6-2.1 Order of Work. The work to be done shall consist of furnishing all labor, equipment and materials, and performing all operations necessary to complete the Work as shown or specified on the Contract Documents. The work descriptions in this section are an overview only and shall not relieve the Contractor from its responsibilities to conduct all coordination and perform the Work in accordance with the Contract Documents. The Contractor shall conduct the following general work activities:
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1. Submit construction schedule, schedule of values, working drawings, submittals, shop drawings, sewer bypass plan, groundwater dewatering plan, and force main dewatering plan. Secure necessary permits and approvals in accordance with the Contract Documents.
2. Secure laydown/staging areas including any off -site staging area(s) if necessary. See Appendix A.
3. Conduct surveying and staking of pipeline alignments, locations of appurtenances, limits of right -of-way or easements and pre -construction video and photographs. Conduct Underground Service Alert (DigAlert) notification and utility mark -out. Mobilize labor force, materials and equipment for subsequent phases of Work and install temporary facilities, including the temporary pedestrian detour for access to lagoon trail, BMPs, traffic control and excavation safety measures.
4. Pothole all utilities that cross or parallel (within 5 feet of) planned excavations and immediately notify the Engineer of any potential conflicts. Submit potholing data in accordance with Section 2-5.3. Pavement saw-cutting or excavation shall not commence at any construction heading until the project alignments have been staked and existing utilities have been potholed and confirmed by the Contractor to have no conflict with the Work.
5. Permit, furnish, install, test and operate temporary sewer bypass system.
6. Permit, demolish, furnish, install structure for the new generator and control building.
7. Demolish the existing generator, electrical control systems, meter and components.
8. Demolish the existing wet well top slab, wet well and valve vault mechanical piping and appurtenances.
9. Install the new wet well top slab.
10. Install the new wet well and valve vault mechanical piping and appurtenances.
11. Install and complete wet well liner repairs.
12. Install the new electrical control systems, meter pedestal, and emergency generator.
13. Remove temporary sewer bypass and restore sewer force main flow.
14. Install landscape planting and irrigation systems.
15. Remove and replace existing asphalt concrete pavement and concrete walk.
16. Install final miscellaneous items , safety hatch railing, remove temporary pedestrian detour, and complete site restoration.
17. Final inspections and close out.
6-2.2 Construction Phasing . The construction phase guidelines and order of work are provided for the Contractor’s use in developing the construction schedule and a Work Plan that describes the labor, materials, equipment and procedures to conduct the Work . The phasing guidelines listed herein are not intended to be a complete list of all construction activities and shall not relieve the Contractor from its responsibilities to coordinat e and perform the Work, revise the phasing descriptions, or to develop additional phases or revise the order of phasing as necessary to complete the Work in its entirety in accordance with the Contract Documents.
The Contractor shall develop a detailed Work Plan describing the materials, equipment and procedures for each phase of the Work and submit the Work Plan in accordance with Section 2-
5.3. The phasing shall be approved by the Engineer.
6-2.2.1 Phasing Criteria. The Contractor shall accommodate the following criteria into the construction schedule and Work Plan:
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1. All construction activities shall meet the scheduling restrictions identified in these specifications or as determined by the City during review of the Contractor’s Work Plan .
Refer to Section 6-2.
2. Contractor shall submit a Site Work Plan. The Work Plan shall identify staging areas; describe the methods for the protection of private improvements and existing utilities; and include a listing of materials and equipment and other pertinent details necessary to complete the work.
3. Contractor shall submit a temporary sewer bypass plan and an excavation shoring and dewatering plan.
4. Contractor shall maintain two traffic lanes , bike lane, and pedestrian sidewalk access through the project site outside of work hours , subject to approval of the Contractor’s traffic control plan submittal.
5. Contractor shall maintain access to the existing Agua Hedionda Lagoon trail, which includes the design, construction, and removal of a t emporary pedestrian pathway and staircase detour around the project site.
6. Contractor shall secure the project site perimeter with temporary chain link fencing.
7. Excavations must be backfilled or securely shored and plated at the end of each workday.
8. When water or fire service interruptions are necessary and approved, no customer shall be without water for longer than 8 hours. If a planned water service shutdown duration exceeds 8 hours, the Contractor shall submit a highline plan for approval and provide all highlining prior to the shutdown.
9. Excavations shall be backfilled and base paved within 3 working days of completing pipeline connections.
10. Site restoration shall be completed within ten working days of completion of construction of all improvements.
6-2.3 Project Meetings. The Engineer will establish the time and location of weekly Project Meetings. The Contractor’s Representative shall attend each Project Meeting. The Project Representative shall be the individual determined under Section 7 -6, “The Contractor’s Representative”. No separate payment for attendance of the Contractor, the Contractor’s Representative or any other employee or subcontractor or subcontractor’s employee at these meetings will be made. If the Contractor’s Representative cannot attend, the Contractor shall notify the Engineer a minimum of 24 hours prior to the start of the scheduled meeting. If the Contractor does not provide the required notification, the Contractor shall pay the Agency’s costs for staff and consultants that attended. The Contractor shall be charged a minimum of 2 hours of each attendee’s time via a deductive Change Order.
6-3 SUSPENSION OF WORK.
6-3.1 General. The Work may be suspended in whole or in part when determined by the Engineer that the suspension is necessary in the interest of the Agency. The Contractor shall comply immediately with any written order of the Engineer. Such suspension shall be without liability to the Contractor on the part of the Agency except as otherwise specified in Section 6-6.3.
6-3.2 Archaeological and Paleontological Discoveries. The Contractor shall coordinate with the Archaeological and Cultural Monitor during excavation activities.
If discovery is made of items of archaeological or paleon tological interest, the Contractor shall immediately cease excavation in the ar ea of discovery and shall not continue until ordered by
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the Engineer. When resumed, excavation operations within the area of discovery shall be as directed by the Engineer.
Discoveries which may be encountered may include, but not be limited to, dwelling sites, stone implements or other artifacts, animal bones, human bones, and fossils.
The Contractor shall be entitled to an extension and compensation in accordance with Section 6-6.
6-4 DEFAULT BY CONTRACTOR. If the Contractor fails to promptly begin procurement or delivery of material and equipment, to commence the Work within the time specified, to maintain the rate of delivery of material, to execute the Work in the manner and at such locations as specified, or fails to maintain the Work schedule which will insure the Agency’s interest, or, if the Contractor is not carrying out the intent of the Contract, the Agency may serve written notice upon the Contractor and the Surety on its Faithful Performance Bond demanding satisfactory compliance with the Contract.
The Contract may be canceled by the Board without liability for damage, when in the Board’s opinion the Contractor is not complying in good faith, has become insolvent, or has assigned or subcontracted any part of the Work without the Board’s consent. In the event of such cancellation, the Contractor will be paid the actual amount due based on Contract Unit Prices or lump sums bid and the quantity of the Work completed at the time of cancellation, less damages caused to the Agency by acts of the Contractor. The Contractor, in having tendered a Bid, shall be deemed to have waived any and all claims for damages because of cancellation of Contract for any such reason. If the Agency declares the Contract canceled for any of the above reasons, written notice to that effect shall be served upon the Surety. The Surety shall, within five (5) days, assume control and perform the Work as successor to the Contractor.
If the Surety assumes any part of the Work, it shall take the Contractor’s place in all respects for that part and shall be paid by the Agency for all work performed by it in accordance with the Contract. If the Surety assumes the entire Contract, all money due the Contractor at the time of its default shall be payable to the Surety as the Work progresses, subject to the terms of the Contract.
If the Surety does not assume control and perform the Work within 5 days after receiving notice of cancellation, or fails to continue to comply, the Agency may exclude the Surety from the premises. The Agency may then take possession of all material and equipment and complete the Work by Agency forces, by letting the unfinished Work to another Contractor, or by a combination of such methods. In any event, the cost of completing the Work shall be charged against the Contractor and its Surety and may be deducted from any money due or becoming due from the Agency. If the sums due under the Contract are insufficient for completion, the Contractor or Surety shall pay to the Agency within 5 days after the completion, all costs in excess of the sums due.
The provisions of this section shall be in addition to all other rights and remedies available to the Agency under law.
6-5 TERMINATION OF CONTRACT . The Board may terminate the Contract at its own discretion or when conditions encountered during the Work make it impossible or impracticable to proceed, or when the Agency is prevented from proceeding with the Contract by act of God, by law, or by official action of a public authority.
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6-6 DELAYS AND EXTENSIONS OF TIME.
6-6.1 General. If delays are caused by unforeseen events beyond the control of the Contractor, such delays will entitle the Contractor to an extension of time as provided herein, but the Contractor will not be entitled to damages or additional payment due to such delays, except as provided in 6 -6.3. Such unforeseen events may include war, government regulations, labor disputes, strikes, fires, floods, adverse weather or elements necessitating cessation of work, inability to obtain materials, labor or equipment, required extra work, or other specific events as may be further described in the Specifications.
No extension of time will be granted for a delay caused by the Contractor’s inability to obtain materials unless the Contractor furnishes to the Engineer documentary proof. The proof must be provided in a timely manner in accordance with the sequence of the Contractor’s operations and the approved construction schedule.
If delays beyond the Contractor’s control are caused by events other than those mentioned above, the Engineer may deem an extension of time to be in the best interest of the Agency.
The Contractor will not be entitled to damages or additional payment due to such delays, except as provided in Section 6-6.3.
If delays beyond the Contractor’s control are caused solely by action or inaction by the Agency, such delays will entitle the Contractor to an extension of time as provided in Section 6-6.2.
6-6.2 Extensions of Time. Extensions of time, when granted, will be based upon the effect of delays to the Work. They will not be granted for noncontrolling delays to minor portions of the Work unless it can be shown that such delays did or will delay the progress of the Work.
6-6.3 Payment for Delays to Contractor. The Contractor will be compensated for damages incurred due to delays for which the Agency is responsible. Such actual costs will be determined by the Engineer. The Agency will not be liable for damages which the Contractor could have avoided by any reasonable means, such as judicious handling of forces, equipment, or plant.
The determination of what damages the Contractor could have avoided will be made by the Engineer.
6-6.4 Written Notice and Report. The Contractor shall provide written notice to the Engineer within two hours of the beginning of any period that the Contractor has placed any workers or equipment on standby for any reason that the Contractor has determined to be caused by the Agency or by any organization that the Agency may otherwise be obligated by. The Contractor shall provide continuing daily written notice to the Engineer, each working day, throughout the duration of such period of delay. The initial and continuing written notices shall include the classification of each workman and supervisor and the make and model of each piece of equipment placed on standby, the cumulative duration of the standby, the Contractor’s opinion of the cause of the delay and a cogent explanation of why the Contractor could not avoid the delay by reasonable means. Should the Contractor fail to provide the notice(s) required by this section the Contractor agrees that no delay has occurred and that it will not submit any claim(s) therefore.
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6-7 TIME OF COMPLETION.
6-7.1 General. The Contractor shall complete the Work within the time set forth in the Contract. The Contractor shall complete each portion of the Work within such time as set forth in the Contract for such portion. The time of completion of the Contract shall be expressed in calendar days . The Contractor shall diligently prosecute the work to completion within one hundred twenty (120) Working Days after the starting date specified in the Notice to Proceed.
6-7.2 Working Day. A working day is any day within the period between the start of the Contract time as defined in Section 6 -1 and the date provided for completion, or upon field acceptance by the Engineer for all work provided for in the Contract, whichever occurs first, other than:
1. Saturday, Sunday, and any day designated as a holiday by the Agency;
2. any day identified as a construction moratorium due to special events or holiday periods; 3 any other day designated as a holiday in a Master Labor Agreement entered into by the Contractor or on behalf of the Contractor as an eligible member of a contractor association;
4. any day the Contractor is prevented from working at the beginning of the workday for cause as defined in Section 6-6.1;
5. any day the Contractor is prevented from working during the first 5 hours with at least 60 percent of the normal work force for cause as defined in Section 6-6.1.
In addition to Agency holidays, open excavations and service shutdowns will not be allowed on the day prior to Thanksgiving and between December 23 and January 1.
Main line or service shutdowns will not be allowed on Mondays and Fridays.
Unless otherwise approved in writing by the Engineer, the hours of work shall be between the hours of 7 a.m. and 4 p.m . on Mondays through Fridays, excluding Agency holidays and other restricted days or times as specified in 6-2.
The Contractor shall obtain the written approval of the Engineer if the Contractor desires to work outside said hours or at any time during weekends and/or holidays. This written permission must be obtained at least 48 hours prior to such work. The Engineer may approve work outside the hours and/or days stated herein when, in his/her sole opinion, such work conducted by the Contractor is beneficial to the best interests of the Agency. The Contractor shall pay the inspection costs of such work.
The Contractor shall incorporate the dates, areas and types of work prohibited elsewhere in the Contract Documents into the construction schedule. No additional payment, adjustment of bid prices or adjustment of contract time of completion will be allowed as a consequence of the prohibition of work being performed within the dates, areas and/or types of work prohibited in this section.
Contractor is hereby advised that the Engineer may require after hours or weekend work if required for the protection and safety of existing facilities, workers or the public.
6-7.3 Contract Time Accounting. The Engineer will make a daily determination of each working day to be charged against the Contract time. These determinations will be discussed and the Contractor will be furnished a periodic statement showing allowable number of working
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days of Contract time, as adjusted, at the beginning of the reporting period. The statement will also indicate the number of working days charged during the reporting period and the number of working days of Contract time remaining. If the Contractor does not agree with the statement, it shall file a written protest within 15 days after receipt, setting forth the facts of the protest.
Otherwise, the statement will be deemed to have been accepted.
6-8 COMPLETION, ACCEPTANCE, AND WARRANTY.
6-8.1 Site Walk-Through. After the site has been fully restored, the Inspector will schedule an inspection within five days of the Contractor’s request. The Contractor and Inspector shall attend the inspection and all outstanding deficiencies shall be identified in a List of Deficiencies.
A review of the red-line record drawings and asset schedule shall also be completed at the Site Walk-Through and all red-line deficiencies will be added to the List of Deficiencies.
6-8.2 List of Deficiencies . Following the Site Walk -Through, the Inspector will generate the List of Deficiencies (also known as the punchlist) within five working days. The Contractor shall then have 10 working days to perform corrective work and provide a written response to each punchlist item.
6-8.3 Site Follow -Up Walk -Through. Upon receipt of written responses to the List of Deficiencies, the Inspector will complete a follow-up inspection. Any outstanding deficiencies will be noted and returned to the Contractor. Outstanding deficiencies will delay full payment of any relevant bid items.
6-8.4 Request for Final Walk -Through. Once the Contractor asserts they have satisfied the terms of the Contract and with the Inspector’s permission, the Contractor may submit written assertion in the form of a Request for Final Walk -Through, certifying that all deficiencies identified through the Site Walk -Through process have been addressed and request a Final Inspection to demonstrate project completion to the Agency. The Contractor shall provide an attachment to the Request for Final Inspection with the Contractor’s written response to each deficiency. The Request for Final Inspection shall not be considered complete without the Contractor’s written response to each deficiency.
6-8.5 Final Walk-Through. Upon receipt of the Request for Final Walk-Through, the Inspector shall schedule the Final Inspection. The Inspector and Contractor shall attend the final inspection. Representatives from other Agency departments reserve the right to be present at the Final Inspection.
The red-line record drawings and asset schedules shall also be reviewed.
If any deficiencies are not satisfactorily addressed or additional deficiencies are identified, the Contractor will have 10 working days to complete the corrective work.
6-8.6 Request for Completion . The Engineer will not accept the Work or any portion of the Work before all of the Work is completed and all outstanding deficiencies are corrected by the Contractor, and the Engineer is satisfied that all of the Work meets the requirements of the Contract Documents.
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Once the Final Walk-Through has been completed and all outstanding deficiencies satisfactorily completed to Agency’s approval, the Contractor shall submit a written assertion in the form of Request for Completion letter, certifying that the Work has been completed.
6-8.7 Completion. Upon receipt of the Request for Completion letter, t he Agency shall review the written assertion within 2 working days. If, in the Engineer’s judgment, the Work has been completed in accordance wi th the Contract Documents, the Agency will issue a Completion Letter.
The completion date will be the date to which liquidated damages will be computed.
Use, temporary, interim or permanent, of all, or portions of, the Work does not constitute completion or acceptance of the Work.
6-8.8 Acceptance. Acceptance will occur after all the requirements contained in the Contract Documents have been fulfilled. If, in the Engineer’s judgment, the Contractor has fully performed the Contract, the Engineer will so certify to the Board. Upon such certification by the Engineer, the Board may accept the Work. Upon the Board’s acceptance of the Work, the Agency will cause a “Notice of Completion” to be filed in the office of the San Diego County Recorder. The date of recordation shall be the date of acceptance of the Work.
6-8.9 Warranty. All work shall be warranted for one (1) year after acceptance of the Work and any faulty work or materials discovered during the warranty period shall be repaired or replaced by the Contractor, at its expense. Twenty -five percent of the faithful performance bond shall be retained as a warranty bond for the warranty period. The Contractor shall replace or repair any such defective work in a manner satisfactory to the Engineer, after notice to do so from the Engineer, and within the time specified in the notice. If the Contractor fails to make such replacement or repairs within the time specified in the notice, the Agency may perform this work and the Contractor’s sureties shall be liable for the cost thereof.
6-9 LIQUIDATED DAMAGES. Failure of the Contractor to complete the Work within the time allowed will result in damages being sustained by the Agency. For each consecutive calendar day in excess of the time specified for completion of Work, as adjusted in acco rdance with Section 6-6, the Contractor shall pay the Agen cy, or have withheld monies due it, the sum of two thousand dollars ($2,000.00). Such sum is liquidated damages and shall not be construed as a penalty and may be deducted from payments due the Contractor if such delay occurs.
Execution of the Contract shall constitute agreement by the Agency and Contractor that the amount specified above per day is the minimum value of costs and actual damages caused by the Contractor to complete the Work within the allotted time. Any progress payments made after the specified completion date shall not constitute a waiver of this paragraph or of any damages.
6-10 USE OF IMPROVEMENT DURING CONSTRUCTION. The Agency reserves the right to take over and utilize all or part of any completed facility or appurtenance. The Contractor will be notified in writing in advance of such action. Such action by the Agency will relieve the Contractor of responsibility for injury or damage to said completed portions of the improvement resulting from use by public traffic or from the action of the elements or from any other cause, except Contractor operations or negligence. The Contractor will not be required to reclean such portions of the improvement before field acceptance, except for cleanup made necessary by its operations. Nothing in this section shall be construed as relieving the Contractor from full responsibility for correcting defective work or materials.
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In the event the Agency exercises its right to place into service and utilize all or part of any completed facility or appurtenance, the Agency will assume the responsibility and liability for injury to persons or property resulting from the utilization of the facility or appurtenance so placed into service, except for any such injury to persons or property caused by any willful or negligent act or omission by the Contractor, Subcontractor, their officers, employees, or agents.
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SECTION 7 – RESPONSIBILITIES OF THE CONTRACTOR
7-1 CONTRACTOR’S EQUIPMENT AND FACILITIES . The Contractor shall furnish and maintain in good condition all equipment and facilities as required for the proper execution and inspection of the Work. Such equipment and facilities shall meet all requirements of applicable ordinances and laws.
7-2 LABOR.
7-2.1 General. Only competent workers shall be employed on the Work. Any person employed who is found to be incompetent, intemperate, troublesome, disorderly, or otherwise objectionable, or who fails or refuses to perform work properly and acceptably, shall be immediately removed from the Work by the Contractor and not be reemployed on the Work.
7-2.2 Laws. The Contractor, its agents, and employees shall be bound by and comply with applicable provisions of the Labor Code and Federal, State, and local laws related to labor.
The Contractor shall strictly adhere to the provisions of the Labor Code regarding minimum wages; the 8 -hour day and 40 -hour week; overtime; Saturday, Sunday, and holiday work; and nondiscrimination because of race, color, national origin, sex, or religion. The Contractor shall forfeit to the Agency the penalties prescribed in the Labor Code for violations.
In accordance with the Labor Code, the Board has on file and will publish a schedule of prevailing wage rates for the types of work to be done under the Contract. The Contractor shall not pay less than these rates.
Each worker shall be paid subsistence and travel as required by the collective bargaining agreement on file with the State of California Department of Industrial Relations.
The Contractor’s attention is directed to Section 1776 of the Labor Code which imposes responsibility upon the Contractor for the maintenance, certification, and availability for inspection of such records for all persons employed by the Contractor or Subcontractor in connection with the project. The Contractor shall agree through the Contract to comply with this Section and the remaining provisions of the Labor Code.
7-3 LIABILITY INSURANCE. Insurance shall be required as specified in section 10 of the Public Works Contract.
The cost of this insurance shall be included in the Contractor’s Bid.
7-4 WORKERS’ COMPENSATION INSURANCE. Before execution of the Contract by the Board, the Contractor shall file with the Engineer the following signed certification:
“I am aware of the provisions of Section 3700 of the Labor Code which require every employer to be insured against liability for workers’ compensation or to undertake self-insurance in accordance with the provisions of that code, and I will comply with such provisions before commencing the performance of the work of this contract.”
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The Contractor shall also comply with Section 3800 of the Labor Code by securing, paying for, and maintaining in full force and effect for the duration of the contract, complete Workers’ Compensation Insurance, and shall furnish a Certificate of Insurance to the Engineer before execution of the Contract. The Agency, its officers, or employees, will not be responsible for any claims in law or equity occasioned by failure of the Contractor to comply with this paragraph.
All compensation insurance policies shall bear an endorsement or shall have attached a rider whereby it is provided that, in the event of expiration or proposed cancellation of such policies for any reason whatsoever, the Agency shall be notified by registered mail not less than 30 days before expiration or cancellation is effective.
All insurance is to be placed with insurers that are admitted and authorized to conduct business in the state of California and are listed in the official publication of the Department of Insurance of the State of California. Policies issued by the State Compensation Fund meet the requirement for workers' compensation insurance.
7-5 PERMITS. Except as specified herein the Contractor will obtain, at no cost to the Contractor all City of Carlsbad encroachment, right -of-way, grading and building permits necessary to perform work for this contract on Agency property, streets, or other rights -of-way.
Contractor shall not begin work until all permits incidental to the work are obtained. The Contractor shall obtain and pay for all permits for the disposal of all materials removed from the project. The cost of said permit(s) shall be included in the price bid for the appropriate bid item and no additional compensation will be allowed therefor. The Contractor shall obtain and pay for all costs incurred for permits necessitated by its operations such as, but not limited to, those permits required for night work, over size load, blasting, and demolition. For private contracts, the Contractor shall obtain all permits incidental to the Work or made necessary by its operations, and pay all costs incurred by the permit requirements.
The Contractor shall pay all business taxes or license fees that are required for the work.
Refer to 7.8.6 for water pollution control.
7-5.1 Resource Agency Permits. No resource agency permits are required for the Work.
7-5.2 Air Pollution Control Permits. The use of materials or activities that can generate air emissions are regulated by the California Air Resource Board (CARB) and the San Diego County Air Pollution Control District (SDAPCD) and either require permits or are subject to state or local air regulations which establish limitations on equipment or product use or VOC content and requirements for recordkeeping and reporting. These materials and activities include, but are not limited to the following:
• Abrasive blasting
• Adhesives
• Asbestos abatement, removal or disruption
• Coating or painting
• Concrete curing compounds
• Demolition of buildings, equipment or structures
• Fiberglass/polyester resin layup or machining
• Operation of non -road diesel engines greater than 49 hp (including generators, compressors, pumps, hydro blasters, etc.)
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• Operation of off -road diesel engines greater than 25 hp (including forklifts, construction equipment, load handlers, etc.)
• Solvents
• Welding
Operators of portable engines and other types of equipment can register their units under the CARB Statewide Portable Equipment Registration Program (PERP) in order to operate their equipment throughout California. However, the use of portable equipment (e.g., bypass pumps) to perform the function of permitted stationary equipment is subject to SDAPCD regulation in addition to CARB requirements.
Diesel-engine driven generators or equipment shall have a valid permit or registration in accordance with the California Air Resources Board and/or the San Diego County Air Pollution Control District regulations prior to mobilization to the site. The Contractor shall submit a copy of the permit or registration documents for all equipment subject to state or local air pollution control regulations and maintain the permit or registration documents in valid standing during the performance of the Work.
Products such as paints, adhesives, resins, solvents and other products shall comply with the Volatile Organic Compound (VOC) content limits established by CARB and/or the SDAPCD.
The Contractor shall be responsible for determining that such products can be used legally in the performance of the Work. The Contractor shall maintain and submit records to the City Engineer on the quantities of paints or solvents used as may be required by applicable regulations.
Prior to starting any activity that is required to have an air pollution control permit or registration, the Contractor shall verify the applicability of the latest air pollution control regulations pertaining to the proposed materials, equipment and operations and obtain and comply with applicable requirements:
• Rule 11 – Exemptions from Rule 10 Permit Requirements Rule 12 – Registration of Specified Equipment
• Rule 12.1 – Portable Equipment Registration
• Rule 51 – Nuisance
• Rule 67.0.1 – Architectural Coatings
• Rule 67.17 – Storage of Materials Containing Volatile Organic Compounds • Rule 71 – Abrasive Blasting
San Diego Air Pollution Control District: 858-586-2600
https://www.sdapcd.org/content/sdapcd/permits.html
California Air Resource Board:
https://ww2.arb.ca.gov/our-work/programs/portable-equipment-registration-program-perp/about
7-6 THE CONTRACTOR’S REPRESENTATIVE. Before starting work, the Contractor shall designate in writing a representative who shall have complete authority to act for it. An alternative representative may be designated as well. The representative or alternate shall be present at the Work site whenever work is in progress or whenever actions of the elements necessitate its presence to take measures necessary to protect the Work, persons, or property.
Any order or communication given to this representative shall be deemed delivered to the
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Contractor. A joint venture shall designate only one representative and alternate. In the absence of the Contractor or its representative, instructions or directions may be given by the Engineer to the superintendent or person in charge of the specific work to which the order applies. Such order shall be complied with promptly and referred to the Contractor or its representative.
In order to communicate with the Agency, the Contractor’s representative, superintendent, or person in charge of specific work shall be able to speak, read, and write the English language.
The qualifications for the Contractor's Representative shall include at a minimum:
1. At least three years of experience in a superintendent capacity for qualifying projects that are submitted in the Contractor’s Statement of Technical Ability and Experience form submitted with the bid , which shall meet the requirements specified therein. The Contractor shall be responsible for submitting verifiable experience records.
2. Completion of OSHA 30 -hour Construction Training Course. Submit certification as proof.
The City reserves the right to disqualify bidders if the required technical ability and experience for the Contractor's Representative is not established.
In the event that the Contractor proposes to change the Contractor's Representative prior to Project completion, the Contractor shall notify the Agency and submit the qualifications of the proposed Contractor's Representative for the Engineer's review at least two weeks prior to the proposed change. The qualifications shall demonstrate that the minimum requirements of the position, as described herein, are satisfied. The Engineer will review the qualifications of proposed Contractor's Representative within 5 working days of receipt.
No change in Contractor's Representative will be allowed without the Agency's approval. In the event of a change in Contractor's Representative without prior approval, Agency reserves the right to suspend work, at the Contractor's cost, until a qualified Contractor's Representative is approved for the Project.
7-7 COOPERATION AND COLLATERAL WORK. The Contractor shall be responsible for ascertaining the nature and extent of any simultaneous, collateral, and essential work by others.
The Agency, its workers and contractors and others, shall have the right to operate within or adjacent to the Work site during the performance of such work.
The Agency, the Contractor, and each of such workers, contractors and others, shall coordinate their operations and cooperate to minimize interference.
The Contractor shall include in its Bid all costs involved as a result of coordinating its work with others. the Contractor will not be entitled to additional compensation from the Agency for damages resulting from such simultaneous, collateral, and essential work. If necessary to avoid or minimize such damage or delay, the Contractor shall redeploy its work force to other parts of the Work.
