Up Primer for Galvanized Surfaces: SSPC-Paint 20, complying with VOC limitations of authorities having jurisdiction.

J. Repair Paint: Manufacturer's standard rust-inhibitive primer of same color as primer.

K. Weld Washers: Uncoated steel sheet, shaped to fit deck rib, 16 gauge or 14 gauge thick, with factory-punched hole of 3/8-inch minimum diameter.

L. Flat Sump Plates: Single-piece steel sheet, 14 gauge thick, of same material and finish as deck.

For drains, cut holes in the field.

M. Flute Closures: Closed cell foam rubber, 1 inch thick; profiled to fit tight to the deck.

N. Acoustical Insulation: Glass fiber type, minimum 1.1 lb/cu ft density; profiled to suit deck.

2.05 FABRICATION
A. Provide in lengths to be continuous for three spans and rest on a minimum of four supports, wherever steel layout permits. Where decking cannot be continuous for two spans, increase deck gauge as required to support temporary and permanent loads at acceptable deflections.

B. Cantilevered units shall have the cantilever and at least the adjacent span in one length.

C. Fabricate such that end joints occur over supporting members.

D. Sheets parallel to and at the perimeter of the deck shall be full width sheets.

E. Allowable Construction Load on Deck: Construction loads on deck shall not exceed carrying capacity of decks. Contractor is responsible for checking the adequacy of steel decks for their ability to support all construction loads.

F. Tolerances:

1. Panel length: Plus or minus ½ inch.

2. Thickness of deck units: Not less than 95 percent of the specified thickness.

3. Panel camber: ¼ inch in 10 foot length.

PART 3 EXECUTION

3.01 EXAMINATION
A. Examine supporting frame and field conditions for compliance with requirements for installation tolerances and other conditions affecting performance:

1. Check supporting members for correct layout and alignment.

2. Verify that surfaces are free of debris.

B. Discrepancies

1. In the event of discrepancy, immediately notify the Architect.

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Metal Decking SECTION 05 30 00-6

2. Do not proceed with installation in areas of discrepancy until such discrepancies have been fully resolved

3.02 INSTALLATION
A. Erect metal deck in accordance with SDI Design Manual and manufacturer's instructions. Align and level.

B. Install temporary shoring before placing deck panels, if required to meet deflection limitations.

C. Locate deck bundles to prevent overloading of supporting members.

D. On steel and cold-formed steel supports provide minimum 1-1/2” inch bearing.

E. Cut and neatly fit deck panels and accessories around openings and other work projecting through or adjacent to deck.

F. Provide additional reinforcement and closure pieces at openings as indicated on the drawings.

G. Provide supplemental miscellaneous steel to support metal deck where normal deck bearing is precluded by column flange plates or other framing members, and around minor openings where indicated. Design of this steel to support wet weight of concrete is the contractor’s responsibility.

H. Comply with AWS requirements and procedures for manual shielded metal arc welding, appearance and quality of welds, and methods used for correcting welding work.

I. Where approved by the Structural Engineer, mechanical fasteners may be used in lieu of welding to fasten deck. Locate mechanical fasteners and install according to deck manufacturer's written instructions.

J. Unless noted otherwise, fasten deck panels to supporting members with #12-14 TEKS screws at each perpendicular bearing deck rib and at 12” on center at parallel bearing supports. Fasten deck panel side laps with #12-14 TEKS screws at 12” on center.

K. End Bearing: Install deck ends over supports with a minimum end bearing of 2 inches.

L. Welding:

1. Comply with AWS D1.3 requirements and procedures for welding sheet steel in structures.

2. Wire brush all welds and touch-up with paint immediately after welding.

3. Use weld washers when base metal thickness is less than 0.028 inch or where noted on Drawings.

M. Immediately after welding deck in place, touch-up welds, burned areas, and surface coating damage with prime paint. Touch-up primer is not required for top side of deck that will be covered with concrete.

N. Reinforce openings in decking as shown on Structural Drawings.

O. When the underside of decking is exposed in the final structure, tape (or otherwise seal) joints.

P. Immediately after welding deck and other metal components in position, coat welds, burned areas, and damaged surface coating, with touch-up primer.

3.03 PROTECTION
A. Construction Loads on Decking:

1. Do not use deck units for storage or working platforms until permanently secured in position.

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Metal Decking SECTION 05 30 00-7

2. Construction loads shall not exceed carrying capacity of decks. Contractor is responsible for checking the adequacy of both steel decks and composite concrete filled decks for their ability to support all construction loads.

3. Shoring of deck is the responsibility of the Contractor. This includes determining whether shoring is needed, and if needed, the design of the shoring.

3.04 CLEAN-UP
A. After erection, remove metal cuttings, and construction debris from cells for entire length.

B. Remove grease, oil, and other foreign material from all surfaces.

3.05 REPAIRS
A. Galvanizing Repairs: Prepare and repair damaged galvanized coatings on both surfaces of deck with galvanized repair paint according to ASTM A780 and manufacturer's written instructions.

B. Repair Painting: Wire brush and clean rust spots, welds, and abraded areas on both surfaces of prime-painted deck immediately after installation, and apply repair paint.

C. Apply repair paint, of same color as adjacent shop-primed deck, to bottom surfaces of deck exposed to view.

3.06 FIELD QUALITY CONTROL
A. Field welds will be subject to inspection as required by AWS D1.3 and as required by the Authority Having Jurisdiction.

B. Testing Agency will be provided with:

1. A complete set of accepted “Submittals”.

2. Representative sample pieces as requested by the Testing Agency.

3. Full and ample means and assistance for testing all material.

4. Access and facilities, including scaffolding, temporary work platforms, etc., for testing and inspection at all places where materials or components are stored or fabricated, and also in their erected position.

C. Scheduling of Tests and Inspections: The Contractor shall notify the Testing Agency in sufficient time prior to fabrication or erection work to allow testing and inspection without delaying the work.

D. Testing Agency will:

1. Inspect the steel deck installation as required by the building code and AWS D1.3.

2. Review WPS for compliance with the project specifications.

3. Review Manufacturer Test Reports and Certifications for compliance with the project specifications.

4. Review welder qualifications in accordance with the project specifications.

5. Report inspection results promptly and in writing to Contractor and Architect.

E. Remove and replace work that does not comply with specified requirements.

F. Additional inspecting, at Contractor's expense, will be performed to determine compliance of corrected work with specified requirements.

END OF SECTION
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Concrete Formed Metal Framing SECTION 05 40 00-1
SECTION 05 40 00 - COLD-FORMED METAL FRAMING
PART 1 GENERAL

1.01 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.

1.02 SECTION INCLUDES
A. Formed steel stud interior wall framing.

B. Formed steel joist framing and bridging.

1.03 RELATED REQUIREMENTS
A. Section 03 30 00 – Cast In Place Concrete.

B. Section 05 12 00 – Structural Steel Framing.

C. Section 05 30 00 - Metal Decking.

D. Section 06 10 00 - Rough Carpentry.

1. AISI S100 - North American Specification for the Design of Cold-Formed Steel Structural Members.

2. AISI S202 – Code of Standard Practice for Cold-Formed Steel Framing.

3. AISI S220 - North American Standard for Cold-Formed Steel Nonstructural Framing.

4. AISI S240 - North American Standard for Cold-Formed Steel Structural Framing.

5. AISI S400 - North American Standard for Seismic Design of Cold-Formed Steel Structural Systems.

6. ASTM A153 - Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware.

7. ASTM A653 - Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc- Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process.

8. ASTM A1008 - Standard Specification for Steel, Sheet, Cold-Rolled, Carbon, Structural, High-Strength Low-Alloy, High-Strength Low-Alloy with Improved Formability, Required Hardness, Solution Hardened, and Bake Hardenable.

9. ASTM A1011 - Standard Specification for Steel, Sheet and Strip, Hot-Rolled, Carbon, Structural, High-Strength Low-Alloy, High-Strength Low-Alloy with Improved Formability, and Ultra-High Strength.

10. ASTM C955 - Standard Specification for Cold-Formed Steel Structural Framing.

11. ASTM C1007 - Standard Specification for Installation of Load Bearing (Transverse and Axial) Steel Studs and Related Accessories.

12. AWS B2.1 - Specification for Welding Procedure and Performance Qualification.

13. AWS D1.3 - Structural Welding Code – Sheet Steel.

14. SSPC-Paint 15 - Steel Joist Shop Primer/Metal Building Primer.

15. SSPC-Paint 20 - Zinc-Rich Coating (Type I - Inorganic, and Type II - Organic).

1.05 ADMINISTRATIVE REQUIREMENTS
A. Coordinate with work of other sections that is to be installed in or adjacent to the metal framing system, including but not limited to structural anchors, cladding anchors, utilities, insulation, and firestopping.

1.06 SUBMITTALS
A. See Section 01 30 00 - Administrative Requirements for submittal procedures.

B. Product Data: Provide data on standard framing members; describe materials and finish, product criteria, limitations, and accessories.

C. Product Data: Provide manufacturer's data on factory-made framing connectors, showing compliance with requirements.

D. Welders' Qualification Statement: Welders' certificates in accordance with AWS B2.1 and dated no more than 12 months before the start of scheduled welding work.

1.07 QUALITY ASSURANCE
A. Manufacturer Qualifications: Company specializing in manufacturing the types of products specified in this section, and with minimum three years of documented experience.

B. Manufacturer Qualifications:

1. Member of Steel Stud Manufacturers Association (SSMA): www.ssma.com.

2. Member of Steel Framing Industry Association (SFIA): sfia.memberclicks.net.

C. Welder Qualifications: Welding processes and welding operators qualified in accordance with AWS D1.1 and AWS D1.3 and dated no more than 12 months before start of scheduled welding work.

D. Installer Qualifications: Company specializing in performing the work of this section with minimum three years documented experience.

E. Product Tests: Mill certificates or data from a qualified independent testing agency indicating steel sheet complies with requirements, including base-metal thickness, yield strength, tensile strength, total elongation, chemical requirements, and metallic-coating thickness.

1.08 DELIVERY, STORAGE, AND HANDLING
A. Protect metal framing units from rusting and damage.

B. Deliver to Project site in manufacturer's unopened containers or bundles, identified with name, brand, type and grade.

C. Store off ground in a dry ventilated space or protect with suitable waterproof covering.

1.09 PROJECT CONDITIONS
A. Prior to Pre-installation Conference, review areas of potential interference and conflicts, and coordinate layout and support provisions for interfacing work.