Should the Contractor be delayed by the Agency, and such delay could not have been reasonably foreseen or prevented by the Contractor, the Engineer will determine the extent of the delay, the effect on the project, and any extension of time.
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7-7.1 Coordination. The Contractor shall coordinate and cooperate with all utility companies during the mark -out and locating of their lines or during their relocation or construction if necessary. The Contractor may be granted a time extension if, in the opinion of the Engineer, a delay is caused by the utility company. No additional compensation will be made to the Contractor for any such delay.
7-8 PROJECT SITE MAINTENANCE.
7-8.1 Cleanup and Dust Control. Throughout all phases of construction, including suspension of work, and until the final acceptance, the Contractor shall keep the site clean and free from rubbish and debris. The Contractor shall also abate dust nuisance by cleaning, sweeping and sprinkling with water, or other means as necessary. The use of water resulting in mud on public streets will not be permitted as a substitute for sweeping or other methods.
When required by the Plans or Specifications, the Contractor shall furnish and operate a self - loading motor sweeper with spray nozzles at least once each working day for the purpose of keeping paved areas acceptably clean wherever construction, including restoration, is incomplete.
Materials and equipment shall be removed from the site as soon as they are no longer necessary. Before the final inspection, the site shall be cleared of equipment, unused materials, and rubbish so as to present a satisfactory clean and neat appearance. All cleanup costs shall be included in the Contractor’s Bid.
Care shall be taken to prevent spillage on haul routes. Any such spillage shall be removed immediately and the area cleaned.
Excess excavation material from catch basins or similar structures shall be removed from the site immediately. Sufficient material may remain for use as backfill if permitted by the Specifications. Forms and form lumber shall be removed from the site as soon as practicable after stripping.
Failure of the Contractor to comply with the Engineer’s cleanup orders may result in an order to suspend work until the condition is corrected. No additional compensation will be allowed as a result of such suspension.
Cleanup and dust control required herein shall also be executed on weekends and other non-working days when needed to preserve the health safety or welfare of the public. The Contractor shall conduct effective cleanup and dust control throughout the duration of the Contract. The Engineer may require increased levels of cleanup and dust control that, in his/her sole discretion, are necessary to preserve the health, safety and welfare of the public. Cleanup and dust control shall be considered incidental to the items of work that they are associated with and no additional payment will be made therefore.
7-8.2 Air Pollution Control. The Contractor shall not discharge smoke, dust, or any other air contaminants into the atmosphere in such quantity as will violate the regulations of any legally constituted authority.
7-8.3 Vermin Control. At the time of acceptance, structures entirely constructed under the Contract shall be free of rodents, insects, vermin, and pests. Necessary extermination work shall be arranged and paid for by the Contractor as part of the Work within the Contract time
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and shall be performed by a licensed exterminator in accordance with requirements of governing authorities. The Contractor shall be liable for injury to persons or property and responsible for the elimination of offensive odors resulting from extermination operations.
7-8.4 Sanitation. The Contractor shall provide and maintain enclosed toilets for the use of employees engaged in the Work. These accommodations shall be maintained in a neat and sanitary condition. They shall also comply with all applicable laws, ordinances, and regulations pertaining to public health and sanitation of dwellings and camps.
Wastewater shall not be interrupted. Should the Contractor disrupt existing sewer facilities, sewage shall be conveyed in closed conduits and disposed of in a sanitary sewer system.
Sewage shall not be permitted to flow in trenches or be covered by backfill.
7-8.5 Temporary Light, Power, and Water. The Contractor shall furnish, install, maintain, and remove all temporary light, power, and water at its own expense. These include piping, wiring, lamps, and other equipment necessary for the Work. The Contractor shall not draw water from any fire hydrant (except to extinguish a fire), without obtaining permission from the water agency concerned. The Contractor shall obtain a construction meter for water used for the construction, plant establishment, maintenance, cleanup, testing and all other work requiring water related to this contract. The Contractor shall contact the appropriate water agency for requirements. The Contractor shall pay all costs of temporary light, power and water including hookup, service, meter and any, and all, other charges, deposits and/or fees therefor. Said costs shall be considered incidental to the items of work that they are associated with and no additional payment will be made therefor.
7-8.6 Water Pollution Control. The Contractor shall exercise every reasonable precaution to protect channels, storm drains, and bodies of water from pollution. It shall conduct and schedule operations so as to minimize or avoid muddying and silting of said channels, drains, and waters.
Water pollution control work shall consist of constructing those facilities which may be required to provide prevention, control, and abatement of water pollution.
The Contractor shall comply with the California State Water Resources Control Board (SWRCB) Order Number R9 -2013-0001, National Pollutant Discharge Elimination System (NPDES) Permit and Waste Discharge Requirements for Discharges from the Municipal Separate Storm Sewer Systems (MS4s) Draining the Watersheds within the San Diego Region, and amendments thereto, and with all requirements of the Storm Water Pollution Prevention Plan for this project in accordance with these regulations.
A Tier 2 Storm Water Pollution Prevention Plan (SWPPP) is provided to the Contractor, in Appendix “B”, for use in preparing the Project S WPPP for approval by the City. The Contractor shall be responsible for the preparation and implementation of the SWPPP and coordination with the City and the Regional Water Quality Control Board. Refer to Section 300-12.
7-8.6.1 Dewatering. Dewatering shall be performed by the Contractor when specifically required by the Plans or Specifications or specified in the bid schedule , and as necessary for construction of the Work. Dewatering shall be performed in conformance with all applicable local, state and Federal laws and permits issued by jurisdictional regulatory agencies.
Permits necessary for the discharge of groundwater to land or the sanitary sewer system shall be obtained by the Contractor unless provided by the City . Water shall be treated prior to disposal if so specified in the Special Provisions or required by any permit.
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The Contractor shall submit a Dewatering Plan and related supporting information detailing its proposed plan and methodology of dewatering , treatment/pretreatment (when required for permit compliance) and disposal of accumulated water. The plan shall identify the following:
1. location, type and size of dewatering devices and related equipment,
2. size and type of materials composing the collection system,
3. size and type of equipment to be used to retain and, if required, treat accumulated water,
4. the proposed disposal locations, and
5. any other information required by the jurisdictional agency.
If the proposed disposal location is a sanitary sewer, the Contractor shall comply with the Special Use Discharge P ermit from the Encina Wastewater Authority. If the proposed disposal location is a storm drain system or receiving body of water, the Contractor shall obtain permits from jurisdictional regulatory agencies or written evidence that such permits are not required.
Short-term construction dewatering operations not exceeding an average of 5,000 GPD for any continuous 180-day period may qualify under Order No. R9-2024-0001, Conditional Waivers of Waste Discharge Requirements for Low Threat Discharges in the San Diego Region , Waiver No. 2 – Miscellaneous “Low Threat” Discharges to Land . These discharges are prohibited from entering MS4s, and any surface waters, including, but not be limited to, ephemeral streams, or vernal pools.
For dewatering operations discharg es exceeding an average of 5,000 GPD for any continuous 180-day period, the discharger must file a Notice of Intent containing information about the operator, location, planned period and rate of discharge, and measures that will be taken to minimize or eliminate the discharge of pollutants that might affect groundwater quality. Written notice of enrollment in the Waiver must be received from the San Diego Water Board prior to initiating the discharge.
Contractor shall avoid inducing settlement or damage to existing facilities, pavement, or adjacent property. Contractor shall submit preconstruction photographs before dewatering to document existing cracks or other types of distress of improved surfaces or the ground surface which may subsequently be attributed to dewatering operations. Contractor shall monitor ground surface to detect excessive and unacceptable ground subsidence associated with dewatering operations. The monitoring and repair of damage caused by such subsidence shall be borne by the Contractor at no additional cost to the City.
Contractor shall provide dewatering design plans and engineering calculations demonstrating adequacy of proposed dewateri ng system. Contractor shall make his own determination regarding soil transmissivity to convey groundwater into open excavations. Contractor’s b id price shall include all costs associated with groundwater dewatering, including desilting and pre- treatment, regardless of the actual depth to groundwater and regardless of the actual volume of groundwater pumped and discharged or disposed of.
All costs for dewatering including sample collection, testing, permit application fees and installation, testing and operation of the dewatering system shall be made at the contract price specified in the bid schedule for Dewatering. If no such bid item is listed, payment shall be considered included in the bid item of work requiring dewatering and no separate or additional payment shall be made therefor.
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7-8.7 Drainage Control. The Contractor shall maintain drainage within and through the work areas. Earth dams will not be permitted in paved areas. Temporary dams of sandbags, asphaltic concrete, or other acceptable material will be permitted when necessary. Such dams shall be removed from the site as soon as their use is no longer necessary.
7-8.8 Noise Control. All internal combustion engines used in the construction shall be equipped with mufflers in good repair when in use on the project with special attention to the City Noise Control Ordinance, Carlsbad Municipal Code Chapter 8.48.
7-9 PROTECTION AND RESTORATION OF EXISTING IMPROVEMENTS. The Contractor shall be responsible for the protection of public and private property adjacent to the Work and shall exercise due caution to avoid damage to such property.
The Contractor shall repair or replace all existing improvements within the right -of-way which are not designated for removal (e.g., curbs, sidewalks, driveways, fences, walls, signs, utility installations, pavement, structures, etc.) which are damaged or removed as a result of its operations. When a portion of a sprinkler system within the right -of-way must be removed, the remaining lines shall be capped. Repairs and replacements shall be at least equal to existing improvements and shall match them in finish and dimension.
Maintenance of street and traffic signal systems that are damaged, temporarily removed or relocated shall be done in conformance with 307-1.5.
Trees, lawns, and shrubbery that are not to be removed shall be protected from damage or injury. If damaged or removed due to Contractor’s operations, they shall be restored or replaced in as nearly the original condition and location as is reasonably possible. Lawns shall be restored with sod and unpaved areas covered with suitable mulch.
The Contractor shall give reasonable notice to occupants or owners of adjacent property to permit them to salvage or relocate plants, trees, fences, sprinklers, and other improvements, within the right-of-way which are designated for removal and would be destroyed because of the Work.
All costs to the Contractor for protecting, removing, and restoring existing improvements shall be included in the Bid.
7-9.1 Preconstruction Survey. The Contractor shall perform a preconstruction survey of the project site to provide a record of preconstruction conditions. This survey shall include the following as a minimum:
1. Video of existing public right -of-way, proposed alignment, utility mark -outs, working areas, staging and storage areas. Conduct the survey after construction staking has been completed.
2. Video of construction access roads to be used by the Contractor, including all public and private streets used for access to and from the work site. Indicate areas of damaged paving.
3. Any other areas as directed by the Owner which may be disturbed or which are to be protected from the Contractor’s operations.
4. Photographs and video of potential “problem areas”.
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5. Notify the Owner seven calendar days in advance and coordinate the scheduling of the video so that a representative of the Owner may accompany the Contractor during the videotaping.
6. At the completion of the survey, the Contractor shall present the Owner with a report detailing the existing conditions at each proposed pipeline site, staging, and stockpile areas. The report shall include the following as a minimum:
a. One copy of the video in color in digital format.
b. One copy of each “potential problem area” photograph (4 -inch by 6 -inch colored photos).
c. Written summary of “potential problem areas” and the Contractor’s recommendations to address these problem areas.
7. Documentation (including report) of existing conditions shall be completed within 15 days of the Notice to Proceed. The Contractor will not be allowed to begin excavation or dewatering activities until the final report has been submitted and accepted by the Owner.
7-10 PUBLIC CONVENIENCE AND SAFETY.
7-10.1 Traffic and Access. The Contractor’s operations shall cause no unnecessary inconvenience. The access rights of the public shall be considered at all times. Unless otherwise authorized, traffic shall be permitted to pass through the Work, or an approved detour shall be provided.
In areas where site access is restricted, the Contractor is responsible for coordinating site access. All communications shall be made through the City inspector unless otherwise approved.
No excavation or vehicle access will be allowed to occur outside of the easement, outside of the right-of-way, or in vegetated or landscaped areas unless otherwise shown on the Plans or as approved by the Engineer.
Safe and adequate pedestrian and vehicular access shall be provided and maintained to fire hydrants; commercial and industrial establishments; churches, schools and parking lots; service stations and motels; hospitals; police and fire stations; public transportation stops and establishments of similar nature. Access to these facilities shall be continuous and unobstructed unless otherwise approved by the Engineer. Pedestrian crossings of the Work at intervals not exceeding 300 feet (90 m) shall be provided and maintained unless otherwise approved by the Engineer.
The Contractor shall refer to and comply with the requirements of Section 302 -15 and Part 6 of the Supplemental Provisions.
7-10.2 Storage of Equipment and Materials in Public Streets. Construction materials shall not be stored in streets, roads, or highways after unloading. Construction equipment shall not be stored at the Work site before its actual use on the Work or after it is no longer needed.
All materials or equipment not installed or used in construction on any given day shall be stored elsewhere by the Contractor at its expense unless otherwise approved by the Engineer.
Excavated material, except that which is to be used as backfill in the adjacent trench on the same day, shall not be stored in public streets. After placing backfill, all excess material shall be removed immediately from the site.
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7-10.3 Street Closures, Detours, Barricades. The Contractor shall comply with all applicable State, County, and City requirements for closure of streets. The Contractor shall provide barriers, guards, lights, signs, temporary bridges, flag persons, and watchpersons. The Contractor shall be responsible for compliance with additional public safety requirements which may arise. The Contractor shall furnish and install signs and warning devices and promptly remove them upon completion of the Work.
After obtaining the Engineers approval and at least 5 working days before closing, detouring, partially closing or reopening any street, alley or other public thoroughfare the Contractor shall notify the following:
The Engineer................................ ................................ ......................... 442-339-2766 Carlsbad Fire Administration ................................ ................................ . 442-339-2141 Carlsbad Police Department Dispatch ................................ ................... 442-339-2197 Carlsbad Traffic Signals Maintenance ................................ ................... 760-438-2980 Carlsbad Traffic Signals Operations ................................ ...................... 442-339-2736 North County Transit District ................................ ................................ . 760-966-6500 Republic Services ................................ ................................ ................. 760-332-6464
The Contractor shall comply with their requirements. The Contractor shall obtain the Engineer’s written approval prior to deviating from the requirements of 2) through, and including, 7) above.
The Contractor shall obtain the written approval no less than five working days prior to placing any traffic control that affects bus stops.
The Contractor shall secure approval, in advance, from authorities concerned for the use of any bridges proposed by it for public use. Temporary bridges shall be clearly posted as to load limit, with signs and posting conforming to current requirements covering “signs” as set forth in the Traffic Manual published by the California Department of Transportation. This manual shall also apply to the street closures, barricades, detours, lights, and other safety devices required.
All costs involved shall be included in the Bid.
Temporary traffic controls shall be in accordance with the Plans, the TCP , the California Manual on Uniform Traffic Control Devices (MUTCD), current edition, and the Contract Documents.
7-10.3.1 Construction Area Signs and Control Devices. All construction traffic signs and control devices shall be maintained throughout the duration of work in good order and according to the approved traffic control plan. All temporary traffic control devices shall conform to Caltrans Standard Specification 12-3.
Warning and advisory signs, lights and devices shall be furnished, installed and maintained by the Contractor and shall be promptly removed by the Contractor when no longer required.
Warning and advisory signs that remain in place overnight shall be stationary mounted signs.
Stationary signs that warn of non -existent conditions shall be removed from the traveled way and from the view of motorists in the traveled way or shielded from the view of the traveling public during such periods that their message does not pertain to existing conditions.
All excavation required to install stationary construction area signs shall be performed by hand methods without the use of power equipment. Warning and advisory signs that are used only
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during working hours may be portable signs. Portable signs shall be removed from the traveled way and shielded from the view of the traveling public during non-working hours.
Personal vehicles of the Contractor's employees shall not be parked within the traveled way, including any Section closed to public traffic. Whenever the Contractor’s vehicles or equipment are parked on the shoulder within 6’ of a traffic lane, the shoulder area shall be closed with fluorescent traffic cones or portable delineators placed on a taper in advance of the parked vehicles or equipment and along the edge of the pavement at not less than 25’ intervals to a point not less than 25’ past the last vehicle or equipment. A minimum of nine (9) cones or portable delineators shall be used for the taper. A W20 -1 (Road Work Ahead) or C24 (Shoulder Work Ahead) sign shall be mounted, as required herein, on a signpost or telescoping flag tree with flags. The signpost or flag tree shall be placed where directed by the Engineer.
7-10.3.2 Maintaining Traffic. The Contractor’s personnel shall not work closer than 1.8 m (6’ ) nor operate equipment within 0.6 m (2’) from any traffic lane occupied by traffic. For equipment , the distance shall be measured from the closest approach of any part of the equipment as it is operated and/or maneuvered in performing the work. This requirement may be waived when the Engineer has given written authorization to the reduction in clearance that is specific to the time, duration and location of such waiver, when such reduction is shown on the traffic control plans included in these Contract Documents, when such reduction is shown on the traffic control plans prepared by the Contractor and approved by the Engineer or for the work of installing, maintaining and removing traffic control devices. As a condition of such waiver the Engineer may require the Contractor to detour traffic, adjust the width of, or realign the adjacent traffic lane, close the adjacent traffic lane or provide barriers.
7-10.3.3 Traffic Control System for Lane Closure. A traffic control system consists of closing traffic lanes or pedestrian walkways in accordance with the details shown on the plans, California Manual on Uniform Traffic Control Devices (FHWA MUTCD, current edition, as amended for use in California) and provisions under "Maintaining Traffic" elsewhere in these Provisions. The provisions in this section will not relieve the Contractor from its responsibility to provide such additional devices or take such measures as may be necessary to maintain public safety.
When lanes are closed for only the duration of work periods, all components of the traffic control system, except portable delineators placed along open trenches or excavation adjacent to the traveled way, shall be removed from the traveled way and shoulder at the end work period. If the Contractor so elects, said components may be stored at selected central locations, approved by the Engineer, within the limits of the right-of-way.
7-10.3.4 Traffic Control for Permanent and Temporary Traffic Striping. During traffic striping operations, traffic shall be controlled with lane closures, as provided for under "Traffic Control System for Lane Closure" of these Supplemental Provisions or by use of an alternative traffic control plan proposed by the Contractor and approved by the Engineer. The Contractor shall not start traffic striping operations using an alternative plan until the Contractor has submitted its plan to the Engineer and has received the Engineer's written approval of said plan.
7-10.3.5 Temporary Pavement Delineation. Temporary pavement delineation shall be furnished, placed, maintained and removed in accordance with the minimum standards specified in the latest California Manual on Uniform Traffic Control Devices ( CAMUTCD) published by Caltrans. Whenever the work causes obliteration of pavement delineation, temporary or permanent pavement delineation shall be in place prior to opening the traveled
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way to public traffic. Lane line or centerline pavement delineation shall be provided at all times for traveled ways open to public traffic. All work necessary, including any required lines or marks, to establish the alignment of temporary pavement delineation shall be performed by the Contractor. When temporary pavement delineation is removed, all lines and marks used to establish the alignment of the temporary pavement delineation shall be removed by grinding.
Surfaces to receive temporary pavement delineation shall be dry and free of dirt and loose material. Temporary pavement delineation shall not be applied over existing pavement delineation or other temporary pavement delineation. Temporary pavement delineation shall be maintained until superseded or replaced with permanent pavement delineation.
Temporary pavement delineation shall be removed when, as determined by the Engineer, the temporary pavement delineation conflicts with the permanent pavement delineation or with a new traffic pattern for the area and is no longer required for the direction of public traffic. When temporary pavement delineation is required to be removed, all lines and marks used to establish the alignment of the temporary pavement delineation shall be removed.
7-10.3.6 Preparation of Traffic Control Plans. The Contractor shall submit traffic control plans (TCPs) as a part of the Work for all construction activities that are located within the traveled way. TCPs shall be prepared by a professional engineer registered in the State of California and regularly engaged in the preparation of traffic control plans. Design of TCPs for construction shall meet the requirements of the City and the California Manual on Uniform Traffic Control Devices as published by Caltrans. Submittal and review requirements for TCPs shall conform to Section 2-5.3 Shop Drawings and Submittals.
The Contractor must obtain the Engineer’s approval prior to implementing TCPs. The minimum 20-day review period specified in Section 2-5.3.1 for shop drawings and submittals shall pertain to each submittal of TCPs. New or revised TCP submittals shall include all TCPs needed for the entire duration of the Work. Each TCP phase shall be prepared in sufficient scale and detail to show the lane widths, transition lengths, curve radii, stationing of features affecting the traffic control plan and the methodology proposed to transition to the subsequent TCP phase. When the vertical alignment of the traveled surface differs from the finished pavement elevation, vertical curves must also be shown. The Engineer shall be the sole judge of the suitability and quality of any such TCPs.
7-10.3.7 Payment. The contract price paid for Traffic Control shall include full compensation for furnishing all labor, materials, tools, equipment and incidentals, and for performing all work involved to implement the traffic control system, complete in -place, including, but not limited to, preparing and revising TCPs, flag persons, installing temporary or permanent traffic control devices such as barriers, delineators, lighting, signage, portable changeable message sign s, striping, pavement markers and markings in accordance with the Contract Documents and as directed by the Engineer. Progress payments for Traffic Control will be based on the percentage of the improvement work necessitating traffic control and completed.
7-10.4 Safety.
7-10.4.1 Safety Orders. The Contractor shall have at the Work site, copies or suitable extracts of: Construction Safety Orders, Tunnel Safety Orders and General Industry Safety Orders issued by the State Division of Industrial Safety. The Contractor shall comply with provisions of these and all other applicable laws, ordinances, and regulations.
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Before excavating any trench 5 feet or more in depth, the Contractor shall submit a detailed plan to the Agency showing the design of shoring, bracing, sloping, or other provisions to be made for the workers’ protection from the hazard of caving ground during the excavation of such trench. If the plan varies from the shoring system standards, the plan shall be prepared by a registered Civil or Structural Engineer registered in the state of California and regularly engaged in the design of excavation support systems . No excavation shall start until the Engineer has accepted the plan and the Contractor has obtained a permit from the State Division of Industrial Safety. A copy of the permit shall be submitted to the Engineer.
Sloped excavations, trench boxes, or unbraced temporary excavations will not be allowed.
Temporary excavations shall be fully sheeted and tightly braced such that the surrounding ground is in intimate contact with the shoring and bracing system at all times du ring construction. The temporary excavation support system design must adhere to the minimum requirements for geotechnical soil conditions on the coast.
Payment for performing all work necessary to provide safety measures shall be included in the prices bid for other items of work except where separate bid items for excavation safety are provided or required by law.
7-10.4.2 Use of Explosives. Explosives may be used only when authorized in writing by the Engineer, or as otherwise stated in the Specifications. Explosives shall be handled, used, and stored in accordance with all applicable regulations.
The Engineer’s approval of the use of explosives shall not relieve the Contractor from liability for claims caused by blasting operations.
7-10.4.3 Special Hazardous Substances and Processes. Materials that contain hazardous substances or mixtures may be required on the Work. A Material Safety Data Sheet as described in Section 5194 of the California Code of Regulations shall be requested by the Contractor from the manufacturer of any hazardous products used.
Material usage shall be accomplished with strict adherence to California Division of Industrial Safety requirements and all manufacturer warnings and application instructions listed on the Material Safety Data Sheet and on the product container label.
The Contractor shall notify the Engineer if a specified product cannot be used under safe conditions.
7-10.4.4 Confined Spaces.
(a) Confined Space Entry Program. The Contractor shall be responsible for implementing, administering and maintaining a confined space entry program (CSEP) in accordance with Sections 5156, 5157 and 5158, Title 8, CCR.
Prior to starting the Work, the Contractor shall prepare and submit its comprehensive CSEP to the Engineer. The CSEP shall address all potential physical and environmental hazards and contain procedures for safe entry into confined spaces, including, but not limited to the following:
1. Training of personnel
2. Purging and cleaning the space of materials and residue
3. Potential isolation and control of energy and material inflow
4. Controlled access to the space
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5. Atmospheric testing of the space
6. Ventilation of the space
7. Special hazards consideration
8. Personal protective equipment
9. Rescue plan provisions
The Contractor’s submittal shall include the names of its personnel, including subcontractor personnel, assigned to the project who will have CSEP responsibilities, their CSEP training, and their specific assignment and responsibility in carrying out the CSEP.
(b) Permit-Required Confined Spaces. Entry into permit-required confined spaces as defined in Section 5157, Title 8, CCR may be required as a part of the Work. All manholes, tanks, vaults, pipelines, excavations, or other enclosed or partially enclosed spaces shall be considered permit-required confined spaces until the pre -entry procedures demonstrate otherwise. The Contractor shall implement a permit space program prior to performing any work in a permit - required confined space. A copy of the permit shall be available at all times for review by Contractor and Agency personnel at the Work site.
(c) Payment. Payment for implementing, administering, and providing all equipment and personnel to perform the CSEP shall be included in the bid items for which the CSEP is required.
7-10.4.5 Safety and Protection of Workers and Public. The Contractor shall take all necessary precautions for the safety of employees on the work and shall comply with all applicable provisions of Federal, State and Municipal safety laws and building codes to prevent accidents or injury to persons on, about, or adjacent to the premises where the work is being performed. The Contractor shall erect and properly maintain at all times, as required by the conditions and progress of the work, all necessary safeguards for the protection of workers and public and shall use danger signs warning against hazards created by such features of construction as protruding nails, hoists, well holes, and falling materials.
7-10.4.6 Flood Lighting.
7-10.4.6.1 General. When work is being performed during hours of darkness, as defined in Division 1, Section 280, of the California Vehicle Code, flood lighting shall be used to illuminate the Work site, flagger stations, equipment crossings and other hazardous areas. Flood lighting shall provide visibility for a distance of 1/2 mile (800 m). Flood lights shall not shine directly into the view of oncoming traffic.
7-10.4.6.2 Payment. No separate or additional payment will be made for flood lighting. Payment shall be included in the Contract Unit Price or lump sum price in the Bid for the various Bid items.
7-10.4.7 Security and Protective Devices.
7-10.4.7.1 General. Security and protective devices shall consist of fencing, steel plates, or other devices as specified in the Special Provisions to protect open excavations.
7-10.4.7.2 Security Fencing. The Contractor shall completely fence open excavations. Security fencing shall conform to 304 -5. Security fencing shall remain in place unless workers are
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present and construction operations are in progress during which time the Contractor shall provide equivalent security.
7-10.4.7.3 Payment. No separate or additional payment will be made for security fencing or protective devices. Payment shall be included in the Contract Unit Price or lump sum price in the Bid for the various Bid items.
7-10.4.8 Steel Plate Covers.
7-10.4.8.1 General. The Contractor shall provide, install, and maintain steel plate covers as necessary to protect from accidental entry into openings, trenches, and excavations. Plates shall provide complete coverage to prevent any person, bicycle, motorcycle, or motor vehicle from being endangered due to plate movement causing separations or gaps. The Contractor shall submit the design in accordance with Section 2 -5.3 which shall include the following criteria:
1. The approval of steel plate bridging shall be at the sole discretion of the Engineer.
2. Steel plate bridging shall be designed to support HS20 -44 truck loading per Caltrans Bridge Design Specifications Manual.
3. Surfaces exposed to pedestrian or vehicular traffic shall be non -skid. The Contractor shall maintain a non -skid surface on the steel plate having a minimum coefficient of friction equivalent to 0.35 as determined by California Test Method 342. If a different test method is used, the Contractor may utilize standard test plates with known coefficients of friction available from each Caltrans District Materials Engineer to correlate skid resistance results to California Test Method 342.
4. The Contractor shall install signage with a 2 -inch (5 1 mm) minimum letter height indicating the steel plate cover load limit, the Company’s name, and a 24 -hour emergency contact phone number. The
5. Contractor shall install Rough Road (W33) sign with black lettering on an orange background in advance of steel plate bridging.
6. The Contractor is responsible for the maintenance of the plates and asphalt concrete ramps or other devices used to secure the plates and shoring of the trench to support all loads.
7. Contractor shall immediately mobilize necessary personnel and equipment to repair plate movements, separation, noise, anchors, asphalt ramps or any other deficiency.
Failure to respond within 2 hours after being notified by the Engineer shall be grounds for the City to perform necessary repairs at the expense of the Contractor.
8. When plates are removed, the pavement surface shall be repaired to the satisfaction of the Engineer.
9. For trench widths exceeding those in Table 7-10.4.8.2, a structural design shall be prepared by a California registered civil or structural engineer regularly engaged in the design of shoring systems.
7-10.4.8.2 Thickness. Steel plate covers shall conform to Table 7-10.4.8.2.
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TABLE 7-10.4.8.2
Trench Width Steel Plate Cover Thickness
Less than 10" 1/2" (12.5 mm)
10" (250 mm) to 1'-11" (580 mm) 3/4" (19 mm)
2' (600 mm) to 2'-7" (790 mm) 7/8" (22 mm)
2'-8" (820 mm) to 3'-5" (1040 mm) 1" (25 mm)
3'-6" (1070 mm) to 5'-3" (1600 mm) 1-1/4" (32 mm)
More than 5'-3" (1600 mm) See Note 1
Notes:
The Contractor shall submit a Working Drawing and calculations based on AASHTO H20-44 bridge loading.
7-10.4.8.3 Installation. Steel plate covers shall extend a minimum of 2 feet (600 mm) beyond trench edges. Unless otherwise specified in the Special Provisions or approved by the Engineer for the site conditions prior to use, steel plate covers shall be installed using Method 1. Method 2 shall not be used in a traveled lane.
Method 1. The pavement shall be cold milled to a depth equal to the thickness of the plate and to a width and length equal to the dimensions of the plate. The cold milling shall produce a flat surface to support the plate with no horizontal or vertical movement.
Horizontal gaps between the unmilled pavement and the plate shall not exceed 1 inch ( 25 mm) and shall be filled with elastomeric sealant material which may, at the Contractor’s option, be mixed with no more that 50%, by volume, of Type I aggregate conforming to the requirements of Tables 203-5.2(B) and 203-5.3(A).
Method 2. The approach plate and ending plate (in longitudinal placement) shall be attached to the surface by a minimum of 2 dowels, ¾” diameter (19 mm), drilled at the corners of the plate and drilled 6 inches (150 mm) into the pavement. Subsequent plates may be butted next to each other. Temporary asphalt concrete (D2 -SC 800) shall be used to construct tapers from the steel plate surface to the existing surface at a 12-inch (300 mm) run for each 1 inch (25 mm) thickness of steel plate. When steel plates are removed, the dowel holes in the pavement section shall be completely filled with elastomeric sealant material.
Advance traffic warning signs shall be installed as specified in the Special Provisions or shown on the TCP.
7-10.4.8.4 Payment. Steel plate bridg ing materials including, but not limited to steel plates, anchoring devices, cold milling, elastomeric sealant material, asphalt ramping and padding, signage, placing, installation, removal, relocation, preparation and processing of shop drawings and submittals to support the use of steel plate bridging and all other materials, labor, supervision, overhead of any type or description will be considered as incidental to the work. No separate or additional payment for steel plate bridging will be made. No extension to contract time will be allowed for, or because of, the use of steel plate bridging.
7-11 PATENT FEES OR ROYALTIES. The Contractor shall absorb in its Bid the patent fees or royalties on any patented article or process furnished or used in the Work. The Contractor shall indemnify and hold the Agency harmless from any legal action that may be brought for infringement of patents.
7-12 ADVERTISING. The names, addresses and specialties of Contractors, Subcontractors, architects, or engineers may be displayed on removable signs. The size and location shall be subject to the Engineer’s approval.
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Commercial advertising matter shall not be attached to or painted on the surfaces of buildings, fences, canopies, or barricades.
7-13 LAWS TO BE OBSERVED . The Contractor shall keep fully informed of State and National laws and County and Municipal ordinances and regulations which in any manner affect those employed in the Work or the materials used in the Work or in any way affect the conduct of the Work. The Contractor shall at all times observe and comply with such laws, ordinances, and regulations. Municipal ordinances that affect this work include Chapter 11.06. Excavation and Grading. If this notice specifies locations or possible materials, such as borrow pits or gravel beds, for use in the proposed construction project which would be subject to Section 1601 or Section 1603 of the Fish and Game Code, the conditions established pursuant to Section 1601 et seq. of the Fish and Game Code shall become conditions of the contract.
7-14 ANTITRUST CLAIMS. Section 7103.5 of the Public Contract Code provides:
“In entering into a public works contract or a subcontract to supply goods, services, or materials pursuant to a public works contract, the contractor or subcontractor offers and agrees to assign to the awarding body all rights, title, and interest in and to all causes of action it may have under Section 4 of the Clayton Act (15 U.S.C. Sec 15) or Cartwright Act (Chapter 2 [commencing with Section 16700] of Part 2 of Division 7 of the Business and Professions Code), arising from purchases of goods, services, or materials pursuant to the public works contract or subcontract. The assignment shall be made and become effective at the time the awarding body tenders final payment to the contractor, without further acknowledgment of the parties.”
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SECTION 8 – FACILITIES FOR AGENCY PERSONNEL
8-1 GENERAL. Field Facilities for Agency personnel are not required.
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SECTION 9 – MEASUREMENT AND PAYMENT
9-1 MEASUREMENT OF QUANTITIES FOR UNIT PRICE WORK.
9-1.1 General. Unless otherwise specified, quantities of work shall be determined from measurements or dimensions in horizontal planes. However, linear quantities of pipe, piling, fencing and timber shall be considered as being the true length measured along longitudinal axis.
Unless otherwise provided in Specifications, volumetric quantities shall be the product of the mean area of vertical or horizontal sections and the intervening horizontal or vertical dimension.
The planimeter shall be considered an instrument of precision adapted to measurement of all areas.
9-1.2 Methods of Measurement. Materials and items of work which are to be paid for on basis of measurement shall be measured in accordance with methods stipulated in the particular sections involved.
9-1.3 Certified Weights. When payment is to be made on the basis of weight, the weighing shall be done on certified platform scales or, when approved by the Engineer, on a completely automated weighing and recording system. The Contractor shall furnish the Engineer with duplicate licensed weighmaster’s certificates showing actual net weights. The Agency will accept the certificates as evidence of weights delivered.
9-1.4 Units of Measurement. The system of measure for this contract shall be the U.S.
Standard Measures.
9-2 LUMP SUM WORK. Items for which quantities are indicated “Lump Sum”, “L.S.”, or “Job”, shall be paid for at the price indicated in the Bid. Such payment shall be full compensation for the items of work and all work appurtenant thereto.
The Contractor shall submit to the Engineer within 15 days after award of Contract, a detailed schedule in triplicate, to be used as a basis for determining progress payments on a lump sum contract or designated lump sum bid item. This schedule shall equal the lump sum bid and shall be in such form and sufficiently detailed as to satisfy the Engineer that it correctly represents a reasonable apportionment of the lump sum.
9-3 PAYMENT.
9-3.1 General. The quantities listed in the Bid schedule will not govern final payment.
Payment to the Contractor will be made only for actual quantities of Contract items constructed in accordance with the Plans and Specifications. Upon completion of construction, if the actual quantities show either an increase or decrease from the quantities given in the Bid schedule, the Contract Unit Prices will prevail subject to the provisions of Section 3-2.2.1.
The unit and lump sum prices to be paid shall be full compensation for the items of work and all appurtenant work, including furnishing all materials, labor, equipment, tools, and incidentals.
Payment will not be made for materials wasted or disposed of in a manner not called for under the Contract. This includes rejected material not unloaded from vehicles, material rejected after
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it has been placed, and material placed outside of the Plan lines. No compensation will be allowed for disposing of rejected or excess material.
Payment for work performed or materials furnished under an Assessment Act Contract will be made as provided in particular proceedings or legislative act under which such contract was awarded.
Whenever any portion of the Work is performed by the Agency at the Contractor’s request, the cost thereof shall be charged against the Contractor, and may be deducted from any amount due or becoming due from the Agency.
Whenever immediate action is required to prevent violation of any law, injury, death, or property damage, and precautions which are the Contractor’s responsibility have not been taken and are not reasonably expected to be taken, the Agency may, after reasonable attempt to notify the Contractor, cause such precautions to be taken and shall charge the cost thereof against the Contractor, or may deduct such cost from any amount due or becoming due from the Agency.
Agency action or inaction under such circumstances shall not be construed as relieving the Contractor or its Surety from liability.
Payment shall not relieve the Contractor from its obligations under the Contract; nor shall such payment be construed to be acceptance of any of the Work. Payment shall not be construed as the transfer of ownership of any equipment or materials to the Agency. Responsibility of ownership shall remain with the Contractor who shall be obligated to store any fully or partially completed work or structure for which payment has been made; or replace any materials or equipment required to be provided under the Contract which may be damaged, lost, stolen or otherwise degraded in any way prior to acceptance of the Work, except as provided in Section 6-10.
Guarantee periods shall not be affected by any payment but shall commence on the date of recordation of the “Notice of Completion.”
If, within the time fixed by law, a properly executed notice to stop payment is filed with the Agency, due to the Contractor’s failure to pay for labor or materials used in the Work, all money due for such labor or materials will be withheld from payment to the Contractor in accordance with applicable laws.
At the expiration of 35 days from the date of acceptance of the Work by the Board, or as prescribed by law, the amount deducted from the final estimate and retained by the Agency will be paid to the Contractor except such amounts as are required by law to be withheld by properly executed and filed notices to stop payment, or as may be authorized by the Contract to be further retained.
9-3.2 Partial and Final Payment. The Engineer will, after award of Contract, establish a closure date for the purpose of making monthly progress payments. The Contractor may request in writing that such monthly closure date be changed. The Engineer may approve such request when it is compatible with the Agency’s payment procedure.
Each month, the Engineer will make an approximate measurement of the work performed to the closure date as basis for making monthly progress payments. The estimated value will be based on contract unit prices, completed change order work and as provided for in Section 9 -2 of these General Provisions. Progress payments shall be made no later than thirty (30) calendar
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days after the closure date. Five (5) working days following the closure date, the Engineer shall complete the detailed progress pay estimate and submit it to the Contractor for the Contractor’s information. Should the Contractor assert that additional payment is due, the Contractor shall within ten (10) days of receipt of the progress estimate, submit a supplemental payment request to the Engineer with adequate justification supporting the amount of supplemental payment request. Upon receipt of the supplemental payment request, the Engineer shall, as soon as practicable after receipt, determine whether the supplemental payment request is a proper payment request. If the Engineer determines that the supplemental payment request is not proper, then the request shall be returned to the Contractor as soon as practicable, but not later than seven (7) days after receipt. The returned request shall be accompanied by a document setting forth in writing the reasons why the supplemental payment request was not proper. In conformance with Public Contract Code Section 20104.50, the City shall make payments within thirty (30) days after receipt of an undisputed and properly submitted supplemental payment request from the Contractor. If payment of the undisputed supplemental payment request is not made within thirty (30) days after receipt by the Engineer, then the City shall pay interest to the Contractor equivalent to the legal rate set forth in subdivision (a) of Section 685.010 of the Code of Civil Procedure.
From each progress estimate, 10 percent will be deducted and retained by the Agency, and the remainder less the amount of all previous payments will be paid. After 50 percent of the Work has been completed and if progress on the Work is satisfactory, the deduction to be made from remaining progress estimates and from the final estimate may be limited to $500 or 10 percent of the first half of total Contract amount, whichever is greater.
No progress payment made to the Contractor or its sureties will constitute a waiver of the liquidated damages under 6-9.
As provided in Section 22300 of the California Public Contract Code, the Contractor may substitute securities for any monies withheld by the Agency to ensure performance under the Contract.
After final inspection, the Engineer will make a Final Payment Estimate and process a corresponding payment. This estimate will be in writing and shall be for the total amount owed the Contractor as determined by the Engineer and shall be itemized by the contract bid item and change order item with quantities and payment amounts and shall show all deductions made or to be made for prior payments and amounts to be deducted under provisions of the contract.
All prior estimates and progress payments shall be subject to correction in the Final Payment Estimate.
The Contractor shall have 30 calendar days from receipt of the Final Payment Estimate to make written statement disputing any bid item or change order item quantity or payment amount. The Contractor shall provide all documentation at the time of submitting the statement supporting its position. Should the Contractor fail to submit the statement and supporting documentation within the time specified, the Contractor acknowledges that full and final payment has been made for all contract bid items and change order items.
If the Contractor submits a written statement with documentation in the aforementioned time, the Engineer will review the disputed item within 30 calendar days and make any appropriate adjustments on the Final Payment. Remaining disputed quantities or amounts not approved by the Engineer will be subject to resolution as specified in Section 3-5, Disputed Work.
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The written statement filed by the Contractor shall be in sufficient detail to enable the Engineer to ascertain the basis and amount of said disputed items. The Engineer will consider the merits of the Contractor’s claims. It will be the responsibility of the Contractor to furnish within a reasonable time such further information and details as may be required by the Engineer to determine the facts or contentions involved in its claims. Failure to submit such information and details will be sufficient cause for denying payment for the disputed items.
9-3.2.1 Payment for Claims. Except for those final payment items disputed in the written statement required in Section 9 -3.2 all claims of any dollar amount shall be submitted in a written statement by the Contractor no later than the date of receipt of the final payment estimate. Those final payment items disputed in the written statement required in Section 9 -3.2 shall be submitted no later than 30 days after receipt of the Final Payment estimate. No claim will be considered that was not included in this written statement, nor will any claim be allowed for which written notice or protest is required under any provision of this contract including Sections 3-4 Changed Conditions, 3-5 Disputed Work, 6-6.3 Payment for Delays to Contractor, 6-6.4 Written Notice and Report, or 6 -7.3 Contract Time Accounting, unless the Contractor has complied with notice or protest requirements.
The claims filed by the Contractor shall be in sufficient detail to enable the Engineer to ascertain the basis and amount of said claims. The Engineer will consider and determine the Contractor’s claims and it will be the responsibility of the Contractor to furnish within a reasonable time such further information and details as may be required by the Engineer to determine the facts or contentions involved in its claims. Failure to submit such information and details will be sufficient cause for denying the claims.
Payment for claims shall be processed within 30 calendar days of their resolution for those claims approved by the Engineer. The Contractor shall proceed with informal dispute resolution under Section 3-5, Disputed Work, for those claims remaining in dispute.
9-3.3 Delivered Materials. The cost of materials and equipment delivered but not incorporated into the work will not be included in the progress estimate.
9-3.4 Mobilization. When a bid item is included in the Proposal form for Mobilization and subject to the conditions and limitations in the Specifications, the costs of work in advance of construction operations and not directly attributable to any specific bid item will be included in the progress estimate. When no such bid item is provided, payment for such costs will be considered to be included in the other items of work.
9-3.4.1 Mobilization and Preparatory Work. Payment for Mobilization and Preparatory Work will be made at the Contract price and includes full compensation for furnishing all insurance, bonds, licenses, labor, materials, utilities, tools, equipment and incidentals, and for doing all the work involved in mobilization and preparatory work and operations, including, but not limited to, those necessary for the movement of personnel, equipment, supplies, and incidental to preparing to conduct work on and off the project site and other offsite facilities necessary for work on the project; for all other facilities, sureties, work and operations which must be performed or costs incurred prior to beginning work on various contract items on or off the project site, excepting those specifically paid for under separate bid items. Such activities shall include, but are not limited to, coordination with Agency forces, securing permits, surveying and staking, preconstruction surveys, securing construction water supply , providing power necessary for construction, providing all temporary construction fencing; installing, maintaining and removing project signs; providing on-site sanitary facilities; posting OSHA requirements and
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establishing safety programs, demobilization and any other work or services not included in any other bid item. This work also includes the cost for maintaining and submitting the project record drawings at the end of the project. These record drawings must be reviewed monthly with the Agency to receive progress or final payments for any work . The Contractor hereby agrees that the price paid is sufficient for Mobilization and Preparatory Work, as described in this section, and that the Contractor shall have no right to additional compensation for Mobilization and Preparatory Work.
Progress payments for Mobilization and Preparatory Work will be made as follows:
For the first progress payment (after the issuance of the Notice to Proceed), payment will be made at thirty percent (30%) of the amount bid for Mobilization and Preparatory Work. For the second progress payment, payment will be made at fifty percent (50%) of the amount bid for Mobilization and Preparatory Work. The remaining twenty percent (20%) of the amount bid for Mobilization and Preparatory Work will be made when all punch list items are signed -off and completed to the satisfaction of the City Inspector, and the Contractor has completely demobilized from the project site(s).
9-4 BID ITEMS. Payment for each Bid Item shall be made at the quantity and type as listed in the Contractor's Proposal. All work shown or mentioned on the plans, in the Contract Documents, General Provisions, or Technical Provisions/Specifications shall be considered as included in the Bid Items. Contractor must protect existing utilities , improvements, landscaping, irrigation systems, and vegetation in place. If damaged during the work, Contractor is responsible to repair or replace any utilities , improvements, landscaping, irrigation systems, and vegetation at his expense.
Mobilization.
The contract price paid for this bid item shall constitute payment for all mobilization work in accordance with Section 9-3.4 of these General Conditions.
A field office or field laboratory or bathhouse facilities will not be required.
Temporary Traffic Control.
The contract price paid for this bid item shall constitute full compensation to furnish all labor, materials, equi pment and incidentals, prepare traffic control plans and implement temporary traffic control systems, complete in -place and in accordance with the Contract Documents, including Sections 7-10.1 through 7-10.3 and 601 and its subsections, and all work required to obtain a Right-of-Way permit(s) and Haul Route permit.
Preconstruction Survey.
The contract price for work under this item shall include, but not be limited to, furnishi ng all labor, material, tools an d equipment, and performing all work required for preconstruction survey in accordance with 7 -9.1 and all other work necessary to complete this item of work as described in the Contract Documents.
Storm Water Pollution Control (SWPPP).
The contract price paid for this bid item shall constitute full compensation for furnishing all labor, materials, tools, equipment and incidentals for preparing, amending and implementing the SWPPP in accordance with Section 7-8.6 and 300-12.
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Temporary Pedestrian Detour.
The contract price paid for this bid item shall constitute full compensation to furnish all labor, materials, equi pment and incidentals, prepare and implement temporary pedestrian detour systems, including but not limited to design, install, and removal of a temporary stairway for safe access to and from the lagoon trail, temporary construction fencing, and all incidental work, complete in-place and in accordance with the Contract Documents.
Utility Locating and Potholing.
The contract price paid for this bid item shall constitute full compensation to furnish all labor, materials, tools and equipment to determine, by potholing or other approved methods , the location and depth of all existing utilities in accordance with the Contract Documents. This bid item shall include notification to Underground Service Alert and utility mark-out, coordination and standby inspection of potholing excavations, backfill ing of excavations, patching of pothole excavations with temporary AC paving, and submitting results to the Engineer in advance of pavement saw-cutting or excavations.
Excavation Support System.
The contract pr ice paid for this bid item shall constitute full compensation to furnish and install sheeting, shoring, bracing, or equivalent method of support for excavations for the protection of life or limb which shall conform to applicable safety orders and the requirements of 7-10.4.1.
This includes, but is not limited to, the preparation and submittal of a detailed plan showing the design of shoring, bracing, or other provisions to be made for worker protection from the hazard of caving ground in or adjacent to trenches or open excavations, and acceptance of said plan by the Engineer, in accordance with California Labor Codes 6705 and 6707 . This bid item shall also include obtaining any required permit from the State Division of Industrial Safety.
Demolition – Civil/Mechanical.
The contract price paid for this item constitutes full compensation to furnish all labor, materials, tools and equipment for all site demolition work as shown on the plans, including but not limited to; designated building structure items, concrete, curb, ac paving, fencing, aggregate base, existing concrete wet well hatch and top slab, valves, pipe and appurtenances as shown; removal of the existing isolations valves, existing check valves, flow meter, removal of piping, fittings and appurtenances as shown; removal of concrete pad s and associated piping to the pump discharge header; trench excavation; supporting exposed utilities , pumps and pipes; bedding; backfill; legal disposal of removed items; and any incidental work in accordance with Specification Section 02050 as required by the Contract Documents.
Demolition - Electrical.
The contract price paid for this item constitutes full compensation to furnish all labor, materials, tools and equipment for all electrical demolition work as shown on the plans , including the demolition, removal, and legal disposal of designated items, in accordance with the Contract Documents.
Temporary Sewer Bypass.
The contract price paid for this bid item shall constitute full compensation to furnish all labor, materials and equipment to design, install and maintain temporary sewer bypass system during construction in accordance with the Contract Documents. The price paid shall include, but is not limited to, design submittal of a sewer bypass plan; all connections, piping, redundant pumping units; security; temporary asphalt (cold mix) ; protective barriers, ramps or plat ing; testing, 24/7 monitoring and maintenance of the system for the duration of the work; applying for and obtaining all required SDAPCD permits for sewer bypass temporary generators as required , in
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accordance with Specification Section 02960 – Temporary Bypass Pumping ; removal of the system upon completion of work; and site restoration.
Furnish and Install Wet Well Roof Slab and Hatch.
The contract price paid for this bid item shall constitute full compensation for all labor, materials and equipment required to furnish and instal l a new wet well roof slab and access hatch as shown on Contract Documents , including but not limited to: a new polymer concrete slab and swing access hatch to the existing wet well, existing wet well liner repairs and tie back to the new polymer concrete slab; adequate protection of existing and proposed facilities; bedding; backfill; and all incidental work and services in accordance with the Contract Documents.
Furnish and Install DIP and Appurtenances
The contract price paid for this bid item shall constitute full compensation to furnish all labor, materials, tools and equipment and install new ductile iron pipe (DIP) and appurtenances of the size specified as shown on the plans and in accordance with the Contract Documents. This bid item shall include all saw-cutting, demolition and disposal of asphalt concrete pavement; excavation; removal of existing or to be abandoned conduits or structures; dewatering and any required water disposal; placement and compaction of imported pipe zone bedding and backfill and trench zone backfill ; pipes in the vault valve, wet well, and buried ; gaskets; hardware; fittings; corrosion protection of fittings and hardware ; thrust blocks and thrust restraint devices ; discharge piping, appurtenances, pressure gauges and associated fittings; adapters, couplings, pump discharge base elbow replacement, pump guide rails, pipe bracing, brackets, pipe supports and 316 SS hardware; wall penetrations, link seals, supporting exposed utilities and pipes; wet well concrete base repairs , hydrostatic pressure testing ; disposal of surplus materials; and all incidental work and services in accordance with the Contract Documents..
Furnish and Install SCH 80 PVC Pipe and Appurtenances
The contract price paid for this bid item shall constitute full compensation to furnish all labor, materials, tools and equipment and install new Schedule (SCH) 80 Polyvinylchloride Pipe (PVC) of the size specified as shown on the plans and in accordance with the Contract Documents.
This bid item shall include the new suction pipe in the wet well; gaskets; hardware; fittings and hardware; thrust restraint s; appurtenances and associated fittings; adapters , couplings, pipe bracing, brackets, 316 SS hardware; wall penetrations, link seals, supporting exposed utilities and pipes; hydrostatic pressure testing ; disposal of surplus materials ; and all incidental work and services in accordance with the Contract Documents..
Furnish and Install Plug Valve.
The contract price paid for this bid item shall constitute full compensation to furnish all labor, materials and equipment and install new plug valves of the size and style specified, and all incidental work and services in accordance with the City’s AML and the Contract Documents.
Furnish and Install Knife Gate Valve.
The contract price paid for this bid item shall constitute full compensation to furnish all labor, materials and equipment and install new knife gate valves of the size and style specified, and all incidental work and services in accordance with the plans and the Contract Documents.
Furnish and Install Check Valve.
The contract price paid for this bid item shall constitute full compensation to furnish all labor, materials and equipment and install new check valves of the type and size specified, and all incidental work and services in accordance with the City’s AML and the Contract Documents.
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Furnish and Install Flow Meter.
The contract price paid for this bid item shall constitute full compensation to furnish all labor, materials and equipment and install a new electromagnetic flow meter as shown on the plans , and all incidental work and services in accordance with the Contract Documents.
Furnish and Install Wet Well Liner Repairs.
The contract price paid for this bid item shall constitute full compensation for all labor, materials and equipment required to furnish and install wet well liner repairs as shown on plans and in accordance with Specification Section 06621 – Copolymer Lining and the Contract Documents, including but not limited adequate protection of existing and proposed facilities; and all incidental work and services as required by the Contract Documents.
Furnish and Install Hatch Safety Railing.
The contract price paid for this bid item shall constitute full compensation for all labor, materials and equipment required to furnish and install hatch safety railing, as shown on plans and in accordance with the Contract Documents , including but not limited adequate protection of existing and proposed facilities; and all incidental work and services as required by the Contract Documents.
Furnish and Install Building Structure Expansion.
The contract price paid for this bid item shall constitute full compensation for all labor, materials and equipment required to furnish and install generator and control building structure expansion, including but not limited to, processing and obtaining the Building Permit, adequate protection of existing and proposed facilities; and all incidental work and services as shown on plans and in accordance with the Contract Documents.
Furnish and Install Electrical Work.
The contract price paid for this bid item shall constitute full compensation for all labor, materials and equipment required to furnish and install electrical improvements on shown on the plans and in accordance with the Contract Documents. This item shall include, but is not limited to, excavation; protecting existing utilities; electrical conduit and conductors; imported bedding and backfill material; concrete encasements; new SDGE meter, meter transfer coordination, meter pedestal, ATS, SCADA CP , junction and pull boxes; conduit straps and anchorages; conduit seals and pipe penetration sealing through structures; pumps and discharge piping; electrical panels and enclosures; start -up and testing of electrical, instrumentation and communications systems; disposal of waste or surplus materials and all incidental work or services.
Generator Installation.
The contract price paid for this bid item shall constitute full compensation for all labor, materials and equipment required to install the new generator, supplied by the city, on shown on the plans and in accordance with the Contract Documents. This item shall include, but is not limited to, inspection of the generator at the city yard, handling and delivery to the project site, excavation; protecting existing utilities; electrical conduit and conductors; concrete pad; conduit straps and anchorages; hardware, conduit seals and pipe penetration sealing through structures; start -up and testing of electrical, disposal of waste or surplus materials and all incidental work or services.
Motor Control Center Installation.
The contract price paid for this bid item shall constitute full compensation for all labor, materials and equipment required to install the new motor control center (MCC) unit, supplied by the city, on shown on the plans and in accordance with the Contract Documents. This item shall include,
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but is not limited to, inspection of the MCC unit at the city yard, handling and delivery to the project site, field assembly, providing interconnecting wiring between control sections, excavation; protecting existing utilities; electrical conduit and conductors; concrete pad; conduit straps and anchorages; conduit seals and pipe penetration sealing through structures; start -up and testing of electrical, disposal of waste or surplus materials and all incidental work or services.
Furnish and Install Concrete and Curb Replacement
The contract price paid for this bid item shall constitute full compensation to furnish all labor, materials and equipment and install Portland cement concrete flatwork, pavement, concrete cross gutters, curb and gutter, complete in -place, and all incidental work or services in accordance with the Contract Documents. The price paid shall include, but not be limited to, saw-cutting; subgrade preparation; importing, placing and compacting aggregate base; formwork; steel reinforcement; concrete; mortar; curing and all incidental work or services.
Portland cement concrete or other site improvements that are damaged during construction, when such damage could have been prevented using rubber -tired equipment, steel plating or similar protective measures, will not be measured for payment and shall be replaced at the Contractor’s expense. Payment for Portland cement concrete restoration shall be based on the applicable Carlsbad Standard Drawings (GS series) or San Diego Regional Standard Drawings, as modified. Refer to Volume 3 of the Carlsbad Engineering Standards.