2.01 MANUFACTURERS
A. Metal Framing:

1. CEMCO: www.cemcosteel.com.

2. ClarkDietrich: www.clarkdietrich.com.

3. SCAFCO Corporation: www.scafco.com.

4. Substitutions: See Section 01 60 00 - Product Requirements.

B. Framing Connectors and Accessories:

1. ClarkDietrich: www.clarkdietrich.com.

2. Simpson Strong-Tie: www.strongtie.com.

3. Substitutions: See Section 01 60 00 - Product Requirements.

2.02 FRAMING SYSTEM PERFORMANCE REQUIREMENTS
A. AISI Specifications and Standards: Unless more stringent requirements are indicated, comply with AISI S100, AISI S202, AISI S220, AISI S240, and AISI S400.

B. Provide primary and secondary framing members, bridging, bracing, plates, gussets, clips, fittings, reinforcement, and fastenings as required to provide a complete framing system.

1. Able to tolerate movement of components without damage, failure of joint seals, undue stress on fasteners, or other detrimental effects when subject to seasonal or cyclic day/night temperature ranges.

2. Able to accommodate construction tolerances, deflection of building structural members, and clearances of intended openings.

C. Shop fabricate framing system to the greatest extent possible.

D. Deliver to project site in largest practical sections.

E. Fire-Resistance Ratings: Comply with ASTM E119; testing by a qualified testing agency.

Identify products with appropriate markings of applicable testing agency.

1. Indicate design designations from UL's "Fire Resistance Directory" or from the listings of another qualified testing agency.

2.03 FRAMING MATERIALS
A. Studs, Joists and Track: ASTM C955; studs formed to channel, C- shaped with punched web; U-shaped track in matching nominal width and compatible height.

1. Gauge and Depth: As indicated on Drawings and as required to meet specified performance levels.

2. Galvanized in accordance with ASTM A653, G60 coating.

3. Properties: As indicated on Drawings and in compliance with AISI specifications.

B. Framing Connectors: Factory-made, formed steel sheet.

1. Material: ASTM A653 SS Grade 33 and 40 (minimum), with G90 hot dipped galvanized coating for base metal thickness less than 10 gauge, 0.1345 inch (3.42 mm), and factory punched holes and slots.

2. Structural Performance: Maintain load and movement capacity required by applicable code, when evaluated in accordance with AISI S100 and AISI S400 as required.

3. Movement Connections: Provide mechanical anchorage devices that accommodate movement using slotted holes, shouldered screws or screws and anti-friction or stepped Buehler Engineering
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Concrete Formed Metal Framing SECTION 05 40 00-4
bushings, while maintaining structural performance of framing. Provide movement connections where indicated on drawings.
a. Where continuous studs bypass elevated floor slab, connect stud to slab in manner allowing vertical and horizontal movement of slab without affecting studs; allow for minimum movement of 1/2 inch.
b. Where top of stud wall terminates below structural floor or roof, connect studs to structure in manner allowing vertical and horizontal movement of slab without affecting studs; allow for minimum movement of 1/2 inch. c. Products:
1) ClarkDietrich; Drift FastClip Slide Clip D-FCSC: www.clarkdietrich.com 2) ClarkDietrich; FastClip Slide Clip FCSC: www.clarkdietrich.com 3) Simpson Strong-Tie; SCB Side-Clip Connector: www.strongtie.com 4) Substitutions: See Section 01 60 00 - Product Requirements.

4. Fixed Connections: Provide non-movement connections for tie-down to foundation, floor- to-floor tie-down, roof-to-wall tie-down, joist hangers, gusset plates, and stiffeners. a. Products:
1) Simpson Strong-Tie: www.strongtie.com
2) Substitutions: See Section 01 60 00 - Product Requirements.

5. Wall Stud Bridging Connections: Provide mechanical load-transferring devices that accommodate wind load torsion and weak axis buckling induced by axial compression loads. Provide bridging connections where indicated on the drawings. a. Products:
1) ClarkDietrich; Spazzer 5400 Bridging Bar: www.clarkdietrich.com 2) ClarkDietrich; FastBridge Clip: www.clarkdietrich.com 3) Simpson Strong-Tie; SUBH Bridging Connector: www.strongtie.com 4) Substitutions: See Section 01 60 00 - Product Requirements.

2.04 FASTENERS
A. Self-Drilling, Self-Tapping Screws, Bolts, Nuts and Washers: Screws shall comply w/ ASTM C1513. Exterior applications shall be Type 316 Stainless Steel or Hot Dip Galvanized per ASTM A153, Class C.

1. Products:
a. Grabber Construction Products Inc. per ESR 1271: www.grabberpro.com b. Primesouce Building Products per ESR 1408: www.primesourcebp.com c. ITW Commercial Construction North America; ITW CCNA-Buildex Teks Select Series per ESR 1976 or 3223: www.ITWBuildex.com
d. Hilti per ESR 2196: www.hilti.com
e. Brighton Best International Inc. per ESR 3231: www.brightonbest.com f. Elco Construction Products per ESR 3294: anchors.dewalt.com g. Simpson Strong-Tie Company per ESR 3006: www.strongtie.com h. Substitutions: See Section 01 60 00 - Product Requirements.

B. Anchorage Devices: As indicated on the Drawings.

C. Welding: Comply with AWS D1.4.

2.05 ACCESSORIES
A. Bracing, Furring, Bridging: Formed sheet steel, thickness determined for conditions encountered; finish to match framing components unless otherwise noted.

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Concrete Formed Metal Framing SECTION 05 40 00-5
B. Plates, Gussets, Clips: Formed Sheet Steel, thickness determined for conditions encountered; finish to match framing components unless otherwise noted.

C. Shop and Touch-Up Primer: SSPC-Paint 15, complying with VOC limitations of authorities having jurisdiction.

D. Touch-Up Primer for Galvanized Surfaces: SSPC-Paint 20 Type I - Inorganic, complying with VOC limitations of authorities having jurisdiction.

PART 3 EXECUTION

3.01 EXAMINATION
A. Verify that substrate surfaces are ready to receive work.

B. Verify field measurements and adjust installation as required.

C. Proceed with installation only after unsatisfactory conditions have been corrected.

3.02 PREPARATION
A. Before sprayed fire-resistive materials are applied, attach continuous angles, supplementary framing, or tracks to structural members indicated to receive sprayed fire-resistive materials.

B. After applying sprayed fire-resistive materials, remove only as much of these materials as needed to complete installation of cold-formed framing without reducing thickness of fire- resistive materials below that are required to obtain fire-resistance rating indicated. Protect remaining fire-resistive materials from damage.

C. Install load bearing shims or grout between the underside of wall bottom track or rim track and the top of foundation wall or slab at stud locations to ensure a uniform bearing surface on supporting concrete or masonry construction.

3.03 INSTALLATION OF FRAMING, GENERAL
A. Install components in accordance with manufacturers' instructions and AISI S200 - Code of Standard Practice for Cold-Formed Steel Framing.

B. Install cold-formed metal framing and accessories plumb, level, square, and true to line, and with connections securely fastened.

C. Install framing members at 16-inches on center unless otherwise shown. Framing at sink and toilet carriers may be installed at 24 inches on center where the span rating for the attached sheathing can accommodate the increased spacing.

D. Install framing members in one-piece lengths unless splice connections are indicated for track or tension members. Install load-bearing studs full length in one piece. Splicing of studs is not permitted.

E. Align floor and ceiling tracks; locate to wall layout. Coordinate installation of sealant with floor and ceiling tracks.

F. Install temporary bracing and supports to secure framing and support loads comparable in intensity to those for which structure was designed. Maintain braces and supports in place, undisturbed, until entire integrated supporting structure has been completed and permanent connections to framing are secured.

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Concrete Formed Metal Framing SECTION 05 40 00-6
G. Do not bridge building expansion and control joints with cold-formed metal framing.

Independently frame both sides of joints.

H. Install insulation, specified in Division 07 Section "Thermal Insulation" in built-up exterior framing members, such as headers, sills, boxed joists, and multiple studs at openings, that are inaccessible on completion of framing work.

I. Fasten hole reinforcing plate over web penetrations that exceed size of manufacturer's standard punched openings.

J. Erection Tolerances: Install cold-formed metal framing level, plumb, and true to line to a maximum allowable non-cumulative tolerance variation of 1/8 inch in 8 feet (1:768) and as follows:

1. Space individual framing members no more than plus or minus 1/8 inch from plan location. Cumulative error shall not exceed minimum fastening requirements of sheathing or other finishing materials.

K. Touch-up field welds and damaged galvanized surfaces with primer.

3.04 WALL FRAMING INSTALLATION
A. Install movement joints at corners and intersections to allow for differential movement of wall planes.

B. Install continuous top and bottom tracks sized to match studs. Align tracks accurately and securely anchor at corners and ends, and at spacings as indicated.

1. Fasten bottom track to concrete floor slab with power actuated fasteners or expansion anchors sized and spaced as shown on Drawings or as required by structural performance.

2. Fasten top compensation channel to structure as indicated on the Drawings.

C. Squarely seat studs against top and bottom tracks with gap not exceeding of 1/8 inch between the end of wall framing member and the web of track. Fasten both flanges of studs to top and bottom tracks. Space studs as indicated.

D. Set studs plumb, except as needed for diagonal bracing or required for non-plumb walls or warped surfaces and similar configurations.

E. Align load bearing studs vertically where floor framing interrupts wall-framing continuity.

Where studs cannot be aligned, continuously reinforce track to transfer loads.

F. Align floor and roof framing over load bearing studs. Where framing cannot be aligned, continuously reinforce track to transfer loads or as shown in approved engineering shop drawings.

G. Anchor studs abutting structural columns or walls, including masonry walls, to supporting structure as required.

H. Install headers over wall openings wider than stud spacing. Locate headers above openings as indicated. Fabricate headers of compound shapes indicated or required to transfer load to supporting studs, complete with clip-angle connectors, web stiffeners, or gusset plates as shown in approved engineered shop drawings.

1. Frame wall openings with jamb studs per the schedule(s) on the Drawings at each jamb of frame. Fasten jamb members together to uniformly distribute loads as shown in approved engineered shop drawings.

2. Install runner tracks and jack studs above and below wall openings. Anchor tracks to jamb studs with clip angles or by welding, and space jack studs same as full-height wall studs as shown in the shop drawings.

Buehler Engineering
Group 4 Project No. 23604-01 CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Bac
k Check Submission – November 01, 2024
Concrete Formed Metal Framing SECTION 05 40 00-7
I. Install supplementary framing, blocking, and bracing in stud framing indicated to support fixtures, equipment, services, casework, heavy trim, furnishings, and similar work requiring attachment to framing.