Furnish and Install Decorative Concrete Walkway Replacement The contract price paid for this bid item shall constitute full compensation to furnish all labor, materials and equipment and install decorative cement concrete walkway, as shown on the plans, flatwork, pavement, concrete cross gutters, curb and gutter, complete in -place in accordance with the Contract Documents. The price paid shall include, but not be limited to, saw-cutting; subgrade preparation; importing, placing and compacting aggregate base; formwork; steel reinforcement; concrete; mortar; curing and all incidental work or services.
Decorative p ortland cement concrete or other site improvements that are damaged during construction, when such damage could have been prevented using rubber -tired equipment, steel plating or similar protective measures, will not be measured for payment and shall be replaced at the Contractor’s expense.
Furnish and Install Asphalt Concrete.
The contract price paid for this bid item shall constitute full compensation to furnish all labor, materials and equipment to place asphalt concrete pavement, complete in -place in accordance with City of Carlsbad Standard Drawings , as shown on the plans and other requirements of the Contract Documents. The price paid shall include, but not be limited to, saw -cutting and cold milling not included in any other bid item; applying tackifiers; placing and compacting asphalt concrete along trench or site excavations, areas damaged by construction, or grind and overlay areas; applying seal coat; disposal of waste or surplus materials and all incidental work or services. Pavement that is damaged during construction, when such damage could have been prevented using rubber-tired equipment, steel plating or similar protective measures, will not be measured for payment and shall be replaced at the Contractor’s expense.
Furnish and Install Landscaping & Irrigation
The contract price paid for this bid item shall constitute full compensation for all labor, materials and equipment required to furnish and install landscaping and irrigation, as shown on plans and all incidental work and services in accordance with the Contract Documents.
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SUPPLEMENTAL PROVISIONS
TO
STANDARD SPECIFICATIONS FOR PUBLIC WORKS
CONSTRUCTION
PART 2, CONSTRUCTION MATERIALS
SECTION 200 - ROCK MATERIALS
200-2 UNTREATED BASE MATERIALS.
200-2.2 Crushed Aggregate Base.
200-2.2.1 General.
Add the following:
1. Samples for testing shall represent every 500 cubic yards or one day's production, whichever is less. If the results of the aggregate grading tests do not meet the grading requirements in Table 200 -2.2.2 but meet the Quality Requirements specified in Table 200-2.2.3, placement of the aggregate base may be continued for the remainder of that day. However, another day's Work may not be started until test results indicate that the next material to be used in the Work will comply with the specified gradation and quality requirements.
2. If the results of both the aggregate grading and Sand Equivalent tests do not meet the requirements of Section 200 -2.2, the aggregate base which is represented by these tests shall be removed. However, if requested by the Contractor, and approved at the sole discretion of the Engineer, the aggregate base may remain in place and the Contractor shall pay to the Agency $50 per cubic yard for such aggregate base left in place. The Agency may deduct this amount from any moneys due, or that may be come due, to the Contractor under the Contract.
SECTION 201 - CONCRETE, MORTAR, AND RELATED MATERIALS
201-1 PORTLAND CEMENT CONCRETE
TABLE 201-1.1.2(A) Modify as follows:
TABLE 201-1.1.2(A) (3)
PORTLAND CEMENT CONCRETE
Type of Construction Concrete Maximum
Class Slump Inches
All Concrete Used Within the Right-of-Way 560-C-3250 (1) (2) Trench Backfill Slurry 190-E-400 8”
Street Light Foundations and Survey Monuments 560-C-3250 4” Traffic Signal Foundations 590-C-3750 4”
Concreted-Rock Erosion Protection 520-C-2500P
310-C-17
per Table 300-11.3.1
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(1) Except that concrete required to be of higher strength by Table 201-1.1.2(A) SSPWC shall be as per Table 201-1.1.2(A) SSPWC.
(2) As per Table 201-1.1.2(A) SSPWC.
(3) Portions of Table 201-1.1.2(A) of the Standard Specifications for Public Works Construction not shown herein as changed are not affected by this table.
201-1.2.4 Chemical Admixtures.
Substitute the following:
(d) Air -Entraining Admixtures. The air content shall not deviate from the percentage specified or permitted by more than 1 -1/2 percentage points. The air content of freshly mixed concrete will be determined by California Test 504.
SECTION 203 - BITUMINOUS MATERIALS
203-6 ASPHALT CONCRETE.
203-6.2.1. Asphalt Binder.
Add the following:
Wet Mix or Core sampled asphalt concrete will be considered in conformance with the mix design when the Asphalt Binder content is within +/ -0.5% of the design mix and the gradation conforms to the grading as shown in Table 203 -6.4.4. Deviations in gradation may be considered in conformance with the mix design provided the stability of the completed mix complies with the requirements for Hveem Stability per Table 203-6.4.4.
203-6.4 Asphalt Concrete Mixtures.
Add the following:
Conventional Asphalt concrete shall be class C2 -PG64-10 for a surface course 2 inches in depth and B -PG64-10 for all base course s. Asphalt concrete shall be class D2 -PG70-10 for dikes and class E-PG70-10 ditches.
203-6.4.4 Composition and Grading.
Add the following:
Evaluation of asphalt concrete shall be determined from samples of asphalt concrete taken after completion of all processing (Wet Mix) or by core sample analysis of the in -place asphalt concrete or by direct central plant inspection that confirms the production of a particular mix design and verifies using samples of aggregate taken before the addition of asphalt and mineral filler (Bin). All samples shall be taken in accordance with Calif. Test 125.
When Wet Mix or Core samples of asphalt concrete are to be used for evaluation, sufficient size samples shall be taken to ensure representative and adequate quantity of material for:
1. Asphalt Content and Gradation of Extraction using Calif. Test 382 or ASTM 2172, and Calif. Test 202.
2. Stability using:
a. Hveem stability Value using Calif. Tests 304 and 366 shall be the average of three individual Values
and/or
b. Marshall Stability 1 in accordance with the Asphalt Institute's MS -2 fabricated and tested for traffic volume and shall be the average of three specimens.
Revised 6/15/17 Contract No. 5552 Page 128 of 142
1Only use Marshall Stability when the deviation between individual Hveem Stabilometer Values are greater than +/-5.
When using core sample analysis, the samples must be properly prepared to safeguard against influx of outside contaminates and so that the cut surfaces do not influence the test results.
The amount of asphalt binder used in asphalt concrete placed in dikes, gutters, gutter flares, overside drains and aprons at the ends of drainage structures shall be increased one percent by mass of the aggregate over the amount of asphalt binder determined for use in asphalt concrete placed on the traveled way.
Wet Mix or Core sampled asphalt concrete will be considered in conformance with the mix design when the asphalt content is within +/ - .40 of the design mix and the gradation conforms to the gradin g as shown in Table 203 -6.4.4. Deviations in gradation may be considered in conformance with the mix design provided the stability of the completed mix complies with the requirements for Hveem Stability per Table 203-6.4.4.
SECTION 213 - ENGINEERING GEOSYNTHETICS
213-5 GEOTEXTILES AND GEOGRIDS.
Add the following section:
213-5.1 General. Geotextile types shall be used for the applications listed in Table 213-5.1.
Table 213-5.1
GEOTEXTILE APPLICATIONS
Application of Geotextile Type Designation
Separation of Soil and Street Structural Section 90WS
Separation of Soil and Subsurface Aggregate Drain 180N
Reinforcement of Street Structural Section 200WS
Remediation and Separation of Soil 270WS
Reinforcement of Soil 270WS
Drainage at the Interface of Soil Structures N/A
Drainage at the Interface of Soil and Structures N/A
Rock Slope Protection Fabric for Rock Sizes Below 225 kg (¼ Ton) 180N Rock Slope Protection Fabric for Rock Sizes Including and Above 225 kg (¼ Ton) 250N Plant Protection Covering 90N
Erosion Control Fence with 14 AWG - 150 mm x 150 mm (6”x6”) Wire and 3 m (10’) Post Spacing
90WS
Erosion Control Fence with 1.8 m (6’) Post Spacing and No Wire Fencing 200WS
Add the following section:
213-5.2 Erosion Control Specialties . Storm water erosion control plans shall be prepared, implemented, and maintained by individuals with the respective qualifications and certification as specified in the City of Carlsbad Engineering Standards Volume 4.
Revised 6/15/17 Contract No. 5552 Page 129 of 142
Add the following section:
213-5.3 Gravel bags. Gravel bags for the use of temporary erosion control shall be burlap type, filled with no less than 23kg (50lbs) of 19 mm ( 3/4“) crushed rock and securely tied closed.
Plastic bags are not acceptable.
SECTION 300 – EARTHWORK
Add the following section:
300-2.10 Grading Tolerance. The Contractor shall finish excavated areas other than slopes and subgrade below structures, within the roadway and sidewalk areas within 30 mm (0.1’) of the grades shown on the plans. Subgrade tolerances shall conform to the requirements of section 301-1.4.
Add the following section:
300-12 STORM WATER POLLUTION PREVENTION PLAN.
300-12.1 Storm Water Pollution Prevention Plan. As part of the storm water pollution prevention work, the Contractor shall prepare and submit Storm Water Pollution Prevention Plan, hereafter referred to as the "SWPPP,". The SWPPP shall conform to the requirements of the City of Carlsbad Engineering Standards Volume 4 “SWPPP Manual”, “Greenbook” Standard Specifications for Public Works Construction, the requirements in the California Storm Water Quality Association, Stormwater Best Management Practice Handbook, Construction (“Handbook”), the requirements of the Permit, the requirements in the plans and these supplemental provisions.
300-12.2 SWPPP Document. Within 15 calendar days after the execution of the contract, the Contractor shall submit 3 copies of the SWPPP to the Engineer, in accordance with Section 2-
5.3. If revisions are required, the Contractor shall revise and resubmit the SWPPP within 15 days of receipt of the Engineer’s comments and shall allow 5 days for the Engineer to review the revisions. Upon the Engineer’s acceptance of the SWPPP, 3 additional copies of the SWPPP, incorporating the required changes, shall be submitted to the Engineer.
The objectives of the SWPPP shall be to identify pollution sources that may adversely affect the quality of storm water discharges associated with the project and to identify, construct, implement and maintain storm water pollution prevention measures, hereafter referred to as control measures, to reduce to the extent feasible pollutants in storm water discharges from the construction site both during and after construction is completed under this contract.
The SWPPP shall incorporate control measures in the following categories:
1. Soil stabilization practices;
2. Sediment control practices;
3. Wind erosion control practices;
4. Non-storm water management and waste management and disposal control practices ; and
5. Daily street sweeping
Specific objectives and minimum requirements for each category of control measures are contained in the Handbook.
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The Contractor shall designate a Water Pollution Control Manager who will have the responsibilities outlined in the SWPPP.
The SWPPP shall include, but not be limited to, the following items as described in the SWPPP:
1. Source Identification;
2. Erosion and Sediment Controls;
3. Non-Storm Water Management;
4. Waste Management and Disposal;
5. Maintenance, Inspection and Repair;
6. Training;
7. List of Contractors and Subcontractors;
8. Post-Construction Storm Water Management;
9. Preparer;
10. Copy of the local permit;
11. BMP Consideration Checklist;
12. SWPPP Checklist;
13. Schedule of Values; and
14. Storm Water Pollution Prevention Drawings.
The Contractor shall amend the SWPPP, graphically and in narrative form, whenever there is a change in construction activities or operations which may affect the discharge of significant quantities of pollutants to surface waters, ground waters, municipal storm drain systems, or when deemed necessary by the Engineer. The SWPPP shall also be amended if it is in violation of any condition of the Permit or has not effectively achieved the objective of reducing pollutants in storm water discharges. Amendments shall show additional control measures or revised operations, including those in areas not shown in the initially accepted SWPPP, which are required on the project to contro l water pollution effectively. Amendments to the SWPPP shall be submitted for review and acceptance by the Engineer in the same manner specified for the initially accepted SWPPP. Accepted amendments shall be dated and logged in the SWPPP.
Upon acceptance of the amendment, the Contractor shall implement the additional control measures or revised operations.
The Contractor shall keep a copy of the accepted SWPPP and accepted amendments at the project site. The SWPPP shall be made available upon request of a representative of the Regional Water Quality Control Board, State Water Resources Control Board, U.S.
Environmental Protection Agency or local storm water management agency. Requests by the public shall be directed to the Engineer.
300-12.3 SWPPP Implementation. Upon acceptance of the SWPPP, the Contractor shall be responsible throughout the duration of the project for installing, constructing, inspecting and maintaining the control measures included in the SWPPP and any amendments thereto and for removing and disposing of temporary control measures. Unless otherwise directed by the Engineer or specified in these supplemental provisions, the Contractor's responsibility for SWPPP implementation shall continue throughout any temporary suspension of work ordered in accordance with Section 6-3, "Suspension of Work". Requirements for installation, construction, inspection, maintenance, removal and disposal of control measures are specified in the “Handbook” and these supplemental provisions.
Revised 6/15/17 Contract No. 5552 Page 131 of 142
Soil stabilization practices and sediment control measures, including minimum requirements, shall be provided throughout the rainy season, defined as between October 1 and April 30.
Implementation of soil stabilization practices and sediment control measures for soil -disturbed areas of the project site shall be completed, except as provided for below, no later than 20 days prior to the beginning of the rainy season or upon start of applicable construction activities for projects which begin either during or within 20 days of the rainy season.
The Contractor shall implement, year -round and throughout the duration of the project, control measures included in the SWPPP for sediment tracking, wind erosion, non -storm water management and waste management and disposal.
The Engineer may order the suspension of construction operations, at the Contractor’s cost, which create water pollution if the Contractor fails to conform to the requirements of this section as determined by the Engineer.
300-12.4 Maintenance. To ensure the proper implementation and functioning of control measures, the Contractor shall regularly inspect and maintain the construction site for the control measures identified in the SWPPP , as described in Section 7 -8. The Contractor shall identify corrective actions and time frames to address any damaged measures or reinitiate any measures that have been discontinued.
The construction site inspection checklist provided in the “Handbook” shall be used to ensure that the necessary measures are being properly implemented, and to ensure that the control measures are functioning adequately. The Contractor shall submit one copy of each site inspection record to the Engineer, within two days of the inspection.
During the rainy season, inspections of the construction site shall be conducted by the Contractor to identify deficient measures, as follows:
1. When the five-day rain probability forecast exceeds forty percent (40%).
2. After any precipitation which causes runoff capable of carrying sediment from the construction site;
3. At 24-hour intervals during extended precipitation events; and
4. Routinely, at a minimum of once every week.
If the Contractor or the Engineer identifies a deficiency in the deployment or functioning of an identified control measure, the deficiency shall be corrected by the Contractor immediately, or by a later date and time if requested by the Contractor and accepted by the Engineer in writing, but not later than the onset of su bsequent precipitation events. The correction of deficiencies shall be at no additional cost to the City.
300-12.5 Payment. The contract lump sum price paid for the SWPPP work shall include full compensation for the design, submittal, obtaining approval, and amending the Tier 2 SWPPP and for furnishing all labor, materials, tools , equipment, and incidentals to install, implement, maintain and remove construction BMPs per the approved SWPPP. The most recent Tier 2 construction SWPPP Template is avai lable on the City Website and an example is included in Appendix “B”.
Partial payment shall be based on the percentage of the total value of work completed.
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SECTION 301 - SUBGRADE PREPARATION, TREATED MATERIALS
AND PLACEMENT OF BASE MATERIALS
301-1 SUBGRADE PREPARATION.
301-1.2 Preparation of Subgrade.
Modify the second and third paragraphs as follows:
Change each instance reading “6 inches” to “12 inches”.
301-1.3 Relative Compaction.
Delete the first paragraph and substitute the following:
The Contractor shall compact the upper 300 mm (12”) of subgrade beneath areas to be paved, have base or subbase material placed on them (including pipelines), or curb, gutter, curb and gutter, alley pavement, driveway, sidewalk constructed over them , to no less than 95 percent maximum dry density as determined by ASTM D1557.
301-1.7 Payment.
Modify the first paragraph as follows:
Payment for subgrade preparation shall be incidental to the contract bid price for which the subgrade is prepared and shall include all labor, materials; including water, operations and equipment to scarify, adjust moisture, compact or recompact the subgrade, both in cut areas and in fill areas, and no further compensation will be allowed.
SECTION 302 - ROADWAY SURFACING
302-5 ASPHALT CONCRETE PAVEMENT.
Add the following section:
302-5.2 Pavement Transitions. The Contractor shall ramp the approaches and termini to all structures and vertical joints in the cold -milled area which are transverse to through traffic with temporary asphalt concrete pavement as specified in Section 306 -13.1. Ramps shall be constructed the same day as cold milling and removed the same day as permanent paving.
Ramp dimensions and compaction shall be as approved by the Engineer.
302-5.4 Tack Coat. Add the following: If the asphalt concrete pavement is being constructed directly upon an existing hard -surfaced pavement, a tack coat of PG 64 -10 paving asphalt at a rate of 0.05 gallon per square yard or SS -1h emulsion at a rate between 0.05 and 0.10 gal/SY shall be uniformly applied upon the existing pavement preceding the placement of the asphalt concrete.
The contact surfaces of all cold pavement joints, curbs, gutters, manholes, and the like shall be painted with PG 64 -10 paving asphalt, or SS -1h emulsion, immediately before the adjoining asphalt concrete is placed.
The Contractor shall place a tack coat between the successive interfaces of existing pavement and new asphalt concrete.
Revised 6/15/17 Contract No. 5552 Page 133 of 142
302-5.5 Distribution and Spreading.
Add after the second sentence of sixth paragraph:
The Contractor shall provide the self -propelled spreading and finishing machine used to construct the asphalt concrete surface course with an automatic screed control. The automatic screed control shall be 5.5 m (18’) minimum length. The paving machine shall be operated by an operator and two full-time screed men during all paving. T he Contractor shall provide an on - site backup paving during all paving operations. No conveyor belt systems will be allowed for moving the AC. No AC windrows will be allowed. Only a surge volume/remix material transfer vehicle (MTV) is allowed to receive t he AC from the haul trucks and then place it in the self - propelled spreading and finishing machine. If the Engineer determines the use of the MTV is not practical for a portion of the project, the Engineer may waive its requirement for that portion.
302-5.6.1 General.
Add to the second paragraph, Part (2):
Pinched joint rolling procedures shall be required, and vibratory rollers shall be limited to breakdown, unless otherwise directed by the Engineer.
Add after the last paragraph:
Unless directed otherwise by the Engineer, the initial breakdown rolling shall be followed by a pneumatic-tired roller as described in this section.
302-5.9 Measurement and Payment. Replace the first sentence with the following: Payment for pavement resurfacing shall be made at the unit bid price for the item requiring such work.
Add the following section:
302-15 PUBLIC CONVENIENCE AND TRAFFIC CONTROL.
The Contractor shall schedule the work so as to prevent damage by all traffic. The Contractor shall not schedule work so as to conflict with trash pickup. The trash hauling schedule can be obtained by calling the city’s contracted waste company. The Contractor shall accommodate mail delivery to residences and businesses during the work.
At least two weeks prior to work, Contractor shall send, by first class mail, notification letters to all property addresses on which resurfacing shall occur and near the project site . Obtaining the appropriate addresses shall be th e Contractor’s responsibility. A sample letter shall be provided by the city and the Contractor shall use the city’s sample letter and modify it with the appropriate street names, dates, times, and phone numbers specific to the work.
The limits and sequencing of the Contractor’s resurfacing operations shall impact no more than 900 lineal feet of street or curb-side parking for residents and business on any given day.
Seventy-two hours prior to the start of any construction in the public right -of-way that affects vehicular traffic and/or parking or pedestrian routes, the Contract shall give written notification of the impending disruption via door hangers and posted on -site project signs . For a full street closure, all residences and/or businesses on the affected stre et or alley shall be notified. For partial street closures, or curb, sidewalk and driveway repairs, the residences and/or businesses directly affected by the work shall be notified.
The Contractor shall deliver the advance notification door hang er which shall state the date and time the work will begin and its anticipated duration. The notification shall list two telephone numbers that may be called to obtain additional information. One number shall be the
Revised 6/15/17 Contract No. 5552 Page 134 of 142
Contractor’s permanent office or field office and the other number shall be a 24 -hour number answered by a representative of the Contractor who is knowledgeable about the project. At least one of the phone numbers shall be in the 760 area code. An answering machine shall not be connected to either number. The notification shall also give a brief description of the work and simple instructions to the home or business owner on what they need to do t o facilitate the construction. The Contractor shall use the sample door hang er provided by the city and submit door hangars to the Inspector for approval. Notices shall not be distributed until approved by the Inspector.
The notification shall be pre -cut in a manner that enables it to be affixed t o a doorknob without adhesives. It shall be a minimum size of 4 inches by 8 -1/2 inches and shall be brightly colo red with contrasting printing. The material shall be equivalent in strength and durability to 65-lb card stock. The printing on the notice shall be no smaller than 12-point. The door hanger shall list the street name, date, time, phone numbers, and appropriate information specific to the work.
The preparation, materials, printing and distribution of the notifications shall be included in the contract price for the Work requiring such notifications and no separate or additional payment shall be made.
SECTION 303 CONCRETE AND MASONRY CONSTRUCTION.
303-1 CONCRETE STRUCTURES.
303-1.2 Subgrade for Concrete Structures.
Add the following:
If groundwater is encountered, Contractor shall work a minimum 2’ deep of ¾” gravel into soil to provide an adequate base for construction of concrete structure.
303-1.11 Measurement.
Delete the subsection in its entirety and replace with the following:
Concrete structures will be measured for payment by each structure installed as specified in the bid schedule and in accordance to the plan and any referenced standard drawings.
303-1.12 Payment.
Delete the subsection in its entirety and replace with the following:
Payment for concrete structures will be made as set forth in the Bid Schedule. Payment shall include compensation for furnishing all labor, materials, tools, and equipment necessary to construct the concrete structures complete in place. Items shall include submittal of PCC mix design for approval, structure excavation, subgrade and base preparation, furnishing PCC and casting-in-place, steel reinforcement, forms, covers, rims, grates, frames, collars, cone and draft sections, bases, steps, clean up; and for all other work necessary to install the concrete structure, complete in place, and no additional compensation will be allowed therefor.
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303-5 CONCRETE CURBS, WALKS, GUTTERS, CROSS GUTTERS, ALLEY INTERSECTIONS, ACCESS RAMPS, AND DRIVEWAYS.
303-5.1.1 General.
Add the following:
Portland Cement Concrete construction shall include, but not limited to, curbs, walkways, cross gutters, access ramps, driveways, concrete curb outlet, terrace ditch es, and all other miscellaneous PCC construction items as indicated on the plans and per these Specifications.
Removal of adjacent asphalt concrete and aggregate base removal associated with concrete curb construction shall be replaced with full depth asphalt concrete with a minimum width of one foot perpendicular to the face of concrete edge. The replaced section shall conform to the requirements of Sections 203 -6, 302 -5, 401 -3 and match the depth of the adjacent concrete gutter.
The Contractor shall verify with a “smart level”, string line and/or water testing that positive drainage is maintained upon completion of finishing, and any irregularities causing water ponding shall be corrected and refinished. The CITY shall be present to verify the concrete forms, prior to pouring any PCC construction improvements.
303-5.5.2 Curb.
Add the following:
The Contractor shall stamp the curb face with 75 mm (3”) high block letters directly above the point that it is crossed by underground facilities with the marking specified in Table 303-5.5.2(A)
TABLE 303-5.5.2(A)
Curb Face Markings
Type of underground facilities Marking
Water Service Lateral W
Sewer Service Lateral S
Irrigation Water Lateral or Sleeve RW
303-5.9 Measurement and Payment.
Add the following:
Curb and gutter, and curb, shall be considered as continuing across driveways, access ramps and drainage inlets when constructed adjacent thereto. Neither curb and gutter nor curb will be paid for across the length of local depressions, except that which occurs in gutter transitions at each side of an inlet.
SECTION 306 – OPEN TRENCH CONDUIT CONSTRUCTION
306-3 TRENCH EXCAVATION.
Add the following:
306-3.1 General. When the actual elevation or position of any existing pipe, conduit, or other underground appurtenances cannot be determined without excavation, the Contractor shall excavate and expose the existing improvement at the location shown on the Plans and any other locations deemed necessary by the Engineer. Such excavation shall be considered as part of the excavation necessary for the work. The Engineer shall be given the opportunity to
Revised 6/15/17 Contract No. 5552 Page 136 of 142
inspect the existing improvements when it is exposed. Any adjustments in line or grade which may be necessary to accomplish the intent of the plans shall be made at no additional costs.
Add the following:
306-3.2 Removal of Surface Improvements.
Add the following:
Bituminous pavement, concrete pavement, curbs, sidewalks, or driveways removed in connection with construction shall be re moved in accordance with Subsection 401 of the Standard Specifications and these Special Provisions and reconstructed in-kind.
306-3.5 Maximum Length of Open Trench.
Delete the first sentence for the first paragraph and replace with the following:
Except by permission of the Engineer, the maximum length of open trench where prefabricated pipe is used shall be the distance necessary to accommodate the amount of pipe installed in a single day.
306-12 BACKFILL.
306-12.1 General.
Add the following:
The Contractor shall install detectable underground utility marking tape above each or, in the case of bundled underground conduit of the same type, the upper underground conduit being installed by the open trench method.
Delete the following section in its entirety and replace with the following:
306-12.3.2 Compaction Requirements . The Contractor shall densify trench backfill to a minimum of 90 percent relative compaction except that in the top 915 mm (36”) of the street right-of-way, compaction shall be 95 percent.
306-13 TRENCH RESURFACING.
306-13.1 Temporary Resurfacing.
Add the following:
Temporary bituminous resurfacing materials which are placed by the Contractor are for its convenience and shall be at no cost to the Agency. Temporary bituminous resurfacing materials shall be used in lieu of permanent resurfacing only when approved by the Engineer. When temporary bituminous resurfacing materials are used in lieu of permanent resurfacing it shall be removed and replaced with permanent resurfaci ng within 7 days of placement. No additional payment will be made for temporary bit uminous resurfacing materials. The price bid for the associated conduit or structure shall include full compensation for furnishing, placing, maintaining, removing, and disposing of such temporary resurfacing materials.
306-13.2 Permanent Resurfacing.
Add the following:
Except as provided in section 306 -13.1, “Temporary Resurfacing,” the Contractor shall perform permanent trench resurfacing within 24 hours after the completion of backfill and compaction of backfill and aggregate base materials.
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SECTION 400 – PROTECTION AND RESTORATION
400-1 GENERAL.
Add the following:
The Contractor shall replace all pavement striping, markings and markers which are not designated for removal and are damaged as a result of its operations.
400-2 PERMANENT SURVEY MARKERS.
Delete the second paragraph and subparagraphs a), b) and c).
400-3 PAYMENT.
Delete in its entirety and replace with the following:
No separate or additional payment will be made for 1) protection of existing improvements, and 2) restoration of existing improvements.
No separate or additional payment will be made to restore permanent survey makers.
SECTION 401 – REMOVAL
401-3 CONCRETE AND MASONRY IMPROVEMENTS.
401-3.2 Concrete Curb, Walk, Gutters, Cross Gutters, Curb Ramps, Driveway and Alley Intersections.
Delete the third and fourth sentence and add the following:
All existing concrete shall be removed to the nearest joint. Concrete shall be removed to neatly sawed edges with saw cuts made to a depth deep enough to produce a clean straight break without loosening, cracking or damaging adjoining improvements . PCC and all other material unsuitable for use as fill, as determined by the Engineer, shall be removed from the right -of-way and disposed of by the Contractor at a site of his own choice and shall pay all costs incidental to the disposal.
Add the following section:
401-3.2.1 Adjacent Asphalt Concrete Removal. Removal of asphalt concrete and aggerate base associated w ith concrete driveway, ramp and curb and gutter construction shall be replaced with full depth asphalt concrete to a minimum width of one foot perpendicular from face of nearest concrete edge. Removal of adjoining asphalt section and the full depth replacement is incidental to the concrete curb and gutter work as described in section 303-5.
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SUPPLEMENTAL PROVISIONS
TO
STANDARD SPECIFICATIONS FOR PUBLIC WORKS
CONSTRUCTION
PART 6 TEMPORARY TRAFFIC CONTROL
SECTION 601 – TEMPORARY TRAFFIC CONTROL FOR
CONSTRUCTION AND MAINTENANCE WORK ZONES
Add the following section:
601-1.2 Payment.
The Contract price paid for Temporary Traffic Control shall include full compensation for, but not limited to, design , submittal and a pproval of the temporary traffic control plan (TCP) and furnishing all labor, materials, tools, equipment, and incidentals for storing, placing, maintaining, moving to new locations, replacing and removing all traffic control zone devices including flaggers, construction area signs and signage, channelizing devices including traffic barriers and end treatments, traffic sign enhancement devices including portable changeable message signs and flashing arrow signs, temporary traffic striping and pavement markings and as shown on the Plans or approved TCP and in accordance with the Contract Documents.
Full compensation for removing and salvaging the traffic control equipment and materials that are to be reused or reset in the Work shall be considered included in the Contract price paid for Temporary Traffic Control and no additional compensation will be allowed therefor.
Progress payments for Temporary Traffic Control shall be based on the percentage of the total value of work completed.
601-3 TEMPORARY TRAFFIC CONTROL (TTC) ZONE DEVICES.
601-3.1 General.
Add the following:
The Contractor shall furnish and install temporary traffic pavement markers, channelizers, signage, railing (type K), barriers, crash cushions and end treatments for railings and barriers at the locations shown on the Plans or the approved TCP and as required by the Contract Documents.
Add the following section:
601-3.4.1 General.
Add the following:
If temporary traffic signs are displaced or overturned by any cause during the progress of the Work, the Contractor shall immediately replace the signs in their approved locations. The Contractor shall maintain all temporary traffic signs used in the Work in a clean, reflective and readable condition. The Contractor shall replace or restore graffiti marked temporary traffic signs and posts used in the Work within 8 hours of such discovery.
Revised 6/15/17 Contract No. 5552 Page 139 of 142
In the event that the Contractor fails to install and/or maintain barricades or such other traffic signs, markings, delineation or devices, the Engineer may, at his/her sole option, may correct the deficiency and charge the Contractor fifty dollars ($50.00) per day per traffic sign or device, or the actual cost of providing such traffic control facility, whichever is greater.
601-3.5 Signs and Signage.
601-3.5.1 General.
Delete in its entirety and replace with the following:
Unless otherwise specified, signs shall conform to the California MUTCD. Portable signs shall consist of a base, standard or framework, and a sign panel and conform with applicable provisions for portable signs in Caltrans Standard Specification 12 -3.11. Sign units shall be capable of being delivered to the Work site and placed into immediate operation. The Contractor shall provide and install all temporary traffic control signs, markers, markings, and delineators at locations shown on plans and specified herein.
Signage shall include all temporary signs required for the direction of traffic through or around the Work site. Sign placement shall conform to the California MUTCD and the TCP.
Temporary “No Parking” and “No Stopping” signs shall be installed at least 24 hours before enforcement. Public notification of temporary “No Parking” restriction shall be posted at least 72 hours before enforcement of the “No Parking” zone. The notification shall state the date and time of parking restriction for a duration not to exceed the time necessary to complete the Work at that location. Failure to meet the date so indicated will require re -posting the notification in advance of the rescheduled Work.
601-3.5.2 Payment.
Modify this section as follows:
Payment for signs and signage shall be included in the contract price for Temporary Traffic Control as specified in Section 601-2.2.
601-3.6 Channelizing Devices.
601-3.6.1 General.
Replace this section with the following:
Channelizers shall be new surface -mounted type and shall be furnished, placed, and maintained at the locations shown on the plans. Channelizer posts shall be orange in color.
Channelizers shall have affixed white reflective sheeting as specified in the special provisions.
The reflective sheeting shall be 75 mm x 300 mm (3” x 12”) in size. The reflective sheeting shall be visible at 300 m (1000’) at night under illumination of legal high beam headlights, by persons with vision of or corrected to 20/20. The channelizer bases shall be cemented to the pavement in the same manner as provided for cementing pavement markers to pavement in Section 312- 1, “Placement.” Channelizers shall be applied only on a clean, dry surface. Channelizers shall be placed on the alignment and location shown on the plans and as directed by the Engineer.
The channelizers shall be placed uniformly, straight on tangent alignment and on a true arc on curved alignment. All layout work necessary to place the channelizers to the proper alignm ent shall be performed by the Contractor. If the channelizers are displaced or fail to remain in an upright position, from any cause, the channelizers shall immediately be replaced or restored to their original location, by the Contractor. The Contractor shall provide the Engineer with a Certificate of Compliance in accordance with the provisions of Section 4-1.5, "Certification”. Said certificate shall certify that the channelizers comply with the plans and specifications and
Revised 6/15/17 Contract No. 5552 Page 140 of 142
conform to the prequalified design and material requirements approved by the Engineer and were manufactured in accordance with a quality control program approved by the Engineer.
Add the following subsection:
601-3.6.5.1 Temporary Railing and Crash Cushions. Temporary railing (Type K) shall consist of interconnected new or undamaged used precast concrete barrier units as shown on the plans. Temporary sand-filled crash cushions shall consist of new or undamaged used temporary sand-filled crash cushions units as shown on the plans.
Add the following subsection:
601-3.6.5.2 Appearance. Exposed surfaces of new and used units of temporary railing (Type K) shall be freshly coated with a white color paint prior to their first use on the project. The paint shall conform to the provisions in sections 210 -1.5 “Paint Systems” and 310 “Painting”.
Contractor shall be responsible for the removal and cleanup or painting over the graffiti from the K-Rails within 48 hours. The Contractor shall replace or repaint units of temporary railing (Type K) or shall remove graffiti, tire or vehicle marks, dirt or other materials that mar the appearance when ordered by the Engineer.
Add the following subsection:
601-3.6.5.3 Manufacture of Temporary Railing. In addition to the requirements herein, the temporary railing (Type K) shall be manufactured per Caltrans Standard Drawing T3. Concrete used to manufacture Temporary railing (Type K) shall conform to the provisions in sections 201- 1, “Portland Cement Concrete” and 303 -1 “Concrete Structures”. Load tickets and a Certificate of Compliance will not be required. Reinforcing steel shall conform to Section 201 -1, “Portland Cement Concrete” and Section 303-1 “Concrete Structures”. Steel bars to receive bolts at ends of concrete panels shall conform to ASTM A36/A36M. The bolts shall conform to ASTM A307. A round bar of the same diameter may be substituted for the end -connecting bolt shown on the plans. The bar shall conform to ASTM A36/A36M, shall have a minimum length of 660 mm and shall have a 75 mm (3”) diameter by 9 mm (3/8”) thick plate welded on the upper end with a 5 mm (3/16”) fillet weld. The final surface finish of temporary railings (Type K) shall conform to the provisions in Section 303 -1.9.2 “Ordinary Surface Finish.” Exposed surfaces of concrete elements shall be cured by the water method, the forms -in-place method, or the pigmented curing compound method. The pigmented curing compound shall be type 2 curing compound.
Temporary railing (Type K) may have the Contractor’s name or logo on each panel. The name or logo shall not be more than 100 mm in height and shall be located not more than 300 mm above the bottom of the rail panel.
Add the following subsections:
601-3.6.5.4 Installation of Temporary Railing. In addition to the requirements herein , the temporary railing (Type K) shall be installed per Caltrans Standard Drawing T3. Temporary railing (Type K) shall be s et on firm, stable foundation. The foundation shall be graded to provide a uniform bearing throughout the entire length of the railing. Abutting ends of precast concrete units shall be placed and main tained in alignment without sub stantial offset to each other. The precast concrete units shall be positioned straight on tangent alignment and on a true arc on curved alignment. Each rail unit placed within 3 m (10’) of a traffic lane shall have a reflector installed on top of the ra il as directed by the Engineer. Reflectors and adhesive will be furnished by the Contractor. A Type P marker panel conforming to the requirements of the Federal Highway Administration (FHWA) Manual on Uniform Traffic Control Devices (MUTCD) 2009 Edition as amended by the MUTCD 2009 California Supplement shall also be installed at each end of railing installed adjacent to a two -lane, two -way highway and at the end facing traffic of railing installed a djacent to a one -way roadbed. If the railing is placed on a skew, the
Revised 6/15/17 Contract No. 5552 Page 141 of 142
marker shall be installed at the end of the skew nearest the traveled way. Type P marker panels shall conform to the provisions of Section 206-7.2, “Temporary Traffic Signs”. Where shown on the plans, threaded rods or dowels shall be bonded in holes drilled in existing concrete. When temporary railings (Type K) are removed, any area where temporary excavation or embankment was used to accommodate the temporary rail ing shall be restored to its previous condition or constructed to its planned condition.
601-3.6.5.5 Temporary Sand -Filled Crash Cushions. Temporary sand-filled crash cushion units shall be selected from the latest Caltrans Authorized Material List for highway safety features and shall meet NCHRP 350 standards. Other features will be suitability to application, operational characteristics, durability and other such characteristics that the Engineer shall determine. Temporary sand -filled crash cushions (TSFCC) shall be of the type and array configurations shown on plans, and installed at every end of, or gap in, the temporary railing (Type K) whenever the closest point of approach of traffic, regardless of direction, is 4.6 m (15’) or less to the end of the temporary railing (Type K) being considered. The TSFCC shall be installed per Caltrans Standard Drawings T1 and T2 for approach speeds no less than the posted speed of the street prior to construction or 55 kilometers per hour (35 mph), whichever is the greater. The TSFCC array shall be appropriate to the application as shown on said standard drawings. A Type J and/or P marker panel conforming to the requirements of the Federal Highway Administration (FHWA) Manual on Uniform Traffic Control Devices (MUTCD) 2009 Edition as amended by the MUTCD 2009 California Supplement shall also be installed at each TSFCC array as shown in Caltrans Standard Drawings T1 and T2. Particular care shall be taken to assure that crash cushions are installed with the soil supporting them and the adjacent soil leveled to match the elevation of the bottom of the temporary railing immediately adjacent to the crash cushion. All routes of approach to the TSCFF array shall be graded such that any vehicle diverging from the travelled way to strike the TSCFF will travel on a vertical alignment parallel to the segment of the travel lane that it departed from.
601-3.7.5 Portable Changeable Message Signs (PCMS).
Add the following:
601-3.7.5.1 General. Each portable changeable message sign (PCMS) unit shall consist of a controller unit, a power supply, and a structural support system all mounted on a trailer. The PCMS unit shall be assembled to form a complete self-contained portable changeable message sign, which can be delivered to the site of the work and placed in immediate operation. The complete PCMS unit shall be capable of operating in an ambient air temperature range of -20ºC (-4ºF) to +70ºC (158ºF) and shall not be affected by unauthorized mobile radio transmissions.
The trailer shall be equipped so that it can be leveled and plumbed. Full operation height shall be with the bottom of the sign at least 2.1 m (7') above the ground and the top no more than 4.4 m (14.5') above the ground. After initial placement, PCMS shall be moved from location to location as directed by the Engineer.
601-3.7.5.2 Message Board. The message displayed on the PCMS shall be visible from a distance of 460 m (1500') and shall be legible from a distance of 230 m (750'), at noon on a cloudless day, by persons with vision corrected to 20/20. The sign panel shall be 3 -line matrix and shall display not less than 7 characters per line. Sign messages to be displayed shall be as approved by the Engineer. The sign face shall be flat black and shall be protected from glare of the sun by a method which does not interfere with the clarity of the sign message. The sign shall be raised and lowered by means of a power driven lifting mechanism. The matrix sign shall be capable of complete alphanumeric selection.
Revised 6/15/17 Contract No. 5552 Page 142 of 142
Lamp matrix type signs shall be equipped with an automatic dimming operational mode that automatically compensates for the influence of a temporary light source or other abnormal lighting conditions. The sign shall have manual dimming operation modes of 3 or more different lamp intensities.
Matrix signs not utilizing lamps shall be either internally or externally illuminated at night.
The controller shall be an all solid-state unit containing all the necessary circuitry for the storage of at least 5 pre -programmed messages. The controller shall be installed in a location allowing the operator to perform all functions from one position. A keyboard entry system shall be provided to allow an operator to generate an infinite number of additional messages over the pre-programmed stored messages. The keyboard shall be equipped with a security lockout feature to prevent unauthorized use of the controller. The controller shall contain a nonvolatile memory to hold the keyboard created messages in memory during periods when the power is not activated. The controller shall provide for a variable message display rate which allows the operator to match the information display to the speed of the approaching traffic. The flashing off time shall be operator adjustable within the control cabinet.
601-3.7.5.3 Operation and Maintenance. PCMS shall be furnished, placed, operated, and maintained at locations shown on the plans, specified herein, or designated by the Engineer.
The PCMS will be diligently maintained and repaired by the Contractor throughout the project in accordance with the manufacturer's recommendations. When ownership is transferred to the City (at the end of the job), it must be demonstrated to be in good working condition, and meet the provisions of these specifications, including current registration.
601-3.7.5.4 Measurement and Payment. Payment for all traffic signs, including Portable Changeable Message Signs, are incidental to the bid item for Temporary Traffic Control and no other compensation will be made therefor.
601-4 TEMPORARY TRAFFIC STRIPING AND PAVEMENT MARKINGS.
601-4.2.1 Application of Temporary Pavement Markers. Temporary reflective raised pavement markers shall be placed in accordance with the manufacturer's instructions.
Temporary reflective raised pavement markers shall be cemented to the surfacing with the adhesive recommended by the manufacturer, except epoxy adhesive shall not be used to place temporary reflective raised pavement markers in areas where removal of the markers will be required. Pavement striping, legends and markers which conflict with any traffic pattern shall be removed by grinding as determined by the Engineer. The Contractor shall use temporary reflective raised pavement markers for temporary pavement marking, except when the temporary pavement markers are used to replace patterns of temporary traffic stripe that will be in place for less than 30 days. Reflective pavement markers used in place of the removable - type pavement markers shall conform to the Section 314 -3 Removal of Pavement Markers and Section 31 4-5 Pavement Markers , except the 14 -day waiting period before placing the pavement markers on new asphalt conc rete surfacing as specified in Section 314 -5.4 Placement, shall not apply; and epoxy adhesive shall not be used to place pavement markers in areas where removal of the markers will be required.
Technical Specifications
SECTION 02050 SITE DEMOLITION
Sit
e Demolition
Contract N
o. 5554 02050-1
PART 1 GENERAL
1.1 DESCRIPTION
A. Furnish all labor, materials, equipment, facilities, transportation and services necessary t o complete demolition as shown on the Drawings and/or specified herein.
B. The general extent of the site demolition work is shown on the Drawings and can i nclude, but is not necessary limited to the following:
1. Demolition, removal and disposal of designated items.
2. Careful removal and salvage of designated items.
3. Disconnection and capping of existing utility lines.
4. Incidental demolition of abandoned utility lines.
5. Protection of existing plant material.
6. Protection of existing site facilities to remain.
1.2 RELATED WORK SPECIFIED ELSEWHERE
Sections 02223
1.3 STANDARD SPECIFICATIONS
Except as otherwise indicated in this Section of the Specifications, the Contractor shall comply w
ith the Standard Specifications for Public Works Construction (SSPWC).
1.4 SUBMITTALS
A. Indicate the proposed time line for site demolition work including all required shut off times and capping of utility services on the project schedule.
B. Submit a written description of all proposed salvage, demolition and removal procedures for
review before work is started. Procedures shall include:
1. List of items to be removed and disposition of materials specified to be salvaged.
2. Plan of coordination with other work in progress.
3. Disconnection schedule of utility services.
4. Detailed description of methods and equipment to be used for each operation.
5. Sequence of operations.
PART 2 MATERIALS
Not used.
PART 3 EXECUTION
3.1 GENERAL
SECTION 02050 SITE DEMOLITION
Sit
e Demolition
Contract N
o. 5554 02050-2
Structures shall be demolished and removed in complianc e with the Contract Documents, SSPWC subsection 306-5 and the requirements indicated herein. Refer to Drawings for extent of demolition work.
3.2 POLLUTION CONTROL
A. Storm water pollution control shall be executed per the approved storm water pollution contr
ol plan, including but not limited to the implementation of temporary erosion control measures and construction BMPs.
B. Water sprinkling, temporary enclosures, chutes, and oth er suitable methods as approved by the City shall be used for dust suppression.
C. Water shall not be used when it creates hazardous or objectionabl e conditions such as flooding, erosion, sedimentation, or pollution.
3.3 PROTECTION
A. Safe passage of persons around the area of demolition shall be provided. Operations shall be conducted to prevent injury to people and damage to adjacent buildings, structures, and other facilities.
B. Interior and exterior shoring, bracing, or supports s h all be provided to prevent movement,
settlement or collapse of structures to be demolished.
C. Existing landscaping materials, structures, and appurte nances which are not to be
demolished shall be protected and maintained as necessary. Any existing item or area damaged during construction operations shall be replaced or repaired at no additional cost to the project and subject to the acceptance of the Owner.
D. Unless otherwise indicated, the Contractor shall protect and maintain all utilities in the proxim
ity of the facilities to be demolished.
E. Erect barriers, fences, guard rails, enclosures, chute, and shoring as necessary to protect person
nel, structures, and utilities remaining intact.
F. Coordinate arrangements for items to be salvaged and turned over to the City.
G.
The Contractor shall protect the nearby existing equipment such as control panels and others fr
om dust caused by demolition activities by covering, drop-curtains and other similar methods.
3.4 STRUCTURE DEMOLITION
A. Building structures and appurtenances shall be demolished, as shown and required to complete
work, in compliance with governing regulations.
B. Small structures may be removed intact when approved by authorities having jurisdiction .
C. Demolition shall proceed in a systematic manner, from top of structure to ground.
SECTION 02050 SITE DEMOLITION
Sit
e Demolition
Contract N
o. 5554 02050-3
D. Concrete and masonry shall be demolished in small sections. Use bracing and shoring to prevent coll
apse.
E. Demolition equipment shall be dispersed throughout structure and demolished materials removed t
o prevent excessive loads on supporting walls, floors or framing.
3.5 BELOW-GRADE DEMOLITION
A. Footings, foundation walls, below-grade construction and concrete slabs on grade shall be
demolished and removed to a depth which will not interfere with new construction.
B. Below-grade areas and voids resulting from demolition of structures shall be completely fil
led to a minimum compaction of 95%.
C. All fill and compaction shall be in accordance with Section 02223.
D. After fill and compaction, surfaces shall be graded to meet adjacent contours and to provide
flow to surface drainage structures, or as indicated.
3.6 DEMOLITION OF UTILITIES AND RELATED EQUIPMENT
A. The locations of existing utilities, as may be shown on the Drawings, are approximate.
Should
existing utilities not shown on the Drawings be encountered during construction operations, notify the City immediately, and re-direct work to avoid delay. The City shall then determine what action, if any, is required.
B. Remove all abandoned utilities as indicated and as uncovered by the work, and terminate in a man
ner conforming to code.
C. Remove and salvage designated items and related equipment and deliver to a location acceptable t
o the City.
D. All active or inactive utilities within the construction area should be protected, reloca t ed, or abandoned. Any underground pipes greater than two inches in diameter to be abandoned within new improvement areas should be removed, and the exposed portion of pipes at the limits of pipe removal should be capped. Existing pipes greater than two inches in diameter may be abandoned in-place by filling them with lean cement slurry.
E. Remove underground piping as indicated, or as necessary and backfill to designated compaction
density. Caution shall be exercised so as not to damage underground piping not scheduled for removal.
F. Lines scheduled for removal which connect to active systems shall have their active r
emaining portions capped, plugged, or blind flanged as appropriate.
G. Materials used for pipe terminations and temporary connections shall be the same a s existing lines. Fittings and flanges shall be of weight and class suitable for the service in which used.
SECTION 02050 SITE DEMOLITION
Sit
e Demolition
Contract N
o. 5554 02050-4
3.7 DISPOSAL OF DEMOLISHED MATERIALS
A. Demolition and removal of debris shall be conducted to ensure minimum interference wit h r
oads, streets, walks, and other adjacent occupied or used facilities which shall not be closed or obstructed without permission from the Owner. Alternate routes shall be provided around closed or obstructed traffic ways.
B. Site debris, rubbish, and other materials resulting from demolition operations shall be removed and disposed of in compliance with all laws and regulations.
3.8 CLEANING
A. During and upon completion of work, the Contractor shall promptly remove unused t oo ls and equipment, surplus materials, rubbish, debris, and dust and shall leave areas affected by work in a clean condition.
B. Clean adjacent structures and facilities of dust, dirt, and debris caused by demolit ion and return adjacent areas to condition existing prior to start of work.
END OF SECTION
SECTION 02960 – TEMPORARY SEWER BYPASS PUMPING
Temporary Sewer Bypass Pumping
Contract No. 5554 02960-1
PART 1 - GENERAL
1.1 REQUIREMENTS
A. This section describes the requirements for temporary bypass pumping of sewage flows.
When sewage bypass and pumping is required, or the Contractor elects to perform, the Contractor shall submit a Temporary Bypass Plan conforming with the requirements of this Section.
B. Contractor shall provide labor, materials, equipment, and supervision to temporarily provide bypass pumping around the Work. No interruption of sewage flow shall be permitted throughout the duration of the project.
C. Bypass Operation: 24 hours per day during the period of Work. Operation of the bypass system shall be continuously monitored by the Contractor’s personnel.
D. The Contractor shall observe and comply with all Federal, State, and local laws, ordinances, codes, orders, and regulations which in any manner affect the conduct of the work, specifically as they relate to wastewater discharges, spills, or overflows to the environment. The Contractor shall be fully responsible for preventing wastewater discharges, spills or overflows; containing the wastewater; and recovery and legal disposal of wastewater. The Contractor shall be responsible for payment of any fines or penalties assessed against the Agency and for claims and liability arising from negligent or willful discharge of wastewater including attorney fees and costs associated with defending any action against the Agency resulting from such discharges, spills or overflows.
E. The Contractor shall not interrupt existing services and/or facility operations which may cause a wastewater discharge, spill or overflow. The Contractor will be charged for all costs associated with the Agency’s efforts if they are dispatched to the discharge, spill or overflow.
F. The Contractor is prohibited from discharging any groundwater, stormwater or hazardous waste encountered during construction project without prior written approval by the San Diego Regional Water Quality Control Board and the Encina Wastewater Authority. Refer to the General Provisions Section 7-8.6.
G. The Contractor is responsible for noise attenuation equipment and odor control measures if determined necessary by the Agency or County based on site conditions and impact to adjacent property owners.
H. The Contractor is responsible for contacting property owners and business that are affected by the construction activities to inform them of the Work and the estimated schedule. Written notice shall be delivered to each home or business in accordance with the General Provisions. A doorhanger notice to residential properties template is available from Agency.
I. Two (2) working days prior to any work affecting a sewer lateral, a follow-up notice shall be delivered to each home or business. The notice shall instruct occupants to minimize SECTION 02960 – TEMPORARY SEWER BYPASS PUMPING
Temporary Sewer Bypass Pumping
Contract No. 5554 02960-2
water usage on the day of the work and to fill floor drain traps with water to prevent potential odors.
1.2 SUBMITTALS
A. The Contractor shall submit a Temporary Bypass Pumping Plan (Plan) to the Agency in accordance with 2-5.3 Submittals prior to the implementation of flow diversion/bypass.
1. The Plan shall indicate the sequence of construction and the diversion operations and all other operations the Contractor will establish to maintain wastewater service during the diversion/bypass period.
2. The Plan shall be reviewed and approved by the Agency before flow can be diverted/bypassed. No deviation from the approved diversion/bypass plan will be allowed without prior approval from the Agency.
3. The Plan shall include an Overflow Emergency Response Plan (OERP) indicating the procedures, personnel, equipment, and activities that will be implemented in the event of a wastewater discharge, spill or overflow to the environment, or diversion system failure. The Contractor shall be responsible for implementation of the OERP in accordance with this Section.
B. Bypass Pumping Plan.
1. Provide for each bypass pumping scenario for the project. Bypass pumping plan shall include at least the following:
a. A plan view drawing to graphically show the location of the bypass pumping equipment and appurtenances.
b. Staging areas for pumps.
c. Sewer plugging method and types of plugs.
d. Size and location of manholes or access points for suction and discharge piping. e. Size of pipeline or conveyance system to be bypassed. f. Number, size, material, location and method of installation and protection of suction and discharge piping.
g. Bypass pump sizes, capacities, and number of each size to be provided on-site including all primary, secondary, and spare pumping units. h. Backup pumping unit complete with suction and discharge piping for a fully redundant bypass system.
i. Calculations of static lift, friction losses, and flow velocity for selection of pumps and piping and pump head-capacity curves and operating ranges. j. System pressure for calculation of hydrostatic testing requirements. k. Downstream discharge plan.
l. Method of protecting discharge manholes or structures from erosion and damage.
m. Temporary pipe supports and anchoring requirements.
n. Thrust and restraint block sizes and locations. Provide the details necessary to demonstrate the integrity of all suction and discharge piping. o. Sections showing suction and discharge pipe depth, embedment, select fill and special backfill.
p. When required, sound attenuation features for each pump and any additional equipment that is included in the Bypass Pumping Plan.
q. Access plans to all bypass pumping locations indicated on the drawings.
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Contract No. 5554 02960-3
r. Schedule for installation, testing and maintenance of bypass pumping system. s. Emergency plan for adverse weather and flooding.
t. Contractor’s plan for providing continuous monitoring of the bypass pumping operation as well as the monitoring persons’ qualifications. u. Flow-thru plugs: If flow-thru plugs are utilized for bypass, provide detailed design including, but not limited to, the flow-thru pipe size(s), configuration and location, and a capacity analysis to verify plug capacity vs design flow. The flow-thru plug shall be tethered or adequately braced during all diversion activities.
2. Subject to the approval of the Agency, if bypass pumping is not required for a location, the Contractor may elect to plug and vactor sewage flows for the duration of the Work. The Contractor shall submit a plug and vactor plan for each location which shall include at least the following:
a. Sewer plugging method and types of plugs.
b. Size of pipeline or conveyance system to be bypassed. c. Duration of plugging and calculated volume of sewage, including elevation of sewage head.
d. Emergency plan for adverse weather and flooding for various phases of the Work.
e. Contractors plan for providing continuous monitoring of the sewage flows as well as the monitoring persons’ qualifications.
3. Emergency Contact List: Provide three emergency contacts who are able to respond and be on site within two hours of contact. Provide name, cell phone, and email addresses. List shall be posted in a conspicuous location at the bypass pump location.
C. Overflow Emergency Response Plan (OERP)
1. The OERP shall be developed to respond to any construction related wastewater discharge, spill or overflow to the environment. The Contractor’s OERP shall not rely on Agency personnel for emergency response, but they may be dispatched, at the Agency’s discretion and/or availability, to assist the Contractor. If the Agency’s personnel respond, the Contractor shall be responsible for all associated costs.
2. The Contractor is prohibited from unauthorized discharge of any wastewater, groundwater, storm water, or hazardous waste encountered during the construction project.
3. The Contractor shall immediately contact the Agency upon discovery or knowledge of an unauthorized discharge and proceed to control, contain or capture such discharge to the maximum extent possible. The Contractor shall cooperate with the Agency for the Agency’s reporting requirements for the unauthorized discharge.
4. The OERP shall include at a minimum:
a. Identification of environmentally sensitive areas that could be affected by a wastewater discharge, spill or overflow, including but not limited to, waterways, channels, catch basins and entrances to existing underground storm drains. b. An emergency notification procedure the complies with the state and federal requirements including but not limited to, California Health and Safety Code Section 5411.5. The Contractor shall designate primary and secondary representatives, their respective home and mobile phone numbers. Agency contacts for City Contractors shall also be listed.