1. If type of supplementary support is not indicated, comply with stud manufacturer's written recommendations and industry standards in each case, considering weight or load resulting from item supported.

2. Provide backing plate support for each point of fastening of every unit to be anchored.

Coordinate requirements and locations with work of related sections.

J. Install horizontal bridging in stud system, spaced at (vertical distance) not more than four feet on center and as indicated; fasten at each stud intersection. Horizontal bridging may be omitted at interior wall framing where gypsum board sheathing is required on both sides for the full height of the wall.

1. Bridging: Cold-rolled steel channel, welded or mechanically fastened to webs of punched studs with a minimum of 2 screws into each flange of the clip angle for framing members up to 6 inches deep.

K. Install miscellaneous framing and connections, including supplementary framing, web stiffeners, clip angles, continuous angles, anchors, and fasteners, to provide a complete and stable wall-framing system as shown in the shop drawings.

L. Install strap bracing and blocking at unsheathed sides of walls as indicated on the Drawings.

3.05 INSTALLATION OF JOISTS
A. Install framing components in accordance with manufacturer's instructions.

B. Make provisions for erection stresses. Provide temporary alignment and bracing.

C. Place joists with spacing as indicated on the Drawings; not more than 2 inches from abutting walls, and connect joists to supports using fastener method.

D. Set floor and ceiling joists parallel and level, with lateral bracing and bridging.

E. Locate joist end bearing directly over load-bearing studs or provide load distributing member to top of stud track.

F. Provide web stiffeners at reaction points as required by the Drawings.

G. Touch-up field welds and damaged galvanized surfaces with primer.

3.06 FIELD QUALITY CONTROL
A. Testing: Owner will engage a qualified independent testing and inspecting agency to perform field tests and inspections and prepare test reports in accordance with Division 01.

B. Field and shop welds will be subject to testing and inspecting.

C. Testing agency will report test results promptly and in writing to Contractor and Architect.

D. Remove and replace work where test results indicate that it does not comply with specified requirements.

E. Additional testing and inspecting, at Contractor's expense, will be performed to determine compliance of replaced or additional work with specified requirements.

3.07 REPAIRS AND PROTECTION
A. Painting Repairs: Use compatible primer for prime coated surfaces.

B. Galvanizing Repairs: Prepare and repair damaged galvanized coatings on fabricated and installed cold-formed metal framing with galvanized repair paint according to manufacturer's written instructions.

C. Provide final protection and maintain conditions, in a manner acceptable to manufacturer and Installer that ensures that cold-formed metal framing is without damage or deterioration at time of Completion.

END OF SECTION
Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Back Check Submission November 01, 2024 METAL FABRICATIONS 05 5000-1
SECTION 05 5000 METAL FABRICATIONS
PART 1 - GENERAL

1.1 RELATED DOCUM
ENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.

1.2 SECTION INCLUDES
A. Shop fabricated ferrous metal items, galvanized and prime painted.

B. Fabricated steel items including the following:

1. Rough hardware.

2. Elevator pit ladders.

3. Elevator machine beams.

4. Support angles for elevator door sills.

5. Ladders.

6. Loose bearing and leveling plates.

7. Vanity supports at bathrooms.

8. Miscellaneous framing, supports and trim.

9. Shelf and ledger angles.

10. Steel weld plates and angles for casting into concrete not specified in other Sections.

11. New catwalk structure comprised of diamond plate and rails.

C. Products furnished, but not installed, under this Section include the following:

1. Loose steel lintels.

2. Anchor bolts, steel pipe sleeves, and wedge-type inserts indicated to be cast into concrete or built into unit masonry.

1.3 DEFINITIONS
A. Steel Sheet Thicknesses: Thickness dimensions, including those referenced in ANSI A250.8, are minimums as defined in referenced ASTM standards for both uncoated steel sheet and the uncoated base metal of metallic-coated steel sheets. Metal thicknesses indicated below correspond to former gage thicknesses:

1. 20 Gage: 0.032-inch- (0.8-mm-).

2. 18 Gage: 0.042-inch- (1.0-mm-).

3. 16 Gage: 0.053-inch- (1.3-mm-).

4. 14 Gage: 0.067-inch- (1.7-mm-).

5. 12 Gage: 0.093-inch- (2.3-mm-).

1.4 SCHEDULING AND SEQUENCING
A. Ensure timely fabrication of items to be embedded or enclosed by other work.

B. Furnish information and assistance required for locating embedded items and be responsible for proper locations.

Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Back Check Submission November 01, 2024 METAL FABRICATIONS 05 5000-2

1.5 ACTION SUBMITTALS
A. Product Data: For ma
nufactured items specified in this Section.

B. Shop Drawings: Show a large-scale construction of various parts, methods of joining, thickness of metals, profiles of surfaces, reinforcing, anchorage, and structural supports.

Include information regarding concealed and exposed joints, welds, and fastenings. Where welded connectors and concrete inserts are required to receive work, show size and locations required. Provide Shop Drawings for the following:

1. Steel framing and supports for countertops.

2. Steel framing and supports for mechanical and electrical equipment.

3. Steel framing and supports for applications where framing and supports are not specified in other Sections.

4. Elevator machine beams, hoist beams, and divider beams.

5. Steel shapes for supporting elevator door sills.

6. Steel pipe columns for supporting wood frame construction.

7. Shelf angles.

8. Metal ladders.

9. Miscellaneous steel trims and angles.

10. Metal bollards.

11. Loose steel lintels.

12. Identify project-specific details such as anchoring, fastening, joining, adhering. Show backings, embedments and other attachments required.

13. Identify base material and finish.

1.6 INFORMATIONAL SUBMITTALS
A. ICC-ES Reports: Submit ICC-ES reports for expansion bolts, demonstrating acceptability of expansion bolts to authorities having jurisdiction over the Work.

1.7 QUALITY ASSURANCE
A. Welding: Qualify procedures and personnel according to the following:

1. AWS D1.1, "Structural Welding Code--Steel."

2. AWS D1.3, "Structural Welding Code--Sheet Steel."
B. Design Criteria:

1. Work shall be designed to support normally imposed loads and conform to AISC requirements.

2. Built-up parts shall not exhibit warp.

1.8 DELIVERY, STORAGE, AND HANDLING
A. Deliver, store, and handle packaged materials in original containers with seals unbroken and labels intact until time of use.

B. Discharge materials carefully and store on clean concrete surface or raised platform in safe, dry area.

2.1 MA

TERIALS
A. Steel Materials:

1. Structural Steel Shapes: ASTM A36/A36M, conforming to AISC specifications.

2. Architectural and Miscellaneous Steel Items: ASTM A283/A283M.

3. Steel Sheets: ASTM A36/A36M.

4. Steel Pipe: ASTM A53/A53M, Grade A, Schedule 40.

5. Steel Bars: ASTM A36/A36M.

6. Steel Tubing: ASTM A500/A500M, Grade A.

7. Steel Plate: ASTM A36/A36M.

8. Galvanized Steel: ASTM A653/A653M, with minimum G90 (Z275) coating unless noted otherwise.

B. Review dissimilar metals for potential galvanic action. Ensure runoff is directed or diverted so as to prevent water from passing over or across dissimilar metals.

2.2 LOOSE BEARING AND LEVELING PLATES
A. Provide loose bearing and leveling plates for steel items bearing on masonry or concrete construction, made flat, free from warps or twists, and of required thickness and bearing area.

Drill plates to receive anchor bolts and for grouting as required.

2.3 LOOSE STEEL LINTELS
A. Fabricate loose structural steel lintels from steel angles and shapes of size indicated for opening and recesses in masonry walls and partitions at locations indicated.

B. Weld adjoining members together to form a single unit where indicated.

C. Size loose lintels for equal bearing of 1-inch per foot of clear span but not less than 8-inches (203 mm) bearing at each side of openings, unless otherwise indicated.

2.4 MISCELLANEOUS FRAMING, SUPPORTS AND TRIM
A. Miscellaneous Framing and Supports: Provide steel framing and supports for applications indicated which are not a part of structural steel framework, as required to complete work.

1. Fabricate units to sizes, shapes, and profiles indicated and required to receive adjacent other construction retained by framing and supports. Fabricate from structural steel shapes, plates, and steel bars of welded construction using mitered joints for field connection. Cut, drill, and tap units to receive hardware, hangers, and similar items.

2. Equip units with integrally welded anchors for casting into concrete or building into masonry. Furnish inserts if units must be installed after concrete is placed. a. Except as otherwise indicated, space anchors 24-inches (61 cm) oc and provide minimum anchor units in the form of steel straps 1-1/4" wide x 1/4" x 8" long (31.8 mm x 6.4 mm x 203 mm).

Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Back Check Submission November 01, 2024 METAL FABRICATIONS 05 5000-4
B. Miscellaneous Steel Trim: Provide shapes and sizes indicated for profiles shown. Unless otherwise indicate
d, fabricate units from structural steel shapes, plates, and steel bars, with continuously welded joints and smooth exposed edges. Use concealed field splices wherever possible. Provide cutouts, fittings, and anchorages as required for coordination for assembly and installation with other work.

2.5 SHELF AND LEDGER ANGLES
A. Fabricate shelf and ledger angles from steel angles of sizes indicated and for attachment to concrete framing. Provide slotted holes to receive 3/4-inch (19.1 mm) bolts, spaced not more than 6-inches (152 mm) from ends and not more than 24-inches (0.61 m) oc, unless otherwise indicated.

B. Furnish wedge-type concrete inserts, complete with fasteners, for attachment of shelf angles to cast-in-place concrete.

2.6 SPECIALTY FABRICATED PRODUCTS
A. Preparation:

1. Coordinate with other work supporting or adjoining miscellaneous metal and verify requirements for cutting out, fitting, and attaching.

2. Verify sizes, designs, and locations of items; do so at site whenever construction progress permits.

B. General Requirements:

1. Fabricate items from materials noted and make true to profiles shown. Obtain the Architect's approval of proposed variations.

2. Miter corners and angles of frames and moldings unless otherwise noted.

3. Perform cutting, shearing, drilling, punching, threading, tapping as required for items or their adjacent work.

4. Drill or punch holes; do not use cutting torch.

5. Ensure shearing and punching leaves true lines and surfaces.

6. Items to be Galvanized: Fabricate in accordance with recommended practices of ASTM A385/A385M and A123/A123M unless specifically noted otherwise.

7. Fabricate exterior items for assembly and installation on site without field welding of joint.

8. Ensure metal thickness and assembly details provide ample strength and stiffness.

9. Size sleeves for approximately 1/4-inch clearance all around.

C. Fastening:

1. Provide fasteners and anchor assemblies required for complete fabrication, field assembly, and erection.

2. Conceal fastenings wherever practicable.

3. Size internally threaded diameters to accommodate galvanized threaded bolts where galvanizing is required.

4. Permanent connections in Ferrous Metal Items: Employ welding wherever practicable; avoid bolts and screws.

D. Welding:

1. Use electric shielded-arc process according to AWS D1.1.

2. Maintain shape and profile of item welded.

Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Back Check Submission November 01, 2024 METAL FABRICATIONS 05 5000-5

3. Prevent heat blisters, run-throughs, and surface distortions.

4. Welds
Normally Exposed to View in Finished Work: Make uniform and grind smooth.

5. Exposed Welds: Remove burrs, flux, welding oxide, air spots and discoloration; grind smooth, polish, or otherwise finish to match material welded.

E. Bolted and Screwed Connections:

1. Use bolts for field connections only, and then only as noted. Countersink heads; finish smooth and flush.

2. Provide washers under heads and nuts bearing on wood.

3. Draw nuts tight and prevent loosening of permanent connections by nicking threads.

4. Use beveled washers where bearing is on sloped surfaces.

5. Where necessary to use screws for permanent connections in ferrous metal, use flat head type, countersink, fill screw slots, and finish smooth and flush.

6. Evenly space exposed heads.

2.7 PRIMER FINISHES
A. Preparations of Surfaces:

1. Thoroughly clean ungalvanized ferrous-metal surfaces of mill scale, rust, dirt, grease, oil, and other foreign matter from ferrous metal prior to galvanizing, hot phosphate treatment or painting.
a. Use solvent or mechanical cleaning methods that comply with SSPC recommendations.

2. Where hand-cleaning methods are not adequate, and unless specified otherwise, clean in accordance with SSPC-SP 1, SSPC-SP 2, or SSPC-SP 7 as required.

3. Completely eliminate burrs, rough spots and pitting from normally exposed ferrous metal items.

4. AESS Surface Preparation: Blast-clean ungalvanized steel surfaces as recommended by coating manufacturer and according to SSPC-SP 6 minimum in preparation for galvanizing.

5. Galvanized Steel: Remove oil or soap film with detergent or emulsion cleaner. Lightly abrasive-blast with a fine abrasive in accordance with SSPC SP-16 guidelines to achieve a profile of 1.5-3.0 mils. When light abrasive blasting is not possible, galvanizing can be treated with a suitable zinc phosphate conversion coating. a. Galvanizing that has at least 12 months of exterior weathering and has a rough surface with whit rust present may be over-coated after power washing and cleaning to remove white rust and other contaminates. The surface must have a measurable profile.
b. Prepare a test patch to confirm adhesion. Do not use over chromate sealed galvanizing without blasting to thoroughly remove chromates.

B. Galvanizing:

1. Galvanize items after fabrication in largest sections practicable unless otherwise permitted or recommended by ASTM A384/A384M and A385/A385M.

2. Where galvanizing is removed by welding or other assembly procedures, touch up abraded areas with molten zinc or zinc-rich paint.

3. Where ferrous metal item is noted to be galvanized, perform galvanizing in accordance with following standards as applicable to item, using a minimum of 2.0 ounces per square foot:
a. Hardware Items Including Fasteners: ASTM A153/A153M.

Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Back Check Submission November 01, 2024 METAL FABRICATIONS 05 5000-6
b. Items Both under 1/8-inch Thickness and Fabricated from Rolled, Pressed, and Forged Shapes, Plates, Bars
, and Strips: ASTM A123/A123M.
c. Other Fabricated Items: ASTM A123/A123M.

C. Finish Schedule: Unless noted otherwise in Materials or Standard Catalog Products Articles.

1. Ferrous Metal, Interior Items:
a. Concealed: Clean, chemically etch, and shop-apply one prime-coat. b. Exposed and AESS: Clean, treat with hot phosphate, chemically etch, and shop- apply one prime-coat.

2. Ferrous Metal, Exterior Items:
a. Concealed: Clean and hot-dip galvanize in accordance with galvanizing standards.
b. Exposed and AESS: Clean, then hot-dip galvanize in accordance with galvanizing standards, chemically etch, and shop- apply one prime-coat.

3. Special Ferrous Metal Items as Noted Below: Clean and hot-dip galvanize in accordance with galvanizing standards. Do not prime coat.

4. Items Noted as Chrome-Plated: Same as US26D finish.

5. Hardware Including Fasteners (Bolts, Nuts, Washers, Etc.):
a. Finish to match items fastened.
b. Where galvanizing is required, hot-dip galvanize according to ASTM A153/A153M.

2.8 ACCESSORIES
A. General: Provide Type 304 stainless steel fasteners for exterior use and zinc-plated fasteners with coating complying with ASTM B633, Class Fe/Zn 5, where built into exterior walls.

Select fasteners for type, grade and class required.

B. Typical Unfinished Bolts, Nuts, and Washers: Low carbon steel standard fasteners, externally and internally threaded, ASTM A307 Grade A; malleable washers.

C. Expansion Bolts: FS FF-S-325, Group II, Type 4.

D. Expansion Anchors: Anchor bolt and sleeve assembly with capability to sustain, without failure, a load equal to six times the load imposed when installed in unit masonry and four times the load imposed when installed in concrete, as determined by testing according to ASTM E488/E488M, conducted by a qualified independent testing agency.

E. Washers: ANSI B18.22.1; flat round washers.

F. Anchor Bolts: ASTM F1554, Grade 36.

G. Grout: Non-shrink, non-metallic grout, factory-packaged, nonstaining, noncorrosive, nongaseous grout complying with ASTM C1107/C1107M. Provide grout specifically recommended by manufacturer for interior and exterior applications.

H. Concrete Fill: Comply with requirements in Section 033000 for normal-weight, air- entrained, ready-mix concrete with a minimum 28-day compressive strength of 3000 psi, unless otherwise indicated.

I. Primer: Zinc-chromate type.

K. Welding E
lectrodes: E-70XX.

2.9 SOURCE QUALITY CONTROL
A. Test and Inspections: The Owner will engage a testing laboratory to inspect welds per 2022 CBC Chapter 17A, AISC 360, and AISC 341.

PART 3 - EXECUTION

3.1 INSPECTION
A. Examine areas to receive work and verify that setting conditions and dimensions are correct to receive items.

B. Do not start installation until unsatisfactory conditions have been corrected.

3.2 INSTALLATION
A. Install work plumb, true, rigid, and neatly trimmed out.

B. Cutting, Fitting, and Placement: Perform cutting, drilling, and fitting required for installing metal fabrications. Set metal fabrications accurately in location, alignment, and elevation; with edges and surfaces level, plumb, true, and free of rack; and measured from established lines and levels.

C. Fit exposed connections accurately together to form hairline joints. Weld connections that are not to be left as exposed joints but cannot be shop welded because of shipping size limitations. Do not weld, cut, or abrade surfaces of exterior units that have been hot-dip galvanized after fabrication and are for bolted or screwed field connections.

D. Field Welding: Comply with the following requirements:

1. Use materials and methods that minimize distortion and develop strength and corrosion resistance of base metals.

2. Obtain fusion without undercut or overlap.

3. Remove welding flux immediately.

4. At exposed connections, finish exposed welds and surfaces smooth and blended so no roughness shows after finishing and contour of welded surface matches that of adjacent surface.

E. Fastening to In-Place Construction: Provide anchorage devices and fasteners where metal fabrications are required to be fastened to in-place construction. Provide threaded fasteners for use with concrete and masonry inserts, toggle bolts, through bolts, lag bolts, wood screws, and other connectors.

F. Provide temporary bracing or anchors in formwork for items that are to be built into concrete, masonry, or similar construction.

G. Do not tighten fastener through finish alone without spacer washers.

I. Protect
dissimilar metals from contact with each other or with other materials causing corrosion.

J. Fasten work tightly to prevent rattle or vibration except where expansion-contraction tolerances are required.

K. Use non-shrink grout mixed in accordance with manufacturer's direction for setting frames, plates, sills, bolts and similar items.

L. Set items shown or required to be installed in sleeves with quick setting anchor cement unless otherwise noted.

M. Protect metal from damage to surface, profile and shape.

3.3 SETTING LOOSE PLATES
A. Clean concrete and masonry bearing surfaces of any bond-reducing materials, and roughen to improve bond to surfaces. Clean bottom surface of bearing plates.

B. Set loose leveling and bearing plates on wedges, or other adjustable devices. After the bearing members have been positioned and plumbed, tighten the anchor bolts. Do not remove wedges or shims, but if protruding, cut off flush with the edge of the bearing plate before packing with grout. Pack grout solidly between bearing surfaces and plates to ensure that no voids remain.

3.4 ADJUSTING
A. Touch-Up Painting of Steel Items: Immediately after erection, clean field welds, bolted connections, abraded areas of shop paint, and paint exposed areas with same material as used for shop painting to comply with SSPC-PA 1 requirements for touch-up of field painted surfaces.

1. Apply by brush or spray to provide a minimum dry film thickness of 3.0 mils (0.076 mm).

3.5 CLEANING
A. For galvanized surfaces clean welds, bolted connections and abraded areas and apply galvanizing repair paint to comply with ASTM A780/A780M.

B. Remove protective devices only when items will be safe from other construction operations or removal is required to permit related work.

C. Clean prime-coated items as required for finish painting.

D. Construction Waste Management: Manage construction waste in accordance with provisions of Section 01 7419 Construction Waste Management and Disposal.

END OF SECTION 05 5000
Buehler Engineering
Group 4 Project No. 23604-01 CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Bac
k Check Submission – November 01, 2024
Rough Carpentry SECTION 06 10 00-1
SECTION 06 10 00 - ROUGH CARPENTRY

PART 1 GENERAL

1.01 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.