SECTION 02960 – TEMPORARY SEWER BYPASS PUMPING
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Contract No. 5554 02960-4
c. Identification of personnel and equipment/tools that will be utilized in the event of a wastewater discharge, spill or overflow to the environment. Include an emergency team with arrangements for backup personnel and equipment. The emergency response team shall be able to dispatch to the site 24 hours a day, 7 days a week including weekends and holidays to respond immediately to any wastewater discharge, spill or overflow to the environment related to the Project work.
d. Identification of downstream public water systems.
e. Identification of owners of storm water inlets in the immediate vicinity. f. Step-by-step procedures to contain, control, and minimize wastewater discharges, spills or overflows to the environment.
5. At the pre-construction meeting, the Contractor will be provided with a list of Agency representatives to contact in case of a wastewater discharge, spill, or overflow to the environment. These contacts shall be added to the OERP.
6. The Contractor cannot begin work until the Agency has approved the OERP in writing. An approved copy of the OERP shall be available on the job site at all times.
7. It is the Contractor’s responsibility to assure that all employees, including subcontractors, know and obey all emergency procedures included in the OERP.
PART 2 - PRODUCTS (NOT USED)
PART 3 - EXECUTION
3.1 GENERAL
A. The Contractor shall notify the Engineer 48 hours prior to bypassing or diverting flow in any of the pipelines or laterals. Notification shall include location of bypass, when bypass will be activated, and length of time bypass will be in place.
B. Contractor shall maintain sufficient equipment and materials on site to ensure continuous and successful operation of the bypass systems. The Contractor shall maintain spare valves, pumps, tees, elbows, connections, tools, sewer plugs, piping, fuel and/or back- up generator, and other parts or system hardware to ensure immediate repair or modification of any part of the system as necessary.
C. Bypass piping cannot be placed within private property without the written approval of the Agency.
D. The Contractor must obtain all permits required by San Diego County Air Pollution Control District (APCD) Rule 10, Permits Required. Any reciprocating internal combustion engine, including engine-driven generators or pumps, rated for 50 BHP or greater will require APCD permitting.
3.2 BYPASS PUMPING EQUIPMENT
A. All equipment, including but not limited to vactors and pumps shall be fully installed, operational, and ready for immediate use.
B. Noise Restrictions
SECTION 02960 – TEMPORARY SEWER BYPASS PUMPING
Temporary Sewer Bypass Pumping
Contract No. 5554 02960-5
1. Pumps and generators shall keep the noise level below 70 dBA at 30 feet.
2. Equipment used in residential areas or night time operation shall have sound attenuation enclosures.
C. Capacity
1. Pumps and bypass lines shall be of adequate capacity and size to handle all sewer flow. The bypass pumping equipment shall be sized to handle 100% of the required Peak Dry Weather Flow, with full 100% redundancy:
Peak Wet Weather Flow: 400 gpm
2. Bypass lines, fittings and all accessories shall withstand twice the maximum pressure required for bypassing and shall be in good working condition.
3. The Contractor is responsible for verifying the actual peak flow rate and designing the flow diversion/bypass pumping system.
4. Spare pumps and generators, with a total capacity equal to 100% of the peak flows, must be supplied to provide 100% redundancy.
D. The Contractor shall perform the necessary maintenance and repairs on the flow bypass system, and exercise and ensure the operation of the backup pumps. The Contractor shall operate backup pumps for a minimum of 25% of the total bypass time on a daily basis
E. The Contractor shall provide one dedicated fuel tank for each pump/generator if fuel/generator driven pumps are used. Each fuel tank shall have a fuel level indicator.
The Contractor shall continuously monitor the fuel level in the tanks and ensure that the fuel level does not drop below a level equivalent of two hours of continuous flow diversion system operation. The Contractor shall protect the fuel supply from contamination. This could include but is not limited to fuel line water traps, fuel line filters, and protecting fuel stores from precipitation. The Contractor shall also monitor all hoses and repair leaks immediately.
F. The bypass pumping system shall be manned at all times, including any bypass pumping performed after normal work hours, weekends and holidays.
3.3 PROTECTION
A. Contractor shall mark and protect suction and discharge pipes.
B. The Contractor shall inspect the entire bypass pumping and piping system for leaks or spills on a continuous basis.
C. No bypassing to the ground surface, receiving waters, storm drains, or bypassing which results in soil or groundwater contamination or any potential health hazards shall be permitted.
D. In the event of any sewage spill the Contractor shall follow the approved OERP and the steps outlined in Paragraph 3.4.
SECTION 02960 – TEMPORARY SEWER BYPASS PUMPING
Temporary Sewer Bypass Pumping
Contract No. 5554 02960-6
3.4 WASTERWATER DISCHARGE EVENT
A. In event of wastewater discharge, spill, or overflow to the environment, the Contractor shall:
1. Immediately implement the OERP without direction from the Agency, to control and contain the discharge, spill, or overflow.
2. Contact Agency personnel immediately. Information to provide shall include at minimum, the following:
a. Location of discharge, spill, or overflow
b. Start time of discharge, spill, or overflow
c. Duration if already terminated, or expected duration if in progress d. Estimated wastewater volume spilled
e. Cause (if known)
f. Control measures implemented
g. Type of remedial and/or clean up measures taken
h. Description of affected or potentially affected sensitive areas such as waterways, channels, catch basins and entrances to existing underground storm drains
3. Based on the above information, the Agency will determine if the discharge, spill or overflow is contained, and whether Agency personnel should be dispatched to the site. If dispatched, the Contractor shall be responsible for all costs incurred by the Agency as associated with the discharge, spill, or overflow.
4. Contact owner of stormwater inlets if discharge, spill or overflow enters stormwater system.
5. Report the spill to the applicable jurisdictional agency following the procedures in the OERP.
B. The Contractor shall, within 24 hours of the wastewater discharge, spill or overflow, submit to the Agency a written Wastewater Discharge Incident Report.
C. The Agency will evaluate the need for procedural changes to avoid further discharges, spills or overflows and the Contractor shall implement such changes immediately at no additional cost to the Agency. The Agency may institute further corrective actions, as deemed necessary.
D. The Contractor shall not damage existing public and private improvements, interrupt existing services and/or facility operations which may cause a wastewater discharge, spill or overflow to the environment. Any utility and/or improvement which is damaged by the Contractor shall immediately be repaired at the expense of the Contractor.
E. Once the discharge, spill or overflow has been contained and the situation causing the event has been stabilized, the Contractor shall restore the affected areas to original condition.
3.5 FIELD QUALITY CONTROL
A. Hydrostatic Pressure Test:
SECTION 02960 – TEMPORARY SEWER BYPASS PUMPING
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Contract No. 5554 02960-7
1. Notify the Engineer 24 hours prior to testing. The test shall be observed by an Agency Representative.
2. Attach bulkheads, isolation valves and pressure gauges to the piping to be tested.
3. Fill the discharge piping with potable water and seal the piping on both ends. The Contractor shall be responsible for securing potable water supply.
4. Test the discharge piping with maximum pressure equal to 2.0 times the maximum operating pressure or 50 psi, whichever is greater for a period of 30 minutes.
5. If no leaks are observed after the test period, the line may be placed in service.
B. Inspection:
1. Operator shall inspect temporary bypass pumping and piping system at a minimum of every hour.
2. Operator shall continuously monitor the flow levels downstream and upstream of the flow diversion to detect any possible failure that may cause a wastewater discharge.
3. Keep written inspection log at each pumping location. Provide weekly copies to the Agency in a manner acceptable to the Agency.
C. Maintenance:
1. The Contractor shall inspect and maintain the bypass system daily, including the backup system.
2. The Contractor shall submit maintenance procedures and frequency to the Agency prior to any flow bypass.
3. The Contractor shall maintain a log of system operation and inspection, maintenance and repair records, and provide copies to the Agency upon request in a manner acceptable to the Agency.
3.6 CLEAN-UP
A. The bypass pumping system shall be flushed with potable water and drained prior to being dismantled and moved to the next location. Drain residual wastewater from the piping system into the Agency sewer main prior to disassembly, taking care to avoid wastewater spills.
B. Upon completion of bypass pumping operation, clean disturbed areas, restoring to original condition, including pavement restoration, at least equal to that which existing prior to start of Work.
3.7 SCHEDULING
A. The bypassing system shall not be shut down between shifts, on holidays or weekends, or during work stoppages.
B. The bypass system shall have a trained and qualified attendant on site 24 hours per day, 7 days per week to maintain the bypass pumping system from the start of bypass until the bypassing of the specific pipeline is no longer required.
SECTION 02960 – TEMPORARY SEWER BYPASS PUMPING
Temporary Sewer Bypass Pumping
Contract No. 5554 02960-8
END OF SECTION
SECTION 0662 1 – COPOLYMER LINING
Copol
ymer Lining
Contr
act No. 5554 06621-1
PART 1 - GENE RAL
1.1 THE REQUIREMENT
A. Th
is section sets forth the requirements for the structural polymer PVC Co-Lining system
for rehabilitating manholes in accordance with the limits shown on the Drawings.
The CONTRACTOR shall be responsible for monitoring confined space and providing adequate ventilation and safe working conditions in accordance with all applicable Cal/OSHA requirements for working within the sanitary sewer and structures.
B. The Work included under this section consists of furnishing all labor, equipment, mater
ials and incidentals required to rehabilitate existing reinforced concrete manholes as shown on the Drawings. Work shall include, but not be limited to, cleaning of concrete surfaces, reinforcing steel treatment and repair, application of a primer, Structural Polymer, activator, PVC Lining System, seam material and testing. Rehabilitation shall be continuous and shall connect to existing PVC lining and to manhole lining without any gaps, holes, or defects that may allow corrosion of cementitious material.
1.2 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS
A. Th
is section contains references to the following documents. They are a part of this section as
specified and modified. In case of conflict between the requirements of this section and those of the listed documents, the requirements of this section shall prevail.
Reference Title
ASTM C501 Test Method for Relative Resistance of Unglazed Tile by the Taber Abraser
ASTM C794 Test Method for Adhesion-in-Peel of Elastomeric Joint Sealants
ASTM C881 Specification for Epoxy-Resin Base Bonding Systems for Concrete
ASTM C920 Specification for Elastomeric Joint Sealants
ASTM D256 Test Methods for Impact Resistance of Plastics ASTM D412 Test Method for Rubber Properties in Tension
ASTM D638 Test Method for Tensile Properties of Plastics ASTM D695 Test Method for Compressive Properties of Rigid Plastics
ASTM D792 Test Methods for Specific Gravity and Density of Plastics
ASTM D1004 Test Method for Initial Tear Resistance of Plastic Film and Sheeting
ASTM D1044 Test Method for Resistance of Transparent Plastics to Surface Abrasion
ASTM D1621 Standard Test Method for Compressive Properties Of Rigid Cellular Plastics
SECTION 06621 – CO POLYMER LINING
Copolymer Lining
Contr
act No. 5554 06621-2
ASTM D1653A Test Method for Water Vapor Transmission of Organic Film
ASTM D1752 Specification for Preformed Sponge Rubber and Cork Expansion Joint Fillers for Concrete Paving and
Structural Construction
ASTM D2240 Test Method for Rubber Property - Durometer
Hardness
ASTM D4060 Test Method for Abrasion Resistance of Organic Coatings by the Taber Abraser
ASTM D4258 Standard Practice for Surface Cleaning Concrete for Coating
ASTM D4259 Standard Practice for Abrading Concrete
ASTM D4262 Standard Test Method for pH of Chemically Cleaned or Etched Concrete Surfaces
ASTM E329 Specification for Agencies Engaged in the Testing and/or Inspection of Materials Used in Construction
ASTM F1249 Method for Water Transmission Rate through Plastic Film and Sheeting
ICRI 310.2 Selecting and Specifying Concrete Surface Preparation for Sealers, Coatings, and Polymer Overlays
NACE SP0188 Discontinuity (Holiday) Testing of New Protective Coatings on Conductive Substrates
SSPWC Standard Specification for Public Works Construction Section 210-2.3 Plastic Liner
1.3 CONTRACTOR SUBMITTALS
A. Provide 5 references which show that the CONTRACTOR has previous successful experie
nce with each specified or comparable coating systems. Include the name, address, and the telephone number for the owner of each installation for which the CONTRACTOR applied the protective coating.
B. The manufacturer shall provide written certification that the coating CONTRACTOR's supervisor
and each applicator performing Work on the project have been trained and approved by the manufacturer to apply the selected coating system. The manufacturer shall state whether or not it has verified that the CONTRACTOR is going to use the proper mixing, coating application, heating, and environmental control equipment for the specified coating products.
C. CONTRACTOR shall provide a written letter from the manufacturer stating that the CON
TRACTOR is certified and experienced in the application of the specified coating systems. The letter shall state the manufacturer and model number of mixing, heating, and pumping equipment to be used to apply the specified coating system.
D. PRODUCT DATA SHEET
1. Fo
r each concrete rehabilitation product to be used the CONTRACTOR shall submi
t the following product data.
SECTION 06621 – CO POLYMER LINING
Copolymer Lining
Contr
act No. 5554 06621-3
a. Technical data sheet for each product used, including statements on the suitab
ility of the material for the intended use.
b. Instructions and recommendations for surface preparation, mixing, handling, appli
cation, curing and proper storage.
c. Material safety data sheet for each product used.
d. P
lastic liner proof of compliance with requirements of SSPWC 210-2.3. e. Wr
itten certification from the manufacturer(s) of the selected rehabilitation products t
hat the rehabilitation materials are compatible with each other. f. The manufacturer(s) shall provide written certification that the concrete repair Subcont
ractor’s Supervisor and each of the applicators performing Work on the project has been trained and is an approved applicator for the repair materials selected.
g. Test reports on previously tested polymer mortar materials shall be accompa
nied by the manufacturer’s statement that the previously tested material is the same type, quality, manufacture, and make as that proposed for use in this project. Test reports are required for epoxy resin and aggregates. The evidence shall show that deficiencies mentioned in the report of that inspection have been corrected.
2. The following submittals are required:
a. Li
ning system design details and system materials.
b. M
anufacturer’s application instructions, including:
(1) P
roduct Material Safety Data Sheets.
(2) C
ertified laboratory test reports for structural polymer density and pipe pH. (3) M
aximum storage life and storage requirements.
(4) M
ixing and proportioning requirements (as applicable).
(5) E
nvironmental requirements for application and worker safety, including venti
lation, humidity, and temperature ranges.
(6) Information and data on adhesive products and cleaners used in the repair of the
existing and installation of the new liner.
(7) Thickness of activator and structural polymer or mastic applied over the surface
of the PVC sheet and at joints, respectively.
(8) Curing time.
(9) P
roof that the chemical resistance test specified in SSPWC Subsection 210
-2.3.3 will be met.
(10) Shape, size and type of material of forms used for the installation of the PVC
lining system. Description of the forms installation and removal procedure.
3. A layout and application sequencing plan which includes PVC individual sheet dimen
sion and order of application. This plan shall be approved by the ENGINEER before starting Work specified in this subsection.
E. DAILY PROJECT RECORDS
SECTION 06621 – CO POLYMER LINING
Copolymer Lining
Contr
act No. 5554 06621-4
1. The CONTRACTOR shall maintain an accurate written daily record of the amount of each
material used for the protective lining system that is delivered to the job each day, and the amount used in the lining system each day. At the end of each Work shift, the CONTRACTOR shall furnish to the ENGINEER a signed copy of the daily record, along with the amount (square feet) of protective lining system installed during that shift.
1.4 QUALITY ASSURANCE
A. QUALIFICATIONS
1. M
anufacturer shall have 1 year of experience fabricating the proposed product for the
structural polymer PVC lining system.
2. CONTRACTOR shall have 1 year of experience installing structural polymer PVC lini
ng system in pipes greater than 48 inches in diameter. The CONTRACTOR shall have installed a minimum of 500 linear feet of the self-forming grouted lining system in the crowns of pipes larger than 48 inches in diameter. Project experience that included full lining (360 degree) shall not be considered as applicable experience. In addition, the Work shall be performed by a lining CONTRACTOR or Subcontractor who is licensed and certified by the manufacturer of the protective lining system specified. Each applicator who will be applying the protective lining system shall be certified by the manufacturer.
B. STANDARDIZATION
1. M
aterials and supplies provided shall be the standard products of manufacturers.
The st
andard products of manufacturers other than those specified will be accepted when it is demonstrated to the ENGINEER that they are equal in composition, durability, and usefulness for the purpose intended.
C. QUALITY CONTROL BY CONTRACTOR
1. To
demonstrate conformance with the specified requirements for the materials, the CON
TRACTOR shall provide the services of an independent testing Laboratory which complies with the requirements of ASTM E329. The testing Laboratory shall sample and test PVC and structural polymer materials as required in this section. Costs of testing Laboratory services shall be borne by the CONTRACTOR.
D. PERFORMANCE AND DESIGN REQUIREMENTS
1. C
hemical Resistance. The PVC sheet liner, sealant material and surface activator shall
act as a cured seam sealant through molecular bonding and shall conform to the chemical resistance test requirements of SSPWC Subsection 210-2.3.3 for chemical solutions at listed concentrations.
2. The installed PVC lining shall remain leak proof up to a minimum hydrostatic pressure t
hat is equivalent to 15 feet above the invert of the manhole. PVC liner shall meet the requirements of SSPWC 210-2.3.
E. TRAINING CERTIFICATION
1. M
anufacturer certification shall be required of applicators used for the liner and struc
tural polymer installation Work, including pumping and computer equipment operators.
F. SERVICES OF MANUFACTURER
SECTION 06621 – CO POLYMER LINING
Copolymer Lining
Contr
act No. 5554 06621-5
1. The CONTRACTOR shall require the coating manufacturers to furnish the foll
owing services:
a. The manufacturer's representative shall provide at least three 8-hour days of on-
site observation and site specific recommendations relative to surface preparation, mixing, application, curing, and final testing of its product on test areas.
b. Manufacturer shall have a technical representative on site during liner install
ation and structural polymer application. Representative shall confirm that cleaning and surface preparation meet manufacturer’s requirements and installation is in accordance with manufacturer’s recommendations. c. The manufacturer's representative shall provide technical support to resolve fiel
d problems associated with the manufacturer's products furnished under this Contract or the application thereof throughout the duration of the Work. d. The lining manufacturer shall provide written certification that the lining Subcon
tractor's Supervisor and each applicator performing Work on the project has been trained and approved to apply the selected lining system.
1.5 QUANTITY
A. Plastic (PVC) liner repairs shall have the sizes and estimated quantity of two (2) penet
rations at the proposed discharge piping locations.
PART 2 - PRODUCTS
2.1 M
ATERIAL DELIVERY
A. Approved materials shall be shipped in original manufacturer’s containers and such addit
ional packaging as needed to protect the materials from damage during transport.
Containers shall be plainly labeled to show manufacturer’s name, product name, batch number, date of manufacture, quantity of contents and storage requirements.
2.2 MATERIAL STORAGE
A. Stored materials shall be protected from excessive heat, cold and weathering.
Acti
vator treated PVC sheeting delivered to the job site shall be protected from debris contamination and maintained at 70°F minimum.
2.3 STRUCTURAL POLYMER
A. Structural polymer shall be a high solids polyurethane. It shall be non-flow and shall be r
esistant to weathering, aging, dilute (10%) solutions of sulfuric acid and intermittent wetting by raw sewage. Structural Polymer shall be Linabond Structural Polymer Mastic as manufactured by Linabond, Inc., Los Angeles, CA, or equal. The testing of the structural polymer material shall comply with the requirements specified in ASTM D1621.
2.4 PVC SHEET LINER
A. Polyvinyl chloride lining material shall be a homogenous thermoplastic sheet recom
mended by the manufacturer of the structural polymer; Vinylthane liner by Linabond, Inc., or equal. Liner shall conform to Subsection 210-2 (except paragraphs 210-2.4.2 and 210-2.4.4.) and shall exhibit the following minimum physical properties:
Specification Requirement
Specific gravity, ASTM D792 1.33
SECTION 06621 – CO POLYMER LINING
Copolymer Lining
Contr
act No. 5554 06621-6
Hardness, Shore A ASTM D2240 84
Tensile, ASTM D882 2,300 psi
Elongation, ASTM D882 300%
Brittle Point, Model E ASTM D746 -22ºF
Tear Strength, ASTM D1004 250 psi
Thickness 40 mils
Color White
2.5 SURFACE ACTIVATOR
A. Surface activator shall be a catalytic polyurethane providing cross linking with the PVC sheet
liner and the structural polymer and shall be Linabond CLA-2 as manufactured by Linabond, Inc., Los Angeles, CA, or equal.
2.6 SEAM MATERIAL
A. This component is an expansionless version of Linabond’s st r uctural polymer which retains the chemical and adhesive properties of the structural polymer while permitting relatively flat, smooth laps between adjacent PVC sheets. Seam material shall be of the type manufactured by Linabond, Inc., Los Angeles, CA, or equal.
2.7 WATER INFILTRATION CEMENT PLUG
A. Single component, extremely fast setting, non-shrink, expansive type, hydraulic cement f
or repair of underwater concrete or concrete subject to hydrostatic water pressure. Approved products include the following:
1. Hydroplug as manufactured by Nox-Crete Products Group.
2. S
ubac Underwater Cement as manufactured by Subac Underwater Cement.
2.8 C
ONCRETE RESURFACER
A. Repair mortar with voids between ¼ inch and 2 inches in depth or width shall be a pneum
atically or troweled cementitious, silica fume, fiber-reinforced, high strength shrinkage-compensated portland cement mortar. Approved products include the following:
1. Mortar Mix as manufactured by Rapid Set Construction Cement Products.
2. C
ement All as manufactured by Rapid Set Construction Cement Products.
3. Fi
ve Star Structural Concrete V/O as manufactured by Five Star Products, Inc.
4. O
r approved equal
2.9 S
TAINLESS STEEL FASTENERS
A. All counter sunk anchor bolts for anchoring the upstream termination strips shall be Type 31
6 stainless steel, similar to the 1/4-inch diameter Rawl Flat Head Steel Spike, No. 5632 or approved equal. All anchor bolts shall provide a minimum 3 inches of embedment into the concrete pipe wall. Each anchor bolt shall be installed with Rawl/Sika Foil Fast two-part epoxy injection gel or equal. Anchor bolts shall be spaced 18 inches on center.
Stainless steel 316 anchor bolts are a special order item and must be ordered as the first item of Work.
SECTION 06621 – CO POLYMER LINING
Copolymer Lining
Contr
act No. 5554 06621-7
2.10 TERMINATION STRIP
A. Termination (Batten) strips shall be 1/4-inch thick by 1 1/2-inches wide Type 316 stainl
ess steel with counter sunk holes 18 inches on center to fit the anchor bolts specified.
2.11 CORROSION INHIBITOR
A. Reinforcing steel, exposed by corrosion or during surface preparation operations, shall be t
reated with a water-based epoxy resin, anticorrosion coating and bonding agent such as Armatec 110 EpoCem, manufactured by the Sika Corporation, or equal.
PART 3 - EXECUTION
3.1 G
ENERAL CONDITIONS
A. GENERAL
1. T
he CONTRACTOR shall follow the requirements of the Specifications and the manufac
turer’s recommendations in terms of surface preparation, application equipment and techniques, and environmental limitations.
2. After the CONTRACTOR has cleaned all concrete surfaces, the CONTRACTOR shall
thoroughly inspect all surfaces. The CONTRACTOR shall notify the ENGINEER, in writing, of any defects or discrepancies which will not allow him to complete his Work properly. Commencement of Work shall be construed as acceptance of the surfaces and it shall be the responsibility of the CONTRACTOR to correct any defect appearing in the surfaces, once the Work has begun.
3. The general limits for PVC lining shall be as specified and shown with minor adjust
ments as directed by the ENGINEER based upon conditions observed. The CONTRACTOR’s Work shall result in the interior of the pipe designated for rehabilitation having a continuous PVC lining as shown on the Plans without holes, gaps, breaks, or unsealed seams. The PVC lining shall be sealed to existing PVC liners and manhole rehabilitation material as shown or recommended by the manufacturer.
B. ENVIRONMENTAL LIMITS
1. Li
ning and concrete repair shall not be performed if environmental conditions are not
within the manufacturer(s) recommended limits. No lining Work shall be performed under the following conditions:
a. Temperatures exceeding the manufacturer’s recommended maximum and mini
mum allowable.
b. Dust or smoke laden atmosphere.
c. D
amp or humid weather where relative humidity is above manufacturer’s maxim
um allowable or greater than 85%.
2. The project is located in a sanitary sewer environment where the Work will be exposed t
o hydrogen sulfide laden air and extended periods of high relative humidity.
These “normal atmospheric conditions” may restrict the application and inhibit the cure of the specified lining systems. The CONTRACTOR shall provide facilities to maintain substrate and atmospheric conditions within the controlled environment, with respect to temperature and relative humidity, within the limits established by the manufacture of the product(s) selected to ensure proper application and cure of the lining systems.
C. SAFETY REQUIREMENTS
SECTION 06621 – CO POLYMER LINING
Copolymer Lining
Contr
act No. 5554 06621-8
1. A “breathing air” apparatus and compressor shall be provided for structural pol
ymer spray and hydroblast cleaning operators, if ventilation air flows towards the operators or is required to meet Cal/OSHA breathing air requirements. The compressor shall be equipped with high temperature and carbon monoxide alarms and shall use an in-line filter bed to remove moisture. The CONTRACTOR shall provide compressed air breathing equipment for the ENGINEER and any other personnel, if working in close proximity to mist produced by the structural polymer application and hydroblast cleaning.
D. SEQUENCE OF WORK:
1. S
TRUCTURAL POLYMER
a. T
he CONTRACTOR shall perform the Work in the following sequence:
(1) C
onstruction of temporary platform
(2) C
leaning of pipe interior
(3) R
einforcing steel treatment (if necessary)
(4) S
tructural Reinforcement Repair (as directed by ENGINEER) (5) R
epair of concrete defects
(6) I
nstallation of welded wire mesh
(7) S
tructural Polymer application
(8) I
nstallation of liner
(9) Te
sting
2. S
ELF-FORMING STRUCTURAL POLYMER
a. T
he CONTRACTOR shall perform the Work in the following sequence:
(1) C
onstruction of temporary platform
(2) C
leaning of pipe interior
(3) R
einforcing steel treatment (if necessary)
(4) S
tructural Reinforcement Repair (as directed by ENGINEER) (5) R
epair of concrete defects
(6) I
nstallation of welded wire mesh
(7) I
nstallation of liner
(8) S
tructural Polymer application
(9) Te
sting
3.2 S
URFACE PREPARATION OF CONCRETE
A. All loose, brown carbonated, deteriorated, or unsound concrete shall be removed in the
immediate vicinity of the damaged documented areas to provide a substrate that is tightly adhered to the surfaces of the structure.
B. The CONTRACTOR shall cut and remove any loose existing delaminated PVC liner and t
he remaining edge of the liner shall be at an embedded locking (T-Lock) anchor that is tightly adhered to the wall.
SECTION 06621 – CO POLYMER LINING
Copolymer Lining
Contr
act No. 5554 06621-9
C. Concrete surfaces shall be prepared per SSPC SP13 abrasive blasting to remove the top
0.125 inches of existing concrete and to produce a surface roughness equivalent to that of ICRI 310.2 Concrete Surface Profile 5.
D. All surfaces shall be cleaned using high pressure water. Water cleaning equipment includ
ing pumps, hoses, connectors, valves and nozzles shall be capable of producing a blast pressure of 5,000 psi. CONTRACTOR shall remove all grease, dirt, rocks, rust, spalled masonry (including mortar, concrete, and brick), and other deleterious materials and debris from the interior of the pipe. The finished interior surface shall consist of sound concrete with exposed aggregate.
E. In accordance with ASTM D4262, test to determine the pH of the concrete surface after
the surface has been thoroughly blasted and cleaned. If the pH is outside the range recommended by the coating manufacturer, then the surface must be neutralized by removing concrete until a surface pH of 7 or greater is obtained prior to any coating application. One pH test shall be performed every 50 square feet, or less, and at locations determined by the Coating Inspector.
F. The CONTRACTOR shall test for capillary moisture in accordance with ASTM D4263.
Moist
ure tests shall be taken every 200 square feet or less and at locations determined by the INSPECTOR. If capillary moisture is present, the coating manufacturer shall be consulted to determine primer requirements and special coating application criteria.
G. The CONTRACTOR shall use a concrete mortar to rebuild the existing concrete to 2 inches
in depth following abrasive blasting. Concrete mortar must be scrubbed into substrate filling all pores and voids. While the scrub coat is still plastic, force material against the edge of repair, working toward center. The CONTRACTOR shall use a trowel to repair the existing concrete with a high early strength mortar, as specified, prior to the installation of the epoxy primer. Hand application is not acceptable. The repaired concrete shall be finished with a masonry brush with 4-inch long Tampico fibers, completely cured, and dried according to the manufacturer’s recommendations.
H. As per ACI recommendations for portland cement concrete, curing is required. Moist cure w i
th wet burlap and polyethylene, and a fine mist of water. Moist curing should commence immediately after finishing.
I. After curing, and prior to coating, the repaired concrete shall be lightly abrasive blast cleane
d to remove curing agents, laitance, surface contaminants and to produce a surface roughness equivalent to that of ICRI 310.2 Concrete Surface Profile 3.
J. Surfaces shall be cleaned of all dust and residual particles by dry air blast cleaning, vacuuming,
or other approved methods prior to lining application as approved by the Coating Inspector.
K. The resurfaced concrete shall be examined by the Coating Inspector by tapping with a 1 po
und hammer over the repair areas. If hollow and soft areas are present, the CONTRACTOR shall chip out the area and reapply the mortar.
3.3 SURFACE PREPARATION OF EXISTING LINER
A. The CONTRACTOR shall cut and remove any existing delaminated PVC liner and the remaini
ng edge of the liner shall be at an embedded locking (T-Lock) anchor that is tightly adhered to the wall.
B. The existing PVC liner shall be abraded with 60 Grit sandpaper and be detergent cleane
d per SSPC SP1 when the new PVC liner will overlap it. Formula 409, or equal, shall be used to clean the existing liner prior to applying the material.
SECTION 06621 – CO POLYMER LINING
Copolymer Lining
Contr
act No. 5554 06621-10
3.4 REINFORCING STEEL TREATMENT
A. Where corrosion or surface preparation activities have exposed reinforcing steel the foll
owing procedure shall be used:
1. If half the diameter of the reinforcing steel, or more, is exposed, chip out behind the
reinforcing steel a minimum of ½ inch for placement of grout or polymer concrete.
2. Abrasive blast all exposed reinforcing steel surfaces to remove all contaminants and corr
osion products.
3. Determine section area loss of reinforcing steel. Perform structural reinforcement repai
r as directed by the ENGINEER. Structural reinforcement repair shall include providing and installing wire fabric and mortar as directed by the ENGINEER.
4. Structural reinforcement repair shall be used only when directed by the ENG
INEER. ENGINEER shall determine and identify the area over which such repair shall be performed, and the quantities and limits of wire mesh to be placed.
5. If the reinforcing steel has more than 50% of the cross sectional area lost along its exposed le
ngth, the reinforcing steel shall be replaced and spliced to sound, adjacent reinforcing steel. The CONTRACTOR shall remove enough of the concrete around the circumference of the reinforcing bar to accommodate the splices and/or coupler installation and to allow for bonding between the reinforcing steel and the new cementitious mortar material. Removals shall allow for a ½-inch gap around the circumference of the reinforcing steel or coupler.
6. Apply a 20 mil (wet) coat of corrosion inhibitor to all surfaces of the clean, exposed reinfor
cing steel with stiff brush or spray equipment. Cure to tack-free 2 to 3 hours.
7. Apply a second 20 mil (wet) coat of corrosion inhibitor and allow for 2-hour to 3- hour cu
re prior to placement of polymer mortar, cementitious mortar, or grout.
3.5 REPAIR OF CONCRETE DEFECTS
A. CRACKS:
1. C
racks shall be filled with the specified polymer mortar according to the following procedure
:
a. Deepen the crack as necessary to ensure a minimum depth of 1/8 inch. b. A
pply a scrub coat of the polymer mortar, prepared according to the manufac
turer’s recommendations, to the prepared substrate.
c. While the scrub coat is still wet, force the polymer mortar into the cavity. d. S
trike off and level as required.
3.6 LINING
SYSTEM APPLICATION
A. Proportioning and Mixing. Structural polymer materials shall be mixed and proporti
oned in accordance with the manufacturer’s written instructions with the equipment specified by the manufacturer. Pumping equipment and computer equipment utilizing an integrated DAQ system with built in alarms shall be approved by manufacturer prior to use. All equipment shall be maintained and operated per the manufacturer’s written instructions. Filters shall be checked twice daily (if operated) and cleaned as necessary.
At all times during use, the spray equipment shall be attended by a qualified operator certified by the manufacturer.
SECTION 06621 – CO POLYMER LINING
Copolymer Lining
Contr
act No. 5554 06621-11
B. Structural Polymer. Structural polymer shall only be applied to a clean, prepared and dry sou
nd concrete surface, as specified above. Structural polymer shall cover all exposed aggregate, and provide a smooth surface for application of the PVC liner. Prior to application of the PVC sheets and rolling of same, the mastic shall provide a minimum of 1-inch thick cover over the surface of the exposed concrete aggregate material. In areas where the pipe reinforcing bars are exposed, the net cover over the reinforcement, before application and rolling of the PVC sheets, shall be 2 inches minimum. Structural polymer shall be applied in lifts not to exceed 1-inch thickness. The maximum thickness of the cumulative lifts shall be no more than 2 inches.
C. Application of the PVC liner after the installation of the structural polymer shall be in accorda
nce with manufacturer’s specifications, but in any event not later than 45 minutes after application of the structural polymer, after which the area must be resprayed and allowed to tack again.
D. Activator. Apply activator to clean, dry PVC sheets in accordance with manufacturer’s instruc
tions. Allow to dry “tack-free” prior to embedding sheet in the structural polymer.
Activator shall be applied to sheets in a warm (70 degree F minimum), protected environment and allowed to dry prior to shipment to the job site. Protect prepared sheet from debris contamination.
E. Sheet Liner. The activator prepared surface of the PVC sheet liner shall be pressed into t
he structural polymer and rolled to remove trapped air. Seams shall overlap a minimum of 4 inches in the downstream direction. Maximum size of sheets along the length of the pipe shall not exceed 8 feet in any dimension, and the PVC shall be in one continuous piece to cover the crown and sides of the pipe as shown on the Plans. PVC sheets shall be applied while the structural polymer is still tacky. Following the removal of the support system, the 4-inch overlapping seams shall be embedded in seam material as shown on the Plans.
F. Fiberglass Support Panels. A support system consisting of sections of flexible but stiff 4-f
oot wide by 12-foot long fiberglass panels, shall be pressed up by jacks into the new PVC liner surface while the structural polymer is finishing its exothermic reaction with the pipe. Each fiberglass panel section using four jack supports shall ensure that a very uniform flat finish formed pipe interior from the termination edges of the liner near the bottom of the pipe to the crown of the pipe is attained.
G. The formwork shall be made of activated PVC liner sheets and shall provide a complete sea
l of all the concrete surfaces to be lined in accordance with the limits as shown on the Drawings. Care shall be taken to keep the activated PVC liner sheets clean and free of dust and protected from debris contamination. The CONTRACTOR shall utilize the maximum size PVC liner sheets possible with a minimum number of seams.
The vertical and horizontal seams shall be joined with the “H” channels and the intersecting walls shall be joined using the preformed angles. The bottom, leading or terminating edges of the liner sheets shall be inserted in “J” Channels or joiner strips and sealed in accordance with the details shown in the Drawings. All the PVC liner sheets, channels, and angles shall be activated and allowed to dry to tack free prior to joining. An adequate amount of sealant shall be applied to form a bead along the seam after joining.
H. Sheet Liner Terminations. The PVC lining system shall extend to the limits shown on the
Plans. Where the new lining meets the existing lining, the new liner shall overlap the existing liner by a minimum of 4 inches. Methods for overlapping the existing liner at the downstream and leading (upstream) edge of the liner are shown on the Plans. Along the length of the pipe, on both sides, and on the upstream end where the end of the liner will SECTION 06621 – CO POLYMER LINING
Copolymer Lining
Contr
act No. 5554 06621-12
terminate, saw-cut into the wall of the concrete pipe and embed the liner in structural polymer covered with seam material, as shown on the Plans.
3.7 INSPECTION AND TESTING
A. The surface of the installed liner will be visually inspected by the Coating Inspector for proper adhe
sion, air pockets, edge or seam defects, rips, tears, and punctures. The newly applied PVC liner shall be spark tested per NACE SP0188 and any defect that is identified by the spark test shall be properly repaired and retested. The spark testing shall be done with a Tinker and Rasor Holiday Detector (Model AP-W) or equal set at 20,000 volts.
B. The Project Quality Control Plan shall be submitted by the CONTRACTOR for approval
by the ENGINEER. All quality assurance testing shall be provided by the CONTRACTOR at no additional cost to CITY.
C. To assure proper adhesion of the PVC lining to the structural polymer and the struc
tural polymer to the concrete surface, the protective lining system shall have a "peel test" performed at locations previously designated by the Coating Inspector and prepared by the lining CONTRACTOR. The test shall be the "Standard Test Method for Adhesion- in-Peel of Elastomeric Joint Sealants" per ASTM Designation C794 and modified for field test conditions. Preparation of the 1-inch wide pulling strips, during the CONTRACTOR's lining installation, shall be as directed by the Coating Inspector. The allowable minimum value for the peel strength test shall be per the protective lining system manufacturer's recommendation but shall not be less than 16 pounds per linear inch after 3 days of curing at a minimum ambient temperature of 55°F.
3.8 REPAIR OF DEFECTS
A. The CONTRACTOR shall repair all defects found in the lining system. Areas with poor adhesi
on or air inclusions, edge or seam defects, punctures or other defects, shall be repaired. The repair may include cutting and removing all the defective areas and relining; drilling and injecting polyurethane seam material into defective areas and lining with a flexible PVC liner. The protective lining system used in the relining or the flexible PVC lining to be applied shall overlap the adjacent lined areas a minimum of 4 inches in all directions and shall be reinspected.
3.9 WARRANTY
A. The CONTRACTOR and manufacturers shall warrant the lining system applications for a
period of 1 year after Final Acceptance of the Work. Failures identified in the warranty inspections described below shall be repaired by the CONTRACTOR at no cost to CITY.
3.10 WARRANTY INSPECTION
A. Warranty inspections shall be conducted at the end of 11 months following acceptance of the
Work. Normal wear of the lining systems shall be repaired at CITY’s expense at the time of inspection based on the escalated unit costs established in this Contract. All lining applications found to be deficient or defective during the warranty period shall be repaired by the CONTRACTOR, to the satisfaction of the ENGINEER, in accordance with this Specification and the material manufacturer's recommendations at no cost to CITY.
Deficient or defective linings include poor adhesion or air inclusions, edge or seam defects, blisters, peeling, disbondment or other defects. The final inspection video shall be used to assist in determining normal wear of the coating systems.
B. CITY shall establish a date for the inspection and notify the CONTRACTOR 30 days in ad
vance. The CONTRACTOR shall supply adequate safety equipment and interior lighting for the inspection as required.
SECTION 06621 – CO POLYMER LINING
Copolymer Lining
Contr
act No. 5554 06621-13
END OF SECTION
SECTION 06621 – CO POLYMER LINING
Copolymer Lining
Contr
act No. 5554 06621-14
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SECTION 15610 – FLOW METERS
Flow Meters
Contrac
t No. 5554 15610 - 1
PART 1 – GENERAL
1.1 S
ECTION INCLUDES
This section includes materials, testing, and installation of flow meters, totalizers, indicator
s, and transmitters. All flow meters must be suitable for use in sewage systems.
1.2 RELATED WORK SPECIFIED ELSEWHERE
A. Section 16000 – General Electrical Requirements
1.3 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS
A. Except as otherwise indicated, the current edition of the following standard applies to the Work of this section.
1. ANSI B16.5 Pipe Flanges and Flanged Fittings, Class 150 only
1.4 QUALITY CONTROL
A. Manufacturer shall provide a two-year warranty on defective workmanship or materi
als.
1.5 CONTRACTOR SUBMITTALS
A. The Contractor shall furnish submittals in accordance with the requirements of the con
tract documents. The following submittals are required:
1. Submit Shop Drawings, manufacturer's catalog data certificate of warranty, and de
tailed construction sheets showing all flow meter parts and describing material of construction by material and specification. Submittal shall include meter dimensions and orientation.
2. Submit certified factory test results, installation instructions, and three (3 )
sets of operation and maintenance manuals.
3. Provide catalog information and calibration sheets with the following informa
tion:
a. Project name, Loop number, Tag number
b. Manufacturer, Model number, Serial number
c. Calibration range data: input, output, and error at 10, 50, and 90% of span
d.
Switch setting, contact action, and deadband for discrete elements e. Space for comments and sign-off by Instrumentation Supplier and date f. Test equipment used and associated serial
PART 2 - MATERIALS
SECTION 15610 – FLOW METERS
Flow Meters
Contrac
t No. 5554 15610 - 2
2.1 FLOW METERS
A. Manufacturer: The meter shall be Model Proline Promag W 400 as manufactured by Endr
ess+Hauser. Order code for "Sensor option", option CD, CE • IP68, type 6P enclosure
• Fully welded, with protective coating as per EN ISO 12944 Im2/Im3 and EN 6052
9 • For the operation of the device under water and in saline water. Operating duration a
t a maximum depth of: 3 m (10 ft): permanent use; 10 m (30 ft):
maximum 48 hours
B. Electrodes: Electrodes shall be constructed of stainless steel. Sensor shall be suitabl
e for sewage applications.
C. Sensor Cable: The sensor cable shall be a multi-conductor, abrasive resistant, polyuretha
ne jacketed cable flexible to -40 F. The sensor cable shall be permanently bonded to the sensor. Contractor to coordinate with City staff for remote display installation location. Contractor is responsible for determining the required cable length to connect the remote signal converter to the flow meter.
D. The transmitter shall be remote mounted. Transmitter Enclosure: NEMA 4X E.
Flow meter shall be ordered with factor applied IP68 potting compound.
F. Flow meter shall be installed with grounding rings per manufacturer recomm
endation. Grounding rings must be provided by flow meter manufacturer.
G. Pressure/Temperature Limits: -40 to 180°F
H. The flow meter shall operate at pressures up to 300 psi.
I. Power Supply: 24V DC
J. The meter shall have flanged connections conforming to ANSI B16.5, Class 150.
2.2 PAINTING AND COATING
A. The interior of the flow sensor shall be polyurethane lined.
B. The exterior of the flow meter shall be coated with factory applied protective coating
.
PART 3 – EXECUTION
3.1 I
NSTALLATION
A. The flow meter shall be inspected by the Construction Manager prior to installatio n.
If in the opinion of the Construction Manager there is any damage to the flow meter including interior lining, then the flow meter shall be rejected and replaced at no cost to the Owner.
SECTION 15610 – FLOW METERS
Flow Meters
Contrac
t No. 5554 15610 - 3
B. Contractor to confirm required length of signal and power cable prior to ordering flow
meter. No field modification of factory cable length is allowed.
C. Install flow meters in accordance with all manufacturer’s i ns tructions.
3.2 TESTING
A. Flow meter shall be field tested, inspected, and commissioned to its indicated perfo
rmance requirement in accordance with its manufacturer’s specifications and instructions by a manufacturer’s representative. Representative shall be qualified by completion and certification from training courses offered by The Instrumentation, Systems, and Automation Society (ISA). Any instrument which fails to meet any Contract requirement, or, in the absence of a Contract requirement, any published manufacturer performance specification for functional and operational parameters, shall be repaired or replaced.
B. The flow meter shall be loop tested as an integrated system. Operation shall be checked f
rom field instruments to transmitter to receiving components to the vendor panel or the Plant Control System Operator Interface Station. Test signals shall be injected at the process impulse line connection where the measuring technique permits, and otherwise at the most primary signal access point.
Contractor to coordinate with City staff for loop testing requirements at time of commissioning.
C. If the output control or monitoring device fails to indicate properly, corrections to the
loop circuitry or device shall be made. The test shall be repeated until devices and instruments operate as required.
D. Correct loop circuitry and repeat the test until the instruments operate properly.
**END OF SECTION**
SIGNATURE AND STAMPS
Contract No. 5554 1
CHINQUAPIN LIFT STATION EMERGENCY GENERATOR REPLACEMENT
SIGNATURES AND STAMPS
Specifications for the project, Chinquapin Lift Station Emergency Generator Replacement have been prepared under the direction of the following architects/engineers:
As to the general specifications and requirements:
As to architectural portions:
9/16/2025
Signature and Date
As to Structural portions:
9/16/2025
Signature and Date
SELECTIVE DEMOLITION
Contract No. 5554 02 4119-1
SECTION 02 41 19 SELECTIVE DEMOLITION
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Demolition and removal of selected portions of a building or structure.
2. Demolition and removal of selected site elements.
3. Salvage of existing items to be reused or recycled.
1.2 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. Remove and Salvage: Carefully detach from existing construction, in a manner to prevent damage, and deliver to Owner.
C. Remove and Reinstall: Detach items from existing construction, prepare for reuse, and reinstall where indicated.
D. Existing to Remain: Existing items of construction that are not to be permanently removed and that are not otherwise indicated to be removed, removed and salvaged, or removed and reinstalled.
1.3 PREINSTALLATION MEETINGS
A. Pre-demolition Conference: Conduct conference at Project site.
1.4 INFORMATIONAL SUBMITTALS
A. Qualification Data: For refrigerant recovery technician.
B. Pre-demolition Photographs or Video: Submit before Work begins.
C. Statement of Refrigerant Recovery: Signed by refrigerant recovery technician.
1.5 CLOSEOUT SUBMITTALS
A. Landfill Records: Indicate receipt and acceptance of hazardous wastes by a landfill facility licensed to accept hazardous wastes.
SELECTIVE DEMOLITION
Contract No. 5554 02 4119-2
1.6 QUALITY ASSURANCE
A. Refrigerant Recovery Technician Qualifications: Certified by an EPA-approved certification program.
1.7 FIELD CONDITIONS
A. Owner will occupy portions of building immediately adjacent to selective demolition area. Conduct selective demolition so Owner's operations will not be disrupted.
B. Conditions existing at time of inspection for bidding purpose will be maintained by Owner as far as practical.
C. Notify Architect of discrepancies between existing conditions and Drawings before proceeding with selective demolition.
D. Hazardous Materials: It is not expected that hazardous materials will be encountered in the Work.
1. Hazardous materials will be removed by Contractor as part of change order work before start of the work.
2. If suspected hazardous materials are encountered, do not disturb; immediately notify Architect and Owner. Hazardous materials will be removed by Contractor as part of the change order work before start of the work
E. Storage or sale of removed items or materials on-site is not permitted.
F. Utility Service: Maintain existing utilities indicated to remain in service and protect them against damage during selective demolition operations.
1. Maintain fire-protection facilities in service during selective demolition operations.
1.8 WARRANTY
A. Existing Warranties: Remove, replace, patch, and repair materials and surfaces cut or damaged during selective demolition, by methods and with materials so as not to void existing warranties.
PART 2 - PRODUCT
S
2.1 PEFORMANCE REQUIREMENTS
A. Regulatory Requirements: Comply with governing EPA notification regulations before beginning selective demolition. Comply with hauling and disposal regulations of authorities having jurisdiction.
B. Standards: Comply with ANSI/ASSE A10.6 and NFPA 241.
SELECTIVE DEMOLITION
Contract No. 5554 02 4119-3
PART 3 - EXECUTION
3.1 EXAMINATION
A. Verify that utilities have been disconnected and capped before starting selective demolition operations.
B. Survey existing conditions and correlate with requirements indicated to determine extent of selective demolition required.
C. 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.
D. Perform an engineering survey of 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 building demolition operations.
3.2 UTILITY SERVICES AND MECHANICAL/ELECTRICAL SYSTEMS
A. Existing Services/Systems to Remain: Maintain services/systems indicated to remain and protect them against damage.
1. Comply with requirements for existing services/systems interruptions specified in Section 011000 "Summary."
B. Existing Services/Systems to Be Removed, Relocated, or Abandoned: Locate, identify, disconnect, and seal or cap off indicated utility services and mechanical/electrical systems serving areas to be selectively demolished.
1. Owner will arrange to shut off indicated services/systems when requested by Contractor.
2. Arrange to shut off indicated utilities with utility companies.
3. If services/systems are required to be removed, relocated, or abandoned, provide temporary services/systems that bypass area of selective demolition and that maintain continuity of services/system
s to other parts of building.
4. Disconnect, demolish, and remove fire-suppression systems, plumbing, and HVAC systems, equipment, and components indicated to be removed.
a. Piping to Be Removed: Remove portion of piping indicated to be removed and cap or plug remaining piping with same or compatible piping material. b. Piping to Be Abandoned in Place: Drain piping and cap or plug piping with same or compatible piping material.
c. Equipment to Be Removed: Disconnect and cap services and remove equipment. d. Equipment to Be Removed and Reinstalled: Disconnect and cap services and remove, clean, and store equipment; when appropriate, reinstall, reconnect, and make equipment operational. e. Equipment to Be Removed and Salvaged: Disconnect and cap services and remove equipment and deliver to Owner.
SELECTIVE DEMOLITION
Contract No. 5554 02 4119-4
f. Ducts to Be Removed: Remove portion of ducts indicated to be removed and plug remaining ducts with same or compatible ductwork material.
g. Ducts to Be Abandoned in Place: Cap or plug ducts with same or compatible ductwork material.
C. Refrigerant: Remove refrigerant from mechanical equipment to be selectively demolished according to 40 CFR 82 and regulations of authorities having jurisdiction.
3.3 PREPARATION
A. 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. Comply with requirements for access and protection specified in Section 015000 "Temporary Facilities and Controls."
B. Temporary Facilities: Provide temporary barricades and other protection required to prevent injury to people and damage to adjacent buildings and facilities to remain.
C. Temporary Shoring: Provide and maintain shoring, bracing, and structural supports as required to preserve stability and prevent movement, settlement, or collapse of construction and finishes to remain, and to prevent unexpected or uncontrolled movement or collapse of construction being demolished.
3.4 SELECTIVE DEMOLITION, GENERAL
A. General: Demolish and remove existing construction only to the extent required by new construction and as indicated. Use methods required to complete the Work within limitations of governing regulations and as follows:
1. 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.
2. Cut or drill from the exposed or finished side into concealed surfaces to avoid marring existing finished surfaces.
3. 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.
4. Locate selective demolition equipment and remove debris and materials so as not to impose excessive loads on supporting walls, floors, or framing.
5. Dispose of demolished items and materials promptly.[ Comply with requirements in Section 017419 "Construction Waste Management and Disposal."]
B. Removed and Salvaged Items:
SELECTIVE DEMOLITION
Contract No. 5554 02 4119-5
1. Clean salvaged items.
2. Pack or crate items after cleaning. Identify contents of containers.
3. Store items in a secure area until delivery to Owner.
4. Transport items to Owner's storage area indicated on Drawings.
5. Protect items from damage during transport and storage.
C. Removed and Reinstalled Items:
1. Clean and repair items to functional condition adequate for intended reuse.
2. Pack or crate items after cleaning and repairing. Identify contents of containers.
3. Protect items from damage during transport and storage.
4. Reinstall items in locations indicated. Comply with installation requirements for new materials and equipment. Provide connections, supports, and miscellaneous materials necessary to make item functional for use indicated.
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.
3.5 DISPOSAL OF DEMOLISHED MATERIALS
A. General: Except for items or materials indicated to be reused, salvaged, reinstalled, or otherwise indicated to remain Owner's property, remove demolished materials from Project site and legally dispose of them in an EPA-approved landfill.
1. Do not allow demolished materials to accumulate on-site.
2. Remove and transport debris in a manner that will prevent spillage on adjacent surfaces and areas.
3. Remove debris from elevated portions of building by chute, hoist, or other device that will convey debris to grade level in a controlled descent.
4. Comply with requirements specified in Section 017419 "Construction Waste Management and Disposal."
B. Burning: Do not burn demolished materials.
C. Disposal: Transport demolished materials off Owner's property and legally dispose of them.
3.6 CLEANING
A. Clean adjacent structures and improvements of dust, dirt, and debris caused by selective demolition operations. Return adjacent areas to condition existing before selective demolition operations began.
END OF SECTION 02 4119
SELECTIVE DEMOLITION
Contract No. 5554 02 4119-6
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CONCRETE FORMING AND ACCESSORIES
Contract No. 5554 031000 - 1
SECTION 031000 CONCRETE FORMING AND ACCESSORIES
PART 1 - GENERAL
1.1 SUMMARY
A. Provisions of Division 01 apply to this section
B. Section Includes:
1. Formwork for cast-in-place concrete as indicated.
2. Installation of items to be embedded in concrete, such as anchor bolts, inserts, embeds, and sleeves.
C. Related Sections:
1. Section 032000: Concrete Reinforcing
2. Section 033000: Cast-In-Place Concrete
1.2 SYSTEM DESCRIPTION
A. Regulatory Requirements: Except as otherwise specified herein, the Work of this section shall be in accordance with CBC, Chapter 19, Concrete.
1.3 SUBMITTALS
A. Shop Drawings: Submit Shop Drawings indicating locations of forms, joints, embedded items, and accessories.
B. Product Data: Submit the manufacturer's Product Data for form materials and accessories.
1.4 QUALITY ASSURANCE
A. Comply with the following as a minimum requirement:
1. Conform to ACI 347R-14 (or the latest edition).
2. Plywood: Conform to tables for form design and strength in APA Form V 345.
B. Mock-ups: Provide mock-ups for architectural exposed finishes; 100 square feet minimum size. Locate as required by the Architect.
CONCRETE FORMING AND ACCESSORIES
Contract No. 5554 031000 - 2
PART 2 - PRODUCTS
2.1 GENERAL
A. Form materials may be reused during the progress of the Work provided they are completely cleaned and reconditioned, recoated for each use, capable of producing formwork of required quality, and are structurally sound.
B. Form Lumber: WCLIB Construction Grade or Better, WWPA No. 1 or Better.
C. Plywood: PS 1-19, Group I, Exterior Grade B-B Plyform or better, minimum 5-ply and 3/4 inch thick for exposed locations and at least 5/8 inch thick for unexposed locations, grade marked, not mill oiled. Furnished plywood with medium or high-density overlay is permitted.
D. Coated Form Plywood: For exposed painted concrete, plastic overlaid plywood of the grade specified above, factory coated with a form coating and release agent Noxcrete", or equal.
E. Tube Forms: Burke "SmoothTube,” Sonoco "Seamless Sonotubes,” or Alton Building Products "Sleek Seamless Standard Wall,” of the type leaving no marks in concrete, one- piece lengths for required heights.
F. Joist Forms: Code recognized steel or molded plastic types as required.
G. Special Forms: For exposed integrally-colored concrete, plywood as above with high- density overlay, plywood with integral structural hardboard facing or fibrous glass reinforced plastic facing, providing specified finish.
H. For Exposed Concrete Finish:
1. Plywood: New, waterproof, synthetic resin bonded, exterior type Douglas fir or Southern pine plywood manufactured especially for concrete formwork and conforming to NIST PS 1, BB grade, class I.