1.02 SECTION INCLUDES
A. Structural dimension lumber framing.

B. Nonstructural dimension lumber framing.

C. Rough opening framing for doors, windows, and roof openings.

D. Sheathing.

E. Preservative treated wood materials.

F. Miscellaneous framing and sheathing.

G. Communications and electrical room mounting boards.

H. Concealed wood blocking, nailers, and supports.

I. Drilling, saw cuts, knock-outs and framing for ventilation.

J. Wood sheathing backing at tile walls.

K. Miscellaneous wood nailers, furring, and grounds.

L. Steel hardware and attachment brackets

1.03 RELATED REQUIREMENTS
A. Section 01 61 16 - Volatile Organic Compound (VOC) Content Restrictions.

B. Section 03 30 00 - Cast-in-Place Concrete.

C. Section 05 12 00 - Structural Steel Framing.

D. Section 05 50 00 - Metal Fabrications.

E. Section 06 18 00 - Glued-Laminated Construction.

1. ASTM A36 - Standard Specification for Carbon Structural Steel.

2. ASTM A123 - Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products.

3. ASTM A153 - Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware.

4. ASTM A563 - Standard Specification for Carbon and Alloy Steel Nuts.

Buehler Engineering
Group 4 Project No. 23604-01 CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Bac
k Check Submission – November 01, 2024
Rough Carpentry SECTION 06 10 00-2

5. ASTM A653 - Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc- Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process.

6. AWPA - Wood Preservative: American Wood-Preservers’ Association:
a. U1, Use Category System: User Specification for Treated Wood. b. M4, Standard for the Care of Preservative-Treated Wood Products.

7. CBC – California Building Code Most Recent Edition Adopted by Authority Having Jurisdiction, Including All Applicable Amendments and Supplements.

8. NDS – National Design Specification for Wood Construction

9. SDPWS - Special Design Provisions for Wind & Seismic

10. PS 1 - Structural Plywood.

11. PS 2 - Performance Standard for Wood Structural Panels.

12. PS 20 - American Softwood Lumber Standard.

13. WCLIB - Standard Grading Rules for West Coast Lumber No. 17.

14. WWPA - Western Lumber Grading Rules.

1.05 SUBMITTALS
A. See Section 01 30 00 - Administrative Requirements for submittal procedures.

B. Certification:

1. Preservative Treated Wood: Certification for waterborne preservative and that moisture content was reduced to 19 percent maximum, after treatment.

C. Shop-fabricated structural wood: Submit manufacturer's published structural data including span tables, marked to indicate which sizes and grades are being used; if shop-fabricated structural wood is being substituted for dimension lumber or timbers, submit grading agency structural tables marked for comparison.

D. Manufacturer's Certificate: Certify that wood products supplied for rough carpentry meet or exceed specified requirements.

E. Warranty Documentation: Submit manufacturer warranty and ensure that forms have been completed in Owner's name and registered with manufacturer.

1.06 QUALITY ASSURANCE
A. General:

1. Coordinate the work of all trades to ensure proper placement of all materials, anchors, etc., as well as providing for openings and anchors for the installation of surface mounted materials and equipment.

2. Qualifications for Workers: Provide sufficient skilled workers and supervisors who shall be present at all times during execution of this portion of the work and who shall be thoroughly familiar with the type of construction involved and the materials and techniques specified.

3. Rejection: In the acceptance or rejection of rough carpentry, no allowance will be made for lack of skill on the part of the workers.

B. Tests and Inspections:

Buehler Engineering
Group 4 Project No. 23604-01 CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Bac
k Check Submission – November 01, 2024
Rough Carpentry SECTION 06 10 00-3

1.07 DELIVERY, STORAGE, AND HANDLING
A. General: Cover wood products to protect against moisture. Support stacked products to prevent deformation and to allow air circulation.

B. Protection:

1. After delivery, store all materials off the ground, covered, and in such a manner as to ensure proper ventilation and drainage and to protect against damage and the weather.

Maintain wood at the maximum moisture levels indicated in Materials Section.

2. Keep all material clearly identified with all grade marks legible; keep all damaged material clearly identified as damaged, and separately store to prevent its inadvertent use.

Do not allow installation of damaged or otherwise non-complying material.

3. Use all means necessary to protect the installed work and materials of all other trades.

4. Replacements: In the event of damage, immediately make all repairs and replacements necessary to the approval of the Architect and at no additional cost to the Owner.

1.08 WARRANTY
A. See Section 01 78 00 - Closeout Submittals for additional warranty requirements.

B. Correct defective work within a two-year period commencing on Date of Substantial Completion.

PART 2 PRODUCTS

2.01 GENERAL REQUIREMENTS
A. Dimension Lumber:

1. Meet requirements of following minimum grades. All grades shall be per WCLIB Grading Rules No. 17 or WWPA Western Lumber Grading Rules. Species Combination shall be Douglas Fir – Larch. Douglas Fir – Larch (North) and Douglas Fir (South) are not permitted without approval from the structural engineer.

2. Furnish S4S unless otherwise noted.

3. All lumber shall be “S-DRY” with a maximum moisture content of 19% at time of delivery to the site.

2.02 SOURCE QUALITY CONTROL
A. Grade Mark each piece of lumber. Marking must be done by a recognized agency.

1. Douglas Fir shall bear WCLIB or WWPA grade stamp.

2. Pressure treated Douglas Fir shall bear AWPA Quality mark.

B. Structural Wood Sheathing: Each panel shall be legibly identified as to type, grade and species by APA grade. If plies are spliced, the slope of the scarf shall not be steeper than 1:8. White pockets will not be permitted in face plies.

2.03 DIMENSION LUMBER FOR INTERIOR APPLICATIONS
A. Grading Agency: Western Wood Products Association; WWPA or West Coast Lumber Inspection Bureau; WCLIB.

Buehler Engineering
Group 4 Project No. 23604-01 CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Bac
k Check Submission – November 01, 2024
Rough Carpentry SECTION 06 10 00-4
B. Sizes: Size to conform to rules of governing standard. Sizes shown are nominal unless otherwise noted.

C. Materials:

1. Dimensional Lumber and Timbers:
a. Maximum Moisture Content at Initial Use: As indicated on the Drawings b. Species: As indicated on the Drawings.
c. Grade: As indicated on the Drawings.

D. Maximum Moisture Content “at Initial Use” shall be that point at which nails, screws, bolts, shear plates or other fasteners or the holes for said fasteners are placed in the wood.

E. All dimension lumber is assumed to be enclosed in the dry building envelope in the final service condition, unless noted otherwise, and dried to moisture content less than 19% at time of installation.

F. All studs, plates, joists, rafters and beams 3x and thicker shall be free of heart center in accordance with the specified grading standards.

2.04 DIMENSION LUMBER FOR EXPOSED EXTERIOR APPLICATIONS A. Submit manufacturer's certificate that products meet or exceed specified requirements, in lieu of grade stamping.

B. Sizes: Size to conform to rules of governing standard. Sizes shown are nominal unless otherwise noted.

C. Materials:

1. Dimensional Lumber and Timbers:
a. Maximum Moisture Content at Initial Use: As indicated on the Drawings. b. Species: As indicated on the Drawings.
c. Grade: As indicated on the Drawings.

D. All studs, plates, joists, rafters and beams 3x and thicker shall be free of heart center in accordance with the specified grading standards.

2.05 SHOP-FABRICATED STRUCTURAL WOOD
A. At Contractor's option, shop-fabricated structural wood may be substituted for concealed dimension lumber and timbers.

B. Shop-fabricated structural wood: Factory fabricated beams, headers, and columns, of sizes and types indicated on drawings; structural capacity as published by manufacturer.

1. Columns: Use laminated veneer lumber, laminated strand lumber, or parallel strand lumber with manufacturer's published modulus of elasticity, E: 1,800,000 psi, minimum.

2. Beams: Use laminated veneer lumber, laminated strand lumber, or parallel strand lumber with manufacturer's published modulus of elasticity, E: 1,800,000 psi, minimum.

3. Headers Not Longer Than 48 inches: Use laminated veneer lumber, laminated strand lumber, or parallel strand lumber.

4. Products:
a. Boise Cascade Company: www.bc.com.
b. RedBuilt LLC: www.redbuilt.com.
c. Weyerhaeuser Company: www.weyerhaeuser.com.
d. Substitutions: See Section 01 60 00 - Product Requirements.

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2.06 WOOD SHEATHING
A. Floor Sheathing : PS 1 or PS 2 APA rated sheathing.

1. Thickness and Type: As indicated on Drawings.

2. Glue: Exterior

3. Edges: Tongue and groove.

B. Roof Sheathing : PS 1 or PS 2, APA rated sheathing.

1. Thickness and Type: As indicated on Drawings.

2. Glue: Exterior

3. Edges: Square.

C. Wall Sheathing : PS 1 or PS 2, APA rated sheathing.

1. Thickness and Type: As indicated on Drawings.

2. Glue: Exterior

3. Edges: Square.

D. Communications and Electrical Room Mounting Boards: PS 1 A-D plywood, or medium density fiberboard; 3/4 inch thick; flame spread index of 25 or less, smoke developed index of 450 or less, when tested in accordance with ASTM E84.

E. Other Applications:

1. Where indicated on the Architectural Drawings as interior wall backing behind tile and in all toilet rooms behind sheet rock, to be C-C APA rated sheathing with exterior glue.

Thickness shall be 5/8-inch at all locations.

2. Flooring: C-C APA Performance rated tongue and groove with exterior glue. Thickness type and grade shall be as indicated on the Drawings.

3. Plywood Concealed From View But Located Within Exterior Enclosure: PS 1, C-C Plugged or better, Exterior grade.

4. Plywood Exposed to View But Not Exposed to Weather: PS 1, A-D, or better.

5. Other Locations: PS 1, C-D Plugged or better.

2.07 ACCESSORIES
A. Rough Hardware Fastenings and Connections: All types including bolts, lag screws, nails, spikes, screws, washers and other rough hardware, of kinds that may be purchased and that require no further fabrication, shall be furnished and installed for all finish and rough carpentry and shall conform to NDS Standards and dimensions. All hardware exposed to weather shall be hot-dipped galvanized per ASTM A153 Standards. All nails used into pressure treated lumber shall be hot-dipped galvanized per ASTM A153 or stainless steel.

1. Common wire nails or spikes shall be used unless noted otherwise on the Drawings. Box nails and sinker nails are not permitted. Vinyl coating is permitted on nails when not exposed to weather. Nails and staples shall conform to requirements of CBC.

2. Bolts: Bolt material shall conform to ASTM A307, Grade A. Bolt dimensions shall conform to ANSI/ASME B18.2.1 with hex head of sizes indicated.

3. Lag Screws: Lag screws shall conform to ASTM 307, Grade A. All lag screws shall have hex heads where exposed.

4. Washers: Standard flat washers shall conform to ANSI B18.22.1, Type A, Wide Pattern.

Steel plate washers shall be Simpson BP or BPS or equivalent. Malleable iron washers shall be standard malleable iron washers.

5. Power-Actuated Fasteners: Tempered steel pins with special corrosive resistant plating or coating. Pins shall have guide washers to accurately control penetration. Fastening shall be accomplished by low-velocity piston-driven power activated tool. Pins and tool shall be as Buehler Engineering
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Rough Carpentry SECTION 06 10 00-6
manufactured by Hilti Fastening Systems or equivalent. See Drawings for size, type and embedment.

6. Expansion Anchors: See Drawings for expansion anchors to concrete and to masonry.

7. Adhesive Anchors: See Drawings for adhesive anchors to concrete and to masonry.

8. Fabricated Metal Timber Framing Connectors: Connectors shall be punched for nailing and bolting. Nails and nailing shall conform to the manufacturer's instructions with a nail provided for each punched hole. All connectors must have specific ICC approval. Types as noted on Drawings are Simpson Strong-Tie. Hardware suppliers other than Simpson shall submit a comparative material list itemizing product designation, load rating and supported member size for review by the enforcement agency and the Structural Engineer. a. For contact with preservative treated wood in exposed locations, provide minimum G185 galvanizing complying with ASTM A653.

9. Steel Connections and Brackets: ASTM A36 weldable quality, galvanize per ASTM A123 or ASTM A666, Type 304 stainless steel where indicated on the Drawings. a. Fabricate steel hardware and connections with joints neatly fitted, welded, and ground smooth
b. Welding: Perform welding in accordance with AWS D1.1.

10. Anchor Bolts: ASTM F3125, Type 1 heavy hex high strength bolts and ASTM A563 nuts; hot-dip galvanized to meet requirements of ASTM A153, matching washers.

B. Building Paper: Fed. Spec. UU-B-790a, Type I, Grade B (15 lb. min. unless noted elsewhere).

C. Subfloor Adhesives: Gap-filling construction adhesive for bonding wood structural panels to wood-based floor system framing; complying with ASTM D3498.

D. General Purpose Construction Adhesives: Comply with ASTM C557.

2.08 FACTORY WOOD TREATMENT
A. Treated Lumber and Plywood: Comply with requirements of AWPA U1 - Use Category System for wood treatments determined by use categories, expected service conditions, and specific applications.

1. Fire-Retardant Treated Wood: Mark each piece of wood with producer's stamp indicating compliance with specified requirements.

2. Preservative-Treated Wood: Provide lumber and plywood marked or stamped by an ALSC-accredited testing agency, certifying level and type of treatment in accordance with AWPA standards.

B. Preservative Treatment:

1. All wood in contact with concrete or masonry shall be preservative treated.

2. Preservative Pressure Treatment of Lumber Above Grade: AWPA U1, Use Category UC3B, Commodity Specification A using waterborne preservative. a. Kiln dry lumber after treatment to maximum moisture content of 19 percent.

3. Preservative Pressure Treatment of Plywood Above Grade: AWPA U1, Use Category UC2 and UC3B, Commodity Specification F using waterborne preservative. a. Kiln dry plywood after treatment to maximum moisture content of 19 percent.

4. Preservative Pressure Treatment of Lumber in Contact with Soil: AWPA U1, Use Category UC4A, Commodity Specification A using waterborne preservative. a. Preservative for Field Application to Cut Surfaces: As recommended by manufacturer of factory treatment chemicals for brush-application in the field. b. Restrictions: Do not use lumber or plywood treated with chromated copper arsenate (CCA) in exposed exterior applications subject to leaching.

3.01 PREPARATION
A. Inspection:

1. Prior to all work of this Section, carefully inspect the installed work of all other trades and verify that all such work is complete to the point where this installation may properly proceed.

2. Verify that rough carpentry may be performed in strict accordance with the original design and all pertinent codes and regulations.

B. Discrepancies: In the event of discrepancy, immediately notify Architect. Do not proceed with installation in areas of discrepancy until all such discrepancies have been fully resolved.

C. Coordinate installation of rough carpentry members specified in other sections.

3.02 INSTALLATION - GENERAL
A. Protect all work in progress and all work installed, as well as the work of all other trades. Any work damaged as a result of the work under this section shall be corrected to its original condition or replaced if directed by the Architect at no increase in cost to the Owner.

B. Ventilation: Contractor shall include all labor and materials necessary to provide ventilation requirements of roof overhangs, eaves, attics, and all other components of the building required by codes to be ventilated. Work shall include removing knock-outs in wood I-joists for cross ventilation, drilling of blocking, wood sheathing, and other wooden components of the structure necessary to comply with requirements of the CBC for ventilation of buildings.

C. Select material sizes to minimize waste.

D. Reuse scrap to the greatest extent possible; clearly separate scrap for use on site as accessory components, including: shims, bracing, and blocking.

E. General: All rough carpentry shall produce joints true, tight, and well nailed with all members assembled in accordance with the Drawings and with all pertinent codes and regulations.

F. Selection of Lumber Pieces: Carefully select all members. Select individual pieces so that knots and obvious defects will not interfere with placing bolts or proper nailing or making proper connections. Cut out and discard all defects which will render a piece unable to serve its intended function.

G. Lumber may be rejected by the Architect, whether or not it has been installed, for excessive warp, twist, bow, crook, mildew, fungus, or mold, as well as for improper cutting and fitting.

H. Shimming: do not shim any framing component.

I. Care shall be taken that notching and boring of members is in strict conformance with the Drawings and that there are no over-cuts.

J. Where treated wood is used on interior, provide temporary ventilation during and immediately after installation sufficient to remove indoor air contaminants.

3.03 INSTALLATION - FRAMING AND ROUGH CARPENTY
A. Set structural members level, plumb, and true to line. Discard pieces with defects that would lower required strength or result in unacceptable appearance of exposed members.

Buehler Engineering
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B. Make provisions for temporary construction loads, and provide temporary bracing sufficient to maintain structure in true alignment and safe condition until completion of erection and installation of permanent bracing.

C. Sills: Shall be in long lengths of sizes shown, fastened with anchor bolts as indicated, a minimum of two anchor bolts per piece. Place steel plate washers (but not standard flat or malleable iron washers) under nuts bearing on wood. Set sills level and true.

D. Studs, Posts and Columns: Shall be full length. Corners shall be as detailed. Partitions or walls containing plumbing, heating or other piping shall be so formed as to give proper clearance for materials. Cut members as required to provide full bearing at ends. Connect to structure as indicated.

E. Plates: Shall be full length of wall segment or 12-foot minimum and spliced as shown.

F. Joists and Beams: Shall be full span length and spliced over bearings unless shown otherwise.

Install with crown side up. Beams or headers indicated to be built up of two or more joists shall be fabricated on the job using full length members. For two piece 2x members, stitch nail pieces together with 16d common nails spaced not over 12 inches c.c. and staggered. Clinch nails protruding through members. For three or more piece members, stitch bolt pieces together with ½" bolts spaced not over 12 inches c.c. and staggered.

1. Provide double joists and headers at all openings through roof unless otherwise shown on Drawings.

2. Provide typical headers at all openings through walls where one or more studs are required to be cut. For penetration through walls narrower than stud spacing, provide solid blocking on all sides for fastening finish materials.

3.04 INSTALLATION - BLOCKING, NAILERS, AND SUPPORTS
A. Blocking: Blocking shall be same thickness and width of studs or joists unless shown otherwise. Blocking shall not be spaced over 8'-0" c.c. Install fire blocking in accordance with CBC. Horizontal fire blocking in walls shall be placed at floor lines and ceiling lines unless noted otherwise. Install blocking at all sheathing joints where noted on the Drawings. Install wall width full height solid blocking at floor joists beneath all posts in walls. Blocking shall be installed around all wall, floor and roof penetrations.

B. Provide the following specific nonstructural framing and blocking:

1. Cabinets and shelf supports.

2. Wall brackets.

3. Handrails.

4. Grab bars.

5. Towel and bath accessories.

6. Wall-mounted door stops.

7. Chalkboards and marker boards.

8. Wall paneling and trim.

9. Joints of rigid wall coverings that occur between studs.

3.05 INSTALLATION - SHEATHING
A. Wood Sheathing: Install to pattern indicated and provide blocking at joints where noted on the Drawings. Center all joints over bearing supports. Nail to framing as indicated. Install wood sheathing with face plies perpendicular to joists unless indicated otherwise. Wall wood sheathing shall continue uninterrupted by ceilings or soffit from floor to floor or floor to roof unless specifically detailed on the Structural Drawings.

Buehler Engineering
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3.06 INSTALLATION - FASTENERS
A. Nailing: Except as otherwise indicated on Drawings or specified, all nailing shall be as required by CBC Table 2304.10.2 - Fastening Schedule.

1. Nails or Spikes shall be common wire unless noted otherwise. Penetration of nails or spikes shall be one-half the length of the nail or spike into the piece receiving the point.

However, to connect pieces 2" in thickness, 16d nails shall be used unless noted otherwise.
a. Bore holes for nails wherever necessary to prevent splitting. b. Use finish or casing for finish work.
c. Use of machine nailing is subject to a satisfactory installation of nails. Minimum edge distances shall be maintained. Nails installed through sheathing with nail guns shall not penetrate into the outer plies deeper than hand nailing. Submittal of guns and nails is required.
d. All nailing into Pressure-Treated lumber shall utilize hot-dipped zinc coated galvanized nails or stainless steel nails per CBC.

B. Bolts and Lag Screws: Bolts shall be sizes indicated on Drawings. Holes for bolts shall be 1/16- inch larger than the bolt diameter. Malleable, Steel plate or standard flat washers shall be used where heads or nuts would otherwise bear directly on wood surfaces. Malleable or plate washers shall be used on all anchor bolts. Cut washers are not permitted. Lag screws shall be screwed (not driven) into place. For the shank, holes shall be bored the same depth and diameter as shank. For threaded portion, holes shall be pre-drilled to 50% of the shank diameter, except as follows:

1. 7/8” Diameter Lag Screw: Pre-Drill 1/2” diameter hole.

2. 1” Diameter Lag Screw: Pre-Drill 5/8” diameter hole.

3. Soap Lag screws prior to installation.

4. Tighten all bolts and screws before closing in.

C. Framing Devices: Install according to the manufacturer’s instructions unless otherwise noted.

3.07 INSTALLATION, MISCELLANEOUS
A. Install all items under other sections specified to be furnished and installed in other sections which relate to the rough carpentry work.

B. Miscellaneous Carpentry Work not included under other sections but, indicated or required yet not specified elsewhere shall be furnished and installed hereunder, including appropriate fastening devices. Contractor shall provide miscellaneous carpentry work for all sections and divisions of work identified.

C. Wood Furring, Stripping: Install as shown or required to provide nailing materials or passage of pipes, conduits, etc., not otherwise accommodated including ceiling stripping for gypsum drywall construction.

D. Bridging: Space not over 8'-0" c.c. for spans over 16'-0". Joists 8 inches or less in depth shall not require bridging unless specifically indicated.

E. Solid Wood Backing: Solid wood backing shall be provided for all wall and ceiling finishes and for supporting of mounted items for all trades, including but not limited to metal toilet partitions, toilet room accessories, frames, cabinets, casework, mirrors, trim, applied wall finishes, athletic equipment, food service equipment, piping, conduit, ducts, etc. Contractor shall coordinate placement of backing and supports with Subcontractor supplying mounted items.

Buehler Engineering
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Rough Carpentry SECTION 06 10 00-10
F. Building Paper: Install in all locations indicated except where included in other sections of the specifications.

G. Cant Strips and Crickets: Shape to sizes shown. Rigidly fasten to construction. Form neat mitered corners.

H. Wood Sheathing Backing: All toilet rooms, restrooms, single or joint occupancy shall have all walls backed with 5/8-inch thick wood sheathing with no surface voids. Install sheathing between the framing members and wallboard. The same wood sheathing shall also be provided and installed at all tile locations. At tile locations wood sheathing shall be installed between the framing members and the resin-cement backing board.

I. Wood Curbs for Equipment: Construct all wood curbs for roof mounted equipment as detailed.

Provide all miscellaneous blocking, bracing, supports, and other wood items as shown or required to complete the work.

J. Plywood Backing for Electrical, telephone, and similar types of wall mounted equipment shall be provided hereunder where required. Plywood shall be 3/4-inch thick exterior A-C plywood with 'A' face exposed.

K. Fire/Draft Stops: Construct fire and drafts stops in furred attic spaces where indicated or required by CBC code. Unless otherwise indicated on Drawings construct of not less than 5/8- inch Type 'X' gypsum wallboard or ½" wood sheathing, adequately supported by 2x4’s at 24 inches c.c., braced diagonally to the roof structure. Draft stop and installation work shall conform to code requirements.

L. Shoring and Bracing: Shore or brace for temporary support of all work as required during the construction period except any shoring and bracing specified and included under other sections of these specifications.

Temporary Enclosures: Provide and maintain all barricades and enclosures required to protect the work in progress.

M. Protect all work in progress and all work installed, as well as the work of all other trades. Any work damaged as a result of the work under this section shall be corrected to its original condition or replaced if directed by the Architect at no increase in cost to the Owner.

N. Ventilation: Contractor shall include all labor and materials necessary to provide ventilation requirements of roof overhangs, eaves, attics, and all other components of the building required by codes to be ventilated. Work shall include removing knock-outs in wood I-joists for cross ventilation, drilling of blocking, wood sheathing, and other wooden components of the structure necessary to comply with requirements of the CBC for ventilation of buildings.

3.08 SITE APPLIED WOOD TREATMENT
A. Apply preservative treatment compatible with factory applied treatment at site-sawn cuts, complying with manufacturer's instructions.

B. Allow preservative to dry prior to erecting members.

3.09 TOLERANCES
A. Framing Members: 1/4 inch from true position, maximum.

B. Surface Flatness of Floor: 1/8 inch in 10 feet maximum, and 1/4 inch in 30 feet maximum.

C. Variation from Plane, Other than Floors: 1/4 inch in 10 feet maximum, and 1/4 inch in 30 feet maximum.

Buehler Engineering
Group 4 Project No. 23604-01 CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Bac
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Rough Carpentry SECTION 06 10 00-11

3.10 FIELD QUALITY CONTROL
A. See Section 01 40 00 - Quality Requirements for additional requirements.

3.11 CLEANING
A. Waste Disposal: See Section 01 74 19 - Construction Waste Management and Disposal.

1. Comply with applicable regulations.

2. Do not burn scrap on project site.

3. Do not burn scraps that have been pressure treated.

4. Do not send materials treated with pentachlorophenol, CCA, or ACA to co-generation facilities or “waste-to-energy” facilities.

B. Do not leave wood, shavings, sawdust, etc. on the ground or buried in fill.

C. Prevent sawdust and wood shavings from entering the storm drainage system.

END OF SECTION

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Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Back Check Submission November 01, 2024 MISCELLANEOUS ROUGH CARPENTRY 06 1053-1
SECTION 06 1053 MISCELLANEOUS ROUGH CARPENTRY
PART 1 - GENERAL

1.1 RELATED DOCUM
ENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.

1.2 SECTION INCLUDES
A. Rooftop equipment bases and support curbs.

B. Plywood backing panels.

C. Fire treatment as required.

1.3 RELATED SECTIONS
A. Section 06 2000 Finish Carpentry.

1.4 ACTION SUBMITTALS
A. Product Data: For each type of process and factory-fabricated product. Indicate component materials and dimensions and include construction and application details.

1. For products receiving a waterborne treatment, include statement that moisture content of treated materials was reduced to levels specified before shipment to Project site.

2. Include copies of warranties from chemical treatment manufacturers for each type of treatment.

B. Research/Evaluation Reports: For the following, showing compliance with 2022 CBC:

1. Power-driven fasteners.

2. Powder-actuated fasteners.

3. Expansion anchors.

4. Metal framing anchors.

1.5 DEFINITIONS
A. Dimension Lumber: Lumber of 2-inches nominal (38 mm actual) or greater but less than 5- inches nominal (114 mm actual) in least dimension.

B. Lumber grading agencies, and the abbreviations used to reference them, include the following:

1. NLGA - National Lumber Grades Authority.

2. WCLIB: West Coast Lumber Inspection Bureau.

3. WWPA: Western Wood Products Association.

1.6 QUALITY ASSURANCE
A. Manufacturer
Qualifications: A qualified manufacturer that is certified for chain of custody by an FSC-accredited certification body.

B. Forest Certification: Provide components made with not less than 50 percent of wood products obtained from forests certified by an FSC-accredited certification body to comply with FSC STD-01-001, "FSC Principles and Criteria for Forest Stewardship."

1. Dimension lumber framing.

2. Miscellaneous lumber.

1.7 DELIVERY, STORAGE, AND HANDLING
A. Stack lumber flat with spacers between each bundle to provide air circulation. Provide for air circulation around stacks and under coverings.

B. Deliver interior wood materials that are to be exposed to view only after building is enclosed and weatherproof, wet work other than painting is dry, and HVAC system is operating and maintaining temperature and humidity at occupancy levels.

PART 2 - PRODUCTS

2.1 FIRE RETARDANT TREATMENT OF WOOD
A. Fire-Retardant-Treated Wood: Pressure impregnate lumber and plywood where indicated with fire-retardant chemicals to comply with AWPA U1 Section A for lumber and U1 Section F for plywood; identify "fire-retardant-treated wood" with appropriate classification marking of UL, Inc., U.S. Testing, Timber Products Inspection, Inc. or other testing and inspecting agency acceptable to authorities having jurisdiction.

B. Use fire retardant chemicals free of halogens, formaldehyde, ammonium phosphate, and sulfates.

C. Current Evaluation/Research Reports: Provide fire-retardant-treated wood for which a current model code evaluation/research report exists that is acceptable to authorities having jurisdiction and that evidences compliance of fire-retardant treated wood for application indicated.

D. For interior locations use fire-retardant chemical formulation that produces treated lumber and plywood with the following properties under conditions present after installation:

1. No reduction takes place in bending strength, stiffness, and fastener holding capacities below values published by manufacturer of chemical formulation that are based on tests by a qualified independent testing laboratory of treated wood products identical to those indicated for this Project under elevated temperature and humidity conditions simulating installed conditions.

2. No other form of degradation occurs due to acid hydrolysis or other causes related to manufacture and treatment.

3. No corrosion of metal fasteners results from their contact with treated wood.

4. No reduction takes place in bending strength, stiffness, and fastener holding capacities below values
published by manufacturer of chemical formulation that are based on tests by a qualified independent testing laboratory of treated wood products identical to those indicated for this Project under elevated temperature and humidity conditions simulating installed conditions.

5. No other form of degradation occurs due to acid hydrolysis or other causes related to manufacture and treatment.

6. No corrosion of metal fasteners results from their contact with treated wood.

E. Inspect each piece of treated lumber or plywood after drying and discard damaged or defective pieces.

2.2 WOOD PRODUCTS
A. Lumber: DOC PS 20 and applicable rules of grading agencies indicated. If no grading agency is indicated, provide lumber that complies with the applicable rules of any rules- writing agency certified by the ALSC Board of Review. Provide lumber graded by an agency certified by the ALSC Board of Review to inspect and grade lumber under the rules indicated.

1. Factory mark each piece of lumber with grade stamp of grading agency.

2. For exposed lumber indicated to receive a stained or natural finish, mark grade stamp on end or back of each piece or omit grade stamp and provide certificates of grade compliance issued by grading agency.

3. Where nominal sizes are indicated, provide actual sizes required by DOC PS 20 for moisture content specified. Where actual sizes are indicated, they are minimum dressed sizes for dry lumber.

4. Provide dressed lumber, S4S, unless otherwise indicated.

2.3 MISCELLANEOUS LUMBER
A. For items of dimension lumber size, provide Construction or No. 2 grade lumber with 19 percent maximum moisture content of any species.

B. For exposed boards, provide lumber with 19 percent maximum moisture content and any of the following species and grades:

1. Hem-fir or hem-fir (north), Construction or No. 2 Common grade; NLGA, WCLIB, or WWPA.

C. For concealed boards, provide lumber with 19 percent maximum moisture content and the following species and grades:

1. Western woods, Standard or No. 3 Common grade; WCLIB or WWPA.

2.4 PLYWOOD BACKING PANELS
A. Telecommunications and Electrical Equipment Backing Panels: AWPA Standard C27 for Type A use and Standard DB-90 free from defects, fire-retardant treated and bearing the Underwriters Laboratories label, or stamp, attesting to the FRS rating, in size indicated or, if not indicated, not less than 8 by 4 by 3/4-inch nominal.

1. Provide kiln-dried plywood with maximum moisture content of 15 percent or less.

2. Underwriters Laboratories FRS Rating:
a. Surface-Burning Characteristics: ASTM E84.
1) Flame-Spread Index: 25 or less.

Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Back Check Submission November 01, 2024 MISCELLANEOUS ROUGH CARPENTRY 06 1053-4
2) Smoke Developed: 25 or less.

3. The fire-re
tardant chemicals used shall be halogen and sulfate free.

4. Provide plywood that meets the surface burning characteristics testing requirements of NFPA 255.

5. Do not paint backing panels unless approved by authorities having jurisdiction. Mask UL markings so that they remain visible after painting is complete.

2.5 FASTENERS
A. General: Provide fasteners of size and type indicated that comply with requirements specified in this Article for material and manufacture.

1. Where carpentry is exposed to weather, in ground contact, pressure-preservative treated, or in area of high relative humidity, provide fasteners with hot-dip zinc coating complying with ASTM A153/A153M.

B. Nails: ASTM F1667.

C. Power-Driven Fasteners: NES NER-272.

D. Screws for Fastening to Cold-Formed Metal Framing: ASTM C954, except with wafer heads and reamer wings, length as recommended by screw manufacturer for material being fastened.

E. Bolts: Steel bolts complying with ASTM A307, Grade A (ASTM A153/A153M, Property Class 4.6); with ASTM A563 hex nuts and, where indicated, flat washers.

F. Expansion Anchors: Anchor bolt and sleeve assembly of material indicated below with capability to sustain, without failure, a load equal to 6 times the load imposed when installed in unit masonry assemblies and equal to 4 times the load imposed when installed in concrete as determined by testing per ASTM E488/E488M conducted by a qualified independent testing and inspecting agency.

PART 3 - EXECUTION

3.1 INSTALLATION, GENERAL
A. Set carpentry to required levels and lines, with members plumb, true to line, cut, and fitted.

Fit carpentry to other construction; scribe and cope as needed for accurate fit. Locate nailers, blocking, grounds, and similar supports to comply with requirements for attaching other construction.

B. Framing Standard: Comply with AF&PA's (American Forest and Paper Association) "Details for Conventional Wood Frame Construction," unless otherwise indicated.

C. Metal Framing Anchors: Install metal framing to comply with manufacturer's written instructions.

D. Do not splice structural members between supports, unless otherwise indicated.

1. Provide metal clips for fastening gypsum board or lath at corners and intersections where framing or blocking does not provide a surface for fastening edges of panels.

Space clips not more than 16-inches (406 mm) oc.

F. Sort and select lumber so that natural characteristics will not interfere with installation or with fastening other materials to lumber. Do not use materials with defects that interfere with function of member or pieces that are too small to use with minimum number of joints or optimum joint arrangement.

G. Comply with AWPA M4 for applying field treatment to cut surfaces of preservative-treated lumber.

1. Use inorganic boron for items that are continuously protected from liquid water.

2. Use copper naphthenate for items not continuously protected from liquid water.

H. Securely attach carpentry work to substrate by anchoring and fastening as indicated, complying with the following:

1. NES NER-272 for power-driven fasteners.

2. Table 2301.9.1, "Fastening Schedule," in CBC.

3.2 PLYWOOD BACKBOARD INSTALLATION
A. Keep plywood dry at all times during transit, storage (on site) and installation. If plywood does become wet, either replace plywood or dry plywood to maximum 15 percent moisture content prior to installation.

B. Install plywood onto the walls using fasteners appropriate for the wall type (e.g., concrete anchors for a concrete wall).

C. Install plywood such that the fire rated symbol/marking is clearly visible.

D. Install plywood onto the walls as shown on Drawings. If not noted, then install plywood from 6 inches to 102 inches, AFF.

E. Install electrical and telecommunication outlets flush to the plywood backboard.

F. Paint plywood with a bright (white) low-gloss paint where permitted by authorities having jurisdiction. Mask the plywoods fire rated symbol such that the symbol is still visible after painting.

3.3 CLEANING
A. Construction Waste Management: Manage construction waste in accordance with provisions of Section 01 7419 Construction Waste Management and Disposal.

END OF SECTION 06 1053
Group 4 Architecture Research + Planning CITY OF SACRAMENTO Martin Luther King, Jr. Library Remodel Group 4 Project No. 23604-01 Back Check Submission November 01, 2024 MISCELLANEOUS ROUGH CARPENTRY 06 1053-6
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Buehler Engineering
Group 4 Project No. 23604-01 CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Bac
k Check Submission – November 01, 2024
Glued Laminated Construction SECTION 06 18 00-1
SECTION 06 18 00 - GLUED-LAMINATED CONSTRUCTION

PART 1 GENERAL

1.01 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.

1.02 SECTION INCLUDES
A. Glue laminated wood beams and blocking.

B. Preservative treatment of wood.

1.03 RELATED REQUIREMENTS
A. Section 01 61 16 - Volatile Organic Compound (VOC) Content Restrictions.

B. Section 06 10 00 – Rough Carpentry.

1. AITC 117 - Standard Specifications for Structural Glued Laminated Timber of Softwood Species.

2. AITC A190.1 - American National Standard for Wood Products - Structural Glued Laminated Timber.

3. ASTM D2559 - Standard Specification for Adhesives for Bonded Structural Wood Products for Use Under Exterior Exposure Conditions.

4. ASTM D3737 - Standard Practice for Establishing Allowable Properties for Structural Glued Laminated Timber (Glulam).

5. ASTM E84 - Standard Test Method for Surface Burning Characteristics of Building Materials.

6. AWPA U1 - Use Category System: User Specification for Treated Wood.

7. FM (AG) - FM Approval Guide Current Edition.

8. NDS – National Design Specification for Wood Construction

9. WCLIB - Standard Grading Rules for West Coast Lumber No. 17.

10. WWPA - Western Lumber Grading Rules.

1.05 SUBMITTALS
A. See Section 01 30 00 - Administrative Requirements, for submittal procedures.

B. Product Data: Provide technical data on wood preservative materials, application technique and resultant performance information.

C. Shop Drawings: Indicate framing system, sizes and spacing of members, loads and cambers, bearing and anchor details, bridging and bracing, and framed openings.

Buehler Engineering
Group 4 Project No. 23604-01 CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Bac
k Check Submission – November 01, 2024
Glued Laminated Construction SECTION 06 18 00-2

1. Show large scale details of connections, connectors and other accessories.

2. Indicate species and laminating combination, adhesive type, and other variables in required work.

D. Manufacturer's Qualification Statement.

1.06 QUALITY ASSURANCE
A. Manufacturer/Fabricator Qualifications: Company specializing in manufacture of glue laminated structural units with three years of documented experience and certified by AITC in accordance with AITC A190.1.

B. Each structural glued-laminated member shall be stamped with an identifying mark. Mark shall include all pertinent data, such as grade and species of lumber, type of glue, extremes of moisture content and other such information as may be required.

1.07 DELIVERY, STORAGE, AND HANDLING
A. Deliver undamaged products to site in manufacturer's protective wrappings with legends intact.

Store on site secure from weather, soil and physical damage.

B. Transport, handle and store in strict accordance with the manufacturer's recommendations. Use padded, non-marring slings.

C. Architectural Appearance Grade members shall be shipped, handled and stored with complete weather and damage protection wrapping. Maintain wrappings in place until immediately prior to deck installation.

D. Industrial Appearance Grade glued laminated timber members shall be wrapped in a water resistant covering during transit. Contractor shall be responsible for protection during hauling and unloading at job site.

E. Protect members to AITC requirements for not wrapped.

F. Leave individual wrapping in place until finishing occurs.

PART 2 PRODUCTS

2.01 GLUED-LAMINATED UNITS
A. Glued-Laminated Units: Fabricate in accordance with AITC 117 Industrial grade.

1. Verify dimensions and site conditions prior to fabrication.

2. Cut and fit members accurately to length to achieve tight joint fit.

3. Fabricate member with camber built in.

4. Do not splice or join members in locations other than those indicated without permission from the Architect and Structural Engineer of Record.

5. After end trimming, seal with penetrating sealer in accordance with AITC requirements.

2.02 MATERIALS
A. Lumber:

1. Lumber used for laminating structural members shall be well manufactured and shall conform to requirements of WCLIB Standard Grading and Dressing Rules No. 17, or WWPA - Western Lumber Grading Rules. Such lumber shall be inspected, identified by Buehler Engineering
Group 4 Project No. 23604-01 CITY OF SACRAMENTO – Martin Luther King, Jr. Library Remodel Bac
k Check Submission – November 01, 2024
Glued Laminated Construction SECTION 06 18 00-3
individual piece, and certified as meeting requirements of said standard specifications by an approved lumber grading agency. It is assumed that each lamination is graded on basis of requirement for nominal size of individual lamination. When lumber is resawn, it shall be regraded on basis of new size.

B. Type: Glued Laminated Timber Protected from Weather

1. Species: Douglas Fir or Western Larch

2. Stress Grade: AITC Combination 24F-V4 for simple beams and blocking, 24F-V8 for cantilever or continuous beams.

3. Extreme fiber bending - Fb = 2400 psi

4. Adhesives: Wet use

5. Appearance Grade: AITC Industrial for concealed conditions, Architectural appearance at exposed conditions.

6. Preservative Treatment: Portions of beams exposed to weather shall be preservative treated.

7. Laminations: Provide outer tension laminations or proof load testing as required by ANSI/AITC A190.1.

8. Sealing: Shop seal all surfaces with 2 coats of clear penetrating sealer.

C. Laminating Adhesive: Tested for wet/exterior service in accordance with ASTM D2559.

2.03 WOOD TREATMENT
A. Factory-Treated Lumber: Comply with requirements of AWPA U1 - Use Category System for pressure impregnated wood treatments determined by use categories, expected service conditions, and specific applications.

B. Preservative Pressure Treatment:

1. Preservative Pressure Treatment of Glued-Laminated Structural Units: AWPA U1, Use Category UC3B, Commodity Specification F using waterborne preservative to 0.25 lb/cu ft retention.
a. Kiln dry lumber after treatment and before lamination to maximum moisture content of 19 percent.

2. Marking: Marked each piece with stamp of an ALSC-accredited testing agency, certifying level and type of treatment in accordance with AWPA standards.

C. Surface-Applied Wood Preservative: As specified in Section 06 10 00.

D. Shop treat wood materials in accordance with manufacturer's instructions.

2.04 FABRICATION
A. Fabricate glue laminated structural members in accordance with AITC.

Sacramento City CouncilFebruary 4, 2025

Sacramento City Council
February 4, 2025