2. Glass-Fiber-Fabric Reinforced Plastic Forms: Matched, tight fitting, stiffened to support the weight of concrete without deflection detrimental to structural tolerances and appearance of finished concrete surfaces.
3. Steel: Minimum 16-gauge sheet, well matched, tight fitting, stiffened to support weight of concrete, without deflection detrimental to tolerances and appearances of finished concrete surfaces.
4. Plywood: "Finland Form,” or "Combi Form" distributed by North American Plywood Corporation. The material shall be furnished with hard smooth birch face veneers with phenolic resin thermally fused onto panel sides. Edges shall be factory-sealed.
I. Form Ties: Prefabricated rod, flat band, wire, internally threaded disconnecting type, not leaving metal within 1-1/2 inch of concrete surface.
CONCRETE FORMING AND ACCESSORIES
Contract No. 5554 031000 - 3
J. Form Coating: Non-staining clear coating free from oil, silicone, wax, not grain-raising, "Formshield" by A.C. Horn, Inc., "Release" by Burke Concrete Accessories, or "Cast- Off" by Sonneborn Building Products. Where form liners are furnished, provide form coatings recommended by form liner manufacturer.
K. Form Liner: Rigid or resilient type by L.M. Scofield, Labrado Forms, Symons, or Greenstreak
L. Void Forms: Manufactured by SureVoid Products, Inc, or equal. Forms shall be "WallVoid" for temporary support of concrete walls and grade beams spanning between supports, and "SlabVoid" for creating gaps between concrete slabs or steps and underlying soils. Void forms shall be fabricated of corrugated paper with moisture resistant exterior, and shall be capable of withstanding working load of 1,500 psf.
Provide accessories as required.
PART 3 - EXECUTION
3.1 GENERAL
A. Forms shall be constructed so as to shape the final concrete structure conforming to the shape, lines and dimensions of members required by Drawings and Specifications and shall be sufficiently tight to prevent leakage of mortar. They shall be properly braced or tied together to maintain position and shape. Forms and their supports shall be designed so that previously placed structures will not be damaged. Forms shall be true to line within the tolerances set forth in ACI 347 and ACI 117, whichever is stricter, unless otherwise directed by the Architect.
3.2 ERECTION
A. Plywood shall be installed with horizontal joints level, vertical joints plumb and with joints tight. Back joints by studs or solid blocking and fill where necessary for smoothness. Reused plywood shall be thoroughly cleaned, damaged edges or surfaces repaired and both sides and edges oiled with colorless form oil. Nail plywood along edges, and to intermediate supports, with common wire nails spaced as necessary to maintain alignment and prevent warping.
B. Openings for Cleaning: Provide temporary openings at points in formwork to facilitate cleaning and inspection. At base of walls and wide piers, bottom form board on one face for entire length shall be omitted until form has been cleaned and inspected.
3.3 REMOVAL OF FORMS
A. Forms shall not be removed until concrete has sufficiently hydrated to maintain its integrity and not be damaged by form removal operations. The contractor shall remain fully and solely responsible for structure condition and integrity in relation to decisions regarding time of form removal. The preferred method of determining form removal time is the assessment of sufficient concrete strength based on tests of field cured specimens per 3.03B; however, at the contractor’s option and sole responsibility, the contractor may refer to Section 5.7 of ACI 347R-14 for minimum elapsed times and
CONCRETE FORMING AND ACCESSORIES
Contract No. 5554 031000 - 4
associated footnotes and provisions. Shoring shall not be removed until member has acquired sufficient strength to support its weight, load upon it, and added load of construction.
B. Compressive strength of in-place concrete shall be determined by testing field-cured specimens representative of concrete location or members, as specified in Section 033000: Cast-In-Place Concrete.
3.4 PROTECTION
A. Protect the Work of this section until Substantial Completion.
3.5 CLEAN UP
A. Remove rubbish, debris, and waste materials and legally dispose of them off the Project site.
END OF SECTION 031000
CONCRETE REINFORCING
Contract No. 5554 032000 - 1
SECTION 032000 CONCRETE REINFORCING
PART 1 - GENERAL
1.1 SUMMARY
A. Provisions of Division 01 apply to this section
B. Section Includes:
1. Concrete steel reinforcement as indicated.
C. Related Sections:
1. Section 031000: Concrete Forming and Accessories
2. Section 033000: Cast-In-Place Concrete
1.2 SYSTEM DESCRIPTION
A. Regulatory Requirements: Fabrication and placement of reinforcing shall be in accordance with requirements of CBC, Chapter 19.
1.3 SUBMITTALS
A. Shop Drawings: Submit steel reinforcement Shop Drawings in accordance with ACI 315.
Include assembly diagrams, bending charts and slab plans. Indicate lengths and location of splices, size and lengths of reinforcing steel. All reinforcement shop drawings shall be submitted in electronic format (PDF).
B. Closeout Submittals: Record exact locations of reinforcing that vary from Shop Drawings.
1.4 QUALITY ASSURANCE
A. Comply with the following as a minimum requirement:
1. CBC, Chapter 19, Concrete.
2. American Concrete Institute (ACI).
3. Concrete Reinforcing Steel Institute (CRSI) Manual of Standard Practice.
4. American Welding Society (AWS).
CONCRETE REINFORCING
Contract No. 5554 032000 - 2
B. Source Quality Control: Refer to Division 01 Sections for general requirements and to following paragraphs for specific procedures. Testing laboratory retained by the Owner shall perform following conformance testing, select test Samples of bars, ties, and stirrups from the material at the Project site or from the place of distribution, with each Sample consisting of not less than two 18-inch long pieces, and perform the following tests according to ASTM A615.
1. Identified Bars: If Samples are obtained from bundles as delivered from the mill, identified as to heat number, accompanied by mill analyses and mill test reports, and properly tagged with the identification certificate so as to be readily identified, perform one tensile and one bend test for each 10 tons or fraction thereof of each size of bars. Submit mill reports when Samples are selected.
2. Unidentified Bars: When positive identification of reinforcing bars cannot be performed and when random Samples are obtained, perform tests for each 2.5 tons or fraction thereof, one tensile and one bend test from each size of bars.
C. Certification of Welders: Shop and Project site welding shall be performed by certified welding operators.
1.5 DELIVERY, STORAGE AND HANDLING
A. Avoid exposure to dirt, moisture or conditions harmful to reinforcing.
B. Reinforcing steel bars, wire, and wire fabric shall be stored on the Project site to permit easy access for examination and identification of each shipment. Material of each shipment shall be separated for size and shape.
PART 2 - PRODUCTS
2.1 GENERAL
A. Provide reinforcing of sizes, gages and lengths indicated, bent to indicated shapes.
2.2 MATERIALS
A. Steel Reinforcing Bars: ASTM A615, or ASTM A706 deformed grade 40 billet steel unless otherwise specified or indicated.
B. Deformed Bar Anchors: ASTM A1064.
C. Bars or Rod Mats: ASTM A184.
D. Wire Fabric for Reinforcement: ASTM A1064.
E. Tie Wire: ASTM A1064, fully annealed, copper-bearing steel wire, 16 gage minimum.
F. Chairs, Spacers, Supports, and Other Accessories: Standard manufacture conforming to ACI-315 fabricated from steel wire of required types and sizes. For reinforcement supported from grade, provide properly sized dense precast blocks of concrete.
CONCRETE REINFORCING
Contract No. 5554 032000 - 3
2.3 FABRICATION OF REINFORCING BARS:
A. Comply with CRSI Manual of Standard Practice for Reinforced Concrete Construction for fabrication of reinforcing steel.
B. Bending and Forming: Fabricate bars of the indicated sizes and bend and form to required shapes and lengths by methods not injurious to materials. Do not heat reinforcement for bending. Bend bars No. 6 size and larger in the shop only. Bars with unscheduled kinks or bends are not permitted. Provide only tested and permitted bar materials.
C. Welding: Provide only ASTM A706 steel where welding is indicated. Perform welding by the direct electric arc process in accordance with AWS D1.4 and specified low- hydrogen electrodes. Preheat 6 inches each side of joint. Protect joints from drafts during the cooling process; accelerated cooling is not permitted. Do not tack weld bars. Clean metal surfaces to be welded of loose scale and foreign material. Clean welds each time electrode is changed and chip burned edges before placing welds. When wire brushed, the completed welds must exhibit uniform section, smooth welded metal, feather edges without undercuts or overlays, freedom from porosity and clinkers, and good fusion and penetration into the base metal. Cut out welds or parts of welds deemed defective, using chisel, and replace with proper welding. Prequalification of welds shall be in accordance with CBC requirements.
PART 3 - EXECUTION
3.1 INSTALLATION
A. Bars shall be bent cold. Bars partially embedded in concrete shall not be field bent except as indicated on reviewed Shop Drawings. Before installation, clean reinforcing of loose scale, rust, oil, dirt and any coating that could reduce bond.
B. Accurately position, install, and secure reinforcing to prevent displacement during the placement of concrete.
C. Provide metal chairs to hold reinforcement the required distance above form bottoms. In beams and slab construction, provide chairs under top slab reinforcement as well as under bottom reinforcement. Space chairs so that reinforcement will not be displaced during installation. Provide metal spacers to secure proper spacing. Stirrups shall be accurately and securely wired to bars at both top and bottom. At slabs, footings, and beams in contact with earth, provide concrete blocks to support reinforcement at required distance above grade.
D. Install and secure reinforcement to maintain required clearance between parallel bars and between bars and forms. Lapped splices shall be installed wherever possible in a manner to provide required clearance between sets of bars. Stagger lapped splices. Dowels and bars extending through construction joints shall be secured in position against displacement before concrete is installed and subsequently cleaned of concrete encrustations while they are still soft.
E. Do not install reinforcing in supported slabs and beams until walls and columns have been installed to underside of slabs and beams or until construction joints have been
CONCRETE REINFORCING
Contract No. 5554 032000 - 4
thoroughly cleaned. Reinforcing shall be inspected before placement of concrete and cleaned as required.
F. Use deformed bars unless otherwise indicated, except for spiral reinforcement.
3.2 CLEAN UP
A. Remove rubbish, debris and waste materials and legally dispose of off the Project site.
3.3 PROTECTION
A. Protect the Work of this section until Substantial Completion.
END OF SECTION 032000
CAST-IN-PLACE CONCRETE
Contract No. 5554 033000 - 1
SECTION 033000 CAST-IN-PLACE CONCRETE
PART 1 - GENERAL
1.1 SUMMARY
A. Provisions of Division 01 apply to this section
B. Section Includes:
1. Cast-in-place concrete placement and finishing.
C. Related Sections:
1. Section 031000: Concrete Forming and Accessories
2. Section 032000: Concrete Reinforcing
1.2 SUBMITTALS
A. Shop Drawings: Submit shop drawings indicating locations of cast-in-place concrete Work and accessory items such as vapor barriers. Include details and locations of reinforcing, embedded items, and interfacing with other Work. All shop drawing submittals shall be in electronic format (PDF).
B. Product Data:
1. Mix Design: Submit a concrete mix design for each mix that will be provided for the Work. Include water/cement ratio, size of coarse aggregate and amount of any admixture. Predict minimum compressive strength in accordance with the strength requirements shown in the drawings and/or specifications, maximum slump and air content percentage. Mix designs shall be prepared and stamped by a licensed California Civil Engineer. Mix design submittal shall be in electronic format (PDF).
2. Manufacturer of ready-mixed concrete shall deliver to the project inspector a certificate with each mixer truck. Certificate shall bear the signature of representative of the testing laboratory, and shall state quantity of cement, water, fine and coarse aggregate and admixtures.
C. Material Samples: Submit Samples illustrating concrete finishes, minimum 12 inches x 12 inches in size.
D. Certificates: Submit a notarized certificate that each of following conforms to the latest standards indicated:
1. Aggregates – ASTM Standard C33
2. Admixtures - ASTM Standard C260
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3. Curing materials - ASTM Standard C171
1.3 QUALITY ASSURANCE
A. Comply with the following as a minimum requirement.
B. California Building Code (CBC), applicable edition as determined by the governing regulatory authority.
C. American Concrete Institute (ACI) Publications, latest editions or as applicable as determined by the governing regulatory authority:
1. ACI 211 - Recommended Practice for Selecting Proportions of Concrete.
2. ACI 304 - Recommended Practice for Measuring, Mixing, Transporting and Placing Concrete.
3. ACI 305 - Recommended Practice for Hot Weather Concreting.
4. ACI 306 - Recommended Practice for Cold Weather Concreting.
5. ACI 308 - Recommended Practice for Curing Concrete.
6. ACI 309 - Recommended Practice for Consolidation of Concrete.
7. ACI 318 – Building Code Requirements for Structural Concrete.
D. American Society for Testing and Materials (ASTM) Standards, latest editions:
1. ASTM A 185 - Welded Steel Wire Fabric For Concrete Reinforcement.
2. ASTM C 31 - Making and Curing Concrete Test Specimens in the Field.
3. ASTM C 33 - Concrete Aggregates.
4. ASTM C 39 - Compressive Strength of Cylindrical Concrete Specimens.
5. ASTM C 88 - Soundness of Aggregates by use of Sulphate or Magnesium Sulphate.
6. ASTM C 94 - Ready-Mixed Concrete.
7. ASTM C 143 - Slump of Hydraulic Cement Concrete.
8. ASTM C 150 - Portland Cement.
9. ASTM C 171 - Sheet Materials for Curing Concrete.
10. ASTM C 172 - Sampling Freshly Mixed Concrete.
11. ASTM C 173 - Air Content of Freshly Mixed Concrete by the Volumetric Method.
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12. ASTM C 227 - Potential Alkali Reactivity of Cement-Aggregate Combinations (Mortar-Bar Method).
13. ASTM C 231 - Air Content of Freshly Mixed Concrete by the Pressure Method.
14. ASTM C 260 - Air-Entraining Admixtures for Concrete.
15. ASTM C 289 - Potential Reactivity of Aggregates (Chemical Method).
16. ASTM D 1751 - Preformed Expansion Joint Fillers for Concrete Paving and Structural Construction (Non-extruding and Resilient Bituminous Types).
E. Continuous inspection shall be provided at the batch plant and for transit-mixed concrete to run check sieve analysis of aggregate, check moisture content of fine aggregate, check design of mix, check cement being used with test reports, check loading of mixer trucks, and certify to quantities of materials placed in each mixer truck.
F. Inspection shall be performed by a representative of a testing laboratory selected by the Owner. The owner will pay for inspection costs. Notify the laboratory 24 hours in advance of time concrete is to be mixed. Notify the laboratory of postponement or cancellation of mixing within at least 24 hours of scheduling time.
G. Continuous batch plant inspection requirements may be waived in accordance with the CBC.
Waiver shall be in writing.
H. Strength Test of Concrete: Refer to California Building Code.
1.4 DELIVERY, STORAGE AND HANDLING
A. Mixing and Placing Concrete: Refer to California Building Code.
B. Ready-mix concrete shall be mixed and delivered in accordance with ASTM C94, CBC and CBC Standards, as well as ACI 318. Each batch of concrete delivered to the project site shall be accompanied by a time slip bearing departure time and signature of batch plant supervisor. Concrete placement shall be completed, and concrete placed into its final position as shown on the drawings within 90 minutes after start of mixing. Start of mixing time and completion of concrete placement time shall be documented in writing for all concrete pours.
C. Store cement and aggregate materials so as to prevent their deterioration or intrusion by foreign matter. Deteriorated or contaminated materials shall not be furnished.
1.5 JOB CONDITIONS
A. Cold Weather Requirements:
1. Adequate equipment shall be provided for heating concrete materials and protecting concrete during freezing or near-freezing weather. Surfaces, in which concrete is to
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come in contact with, shall be free from frost or ice. No frozen materials or materials containing ice shall be furnished.
2. When placing concrete during freezing or near-freezing weather the mix shall have a temperature of at least 50 degrees F., but not more than 90 degrees F. when cement is added. Concrete shall be maintained at a temperature of at least 50 degrees F. for at least 72 hours after placing or until it has thoroughly hydrated.
When necessary, concrete materials shall be heated before mixing. Special precautions shall be provided for protection of transit-mixed concrete.
B. Hot Weather Requirements:
1. During hot weather, proper attention shall be provided for ingredients, production methods, handling, placing, protection and curing, to prevent excessive concrete temperatures or water evaporation which could impair required strength or durability.
PART 2 - PRODUCTS
2.1 GENERAL
A. Ready-Mixed Concrete: Mix and deliver in accordance with requirements of CBC.
B. Strength of Concrete: Concrete, unless otherwise indicated or specified, shall be provided with a minimum ultimate 28-day strength of 4,000 psi (f'c). For high-early-strength concrete, age for reaching the f'c shall be as indicated on Drawings.
2.2 MATERIALS
A. Cement: ASTM C 150. Furnished cement shall be as selected and reviewed for concrete proportioning.
B. Aggregates: Aggregates shall conform to ASTM C 33 and C 227 except as modified herein.
Any suitable individual grading of coarse aggregate may be furnished, provided such grading results in a mix that conforms to all requirements of this specification and the drawings. The gradings shown below are typical industry values for maximum aggregate sizes from ¾” to 1-1/2”. Since this project limits maximum aggregate size to 1”, the 1-1/2” gradation information does not apply. If a smaller maximum aggregate size is used, for example 3/8”, the contractor shall submit an appropriate gradation.
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GRADING OF COMBINED AGGREGATE
Sieve Number or 1-1/2" 1" 3/4"
Size in Inches Maximum Maximum Maximum
Passing a 2" ------ ------ ------
Passing a 1-1/2" 95-100 ------ ------
Passing a 1" 70-90 90-100 ------
Passing a 3/4" 50-80 70-95 90-100
Passing a 3/8" 40-60 45-70 55-75
Passing a No. 4 35-55 35-55 40-60
Passing a No. 8 25-40 27-45 30-46
Passing a No. 16 16-34 20-38 23-40
Passing a No. 30 12-25 12-27 13-28
Passing a No. 50 2-12 5-15 5-15
Passing a No. 100 0-3 0-5 0-5
C. Water: Water shall be potable and free from deleterious matter.
D. Admixtures: ACI 318, Section 3.6.
E. Expansion Joint Fillers: Preformed strips, non-extruding and resilient bituminous type, of thickness indicated, conforming to ASTM D1751.
F. Curing Paper and Liquid Curing Compounds:
1. Curing Paper: A standard brand conforming to ASTM C171, Type 1 - Regular.
2. Liquid Curing Compounds: A standard brand, clear liquid conforming to ASTM C309, Master Builders, Grace, Antihydro.
G. Abrasive Aggregate: Norton Alundum, Union Carbide Carborundum, or equal, graded #12 through #30 sizes, color as selected by Architect.
H. Underlayment: Latex underlayment for filling low spots in concrete shall be Tile-Tex by Flintkote Co., Webtex #60 or Fixallatex by Dowman Products Co.
I. Vapor Barrier: ASTM D21O3, polyethylene sheeting, clear, 10 mils minimum thickness, impact strength greater than 70 grams per mil, 10 feet minimum width. Provide minimum 2-inch wide waterproof plastic self-adhering tape for sealing edges and ends of sheeting.
1. Moisture barrier is required where an interior area is scheduled to receive moisture sensitive floor finishes.
J. Stair Strips and Nosing:
1. Fabricated from 6063-T5 extruded aluminum, mill finish. Anti-slip filler shall contain at least 60 percent virgin grain aluminum oxide abrasive. Binder shall be fully cured resilient type epoxy, with binder-to-filler ratio of 13 percent. The epoxy-
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abrasive filler shall extend over the curved front edge of the nosing and shall be securely bonded to the extruded aluminum base.
2. Manufactured by Wooster Products Inc. American Safety Tread Co. Inc., or equal.
3. Nosing and strips for concrete casting shall be provided with Sure-Hold anchors, chevron shaped continuous full length of nosing or strip.
4. Nosings and anchors for attachment to hydrated concrete stairs and wood stairs shall be similar to those specified below, except they shall be provided with countersunk holes for screws and fasteners.
5. Colors: As selected by Architect to contrast with stair color. Colors shall extend uniformly through the filler.
6. Strip and Nosing Types:
a. Nosings for sloped riser steel pan stairs: Type WP4J, 4-1/16 inches wide, 3/8 inch thick.
b. Nosings for new concrete stairs: Type WP4C, 4-1/16 inches wide, 3/8 inch thick, nose projects down 1/4 inch.
c. Nosings for square edged steel pan stairs: Type WP4SP, 4-1/16 inches wide, 3/8 inch thick nose.
d. Strips for recessing into concrete stairs: Type WP1A, except 2-1/4 inches wide, 3/8 inch thick. American Safety Tread Co., Type 24, or equal.
e. Strips for adhering to existing or hydrated concrete: Flex-Tred anti-safety strips, minimum 2-1/4 inches wide. Cut from rolls and round corners. f. Strips for anchoring into wood or stone: American Safety Tread Co., Type 24H, or equal, with holes for fasteners, 2-1/4 inches wide.
PART 3 - EXECUTION
3.1 GENERAL
A. Time of Placing: Do not place concrete until reinforcement, conduits, outlet boxes, anchors, hangers, sleeves, bolts, and other embedded materials are securely fastened in place. Contact the inspector at least 24 hours before placing concrete; do not place concrete until inspected and approved.
B. Pouring Record: A record shall be kept on the Project site of time and date of placing concrete in each portion of structure. Such record shall be maintained on the project site until substantial completion and shall be available for examination by all project team members, including the design team, inspectors and Owner.
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3.2 PREPARATION
A. Moisture Barrier: Before installation of screeds and slab reinforcement, install a moisture barrier under slabs on grade. Place membrane in as large sheets as possible, lapped 12 inches at sides and ends, with top lap placed in the direction of the spreading of concrete. Extend membrane and lap at least 4 inches onto adjoining wall surfaces and seal with pressure- sensitive tape.
1. Install moisture barrier on minimum 2-inch bed of sand, unless otherwise indicated, over gravel base as indicated on the Drawings.
2. Patch punctures and tears in moisture barrier.
B. Reglets and Rebates:
1. Form reglets and rebates in concrete to receive flashing, frames and other equipment as detailed and required. Coordinate dimensions and locations required with other related Work.
2. If concrete slabs on grade adjoin a wall or other perpendicular concrete surface, form a reglet in wall to receive and carry horizontal concrete Work. Reglet shall be full thickness of the slab and shall be 3/4 inch wide, unless otherwise indicated.
Requirement does not apply to exterior walks, unless specifically indicated.
C. Anchor Slots: Dove-tail anchor slots at concrete walls to receive masonry veneer shall be set vertically in forms, 24 inches maximum on centers measured horizontally. Anchor slots shall be No. 24 gage galvanized sheet steel with removable fiber filler to prevent seepage of cement in slot.
D. Screeds: Install screeds accurately and maintain at required grade or slab elevations after steel reinforcement has been installed, but before starting to place concrete. Install screeds adjacent to walls and in parallel rows not to exceed 8 feet on centers.
3.3 INSTALLATION
A. Conveying and Placing:
1. Concrete shall be placed only under direct observation of the project inspector. Do not place concrete outside of regular working hours unless the project inspector has been notified at least 48 hours in advance.
2. Concrete shall be conveyed from mixer to location of final placement by methods which will prevent separation or loss of materials.
3. Concrete shall be placed as nearly as practicable to its final position to avoid segregation due to re-handling or flowing. No concrete that has partially hydrated or has been contaminated by foreign materials shall be placed, nor shall re-tempered concrete or concrete which has been remixed after initial set be placed.
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4. In placing concrete in columns, walls or thin sections, provide openings in forms, elephant trunks, tremies or other recognized devices, to prevent segregation and accumulation of partially hydrated concrete on forms or metal reinforcement above level of concrete being placed. Such devices shall be installed so that concrete will be dropped vertically. Unconfined vertical drop of concrete from end of such devices to final placement surface shall not exceed 6 feet.
5. Concrete shall be placed as a continuous operation until placing of panel or section is completed. Top surfaces of vertically formed lifts shall be level unless noted otherwise on the drawings.
6. Concrete shall be thoroughly consolidated during placement, and shall be worked around reinforcement and embedded fixtures with mechanical vibrators.
7. Where conditions make consolidation difficult, or where reinforcement is congested, batches of mortar containing same proportions of cement, sand, and water as provided in the concrete, shall first be deposited in the forms to a depth of at least one inch.
B. Compaction and Screeding:
1. Tamp freshly placed concrete with a heavy tamper until at least 3/8 inch of mortar is brought to surface. Concrete shall then be tamped with a light tamper and screeded with a heavy straightedge until depressions and irregularities are eliminated, and surface is true to finish grades or elevations. Remove excess water and debris.
2. Where slabs are to receive separate cement finish or mortar setting bed, continued tamping to raise mortar to surface is not performed. Laitance shall be removed by brushing with a stiff brush or by light sandblasting to expose clean top surface of coarse aggregate.
C. Floating and Troweling:
1. When concrete has hydrated sufficiently, it shall be floated to a compact and smooth surface. After floating, wait until concrete has reached proper consistency before troweling. Top surfaces shall receive at least 2 troweling operations with steel hand trowel. Prior to and during final troweling, apply a fine mist of water frequently with an atomizing type fog sprayer. Omit troweling for slabs to receive a separate cement finish.
2. For interior finish slabs, final troweling shall provide a hard, impervious, and non- slip surfaces, free from defects and blemishes. Finished surface shall be within a tolerance of 1/8 inch in 10 feet. Avoid burnishing. Do not add cement or sand to absorb excess moisture.
3. Exterior Paving and Cement Walks: Finish as specified above, except surface shall be given a non-slip broom finish to match Sample reviewed by the Architect.
4. Vertical concrete surfaces shall be finished smooth and free from marks or other surface defects.
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D. Curing:
1. Concrete shall be maintained above 50 degrees F., and in a moist condition for 7 days after placing, except that high early strength concrete shall be maintained in a moist condition for 3 days.
2. Before applying curing paper, interior floor treated with colored hardener shall be given a heavy protective coat of colored wax left unpolished, and then immediately covered with paper. If wax is not applied within two hours after final troweling, concrete shall be sprayed with a fine water mist and maintained continuously moist until wax is applied, unless spraying is not recommended by hardener manufacturer.
After other Work such as plastering and painting has been completed, curing paper shall be removed and waxed floors cleaned of protective wax coating.
3. Forms containing concrete, top of concrete between forms, and exposed concrete surfaces after removal of forms shall be maintained in a thoroughly wet condition for at least 7 consecutive days after placing.
4. If weather is hot or surface has dried out, spray surface of concrete slabs and paving with fine mist of water, starting not later than 2 hours after final troweling and continuing until sunset. Surface of finish shall be kept continuously wet until curing medium has been installed.
5. Immediately after finishing, roof slabs and monolithic floor finish to receive resilient floor covering shall be uniformly and completely coated with liquid curing compound.
a. Install compound in a manner and quantity sufficient to produce a uniform continuous thin film of water-impervious membrane. Compound shall be installed in accordance with manufacturer's directions. b. Protect adjoining surfaces from damage during installation. If curing compound is not applied immediately, cover finished concrete with wet burlap or curing paper and keep concrete surface wet for a period not to exceed thirty hours following finishing of concrete. At end of that time, burlap or paper shall be removed and curing compound installed as specified above.
5. Immediately after finishing, monolithic floor slabs not scheduled to receive resilient floor covering shall be covered with curing paper. Paper shall be lapped 3 inches at joints and sealed with waterproof sealer. Edges shall be cemented to finish. Repair or replace paper damaged during construction operations.
6. Within 24 hours after finishing, exterior slabs and paving, and interior slabs to receive cement topping or mortar setting beds, shall be covered with sand to a depth of 2 inches and kept thoroughly wet for 7 days.
a. Instead of sand covering, exterior walks and paving where no other surface treatment is specified, may be cured with clear liquid curing compound immediately installed in accordance with manufacturer's directions.
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E. Filling, Leveling and Patching:
1. Concrete slabs exhibiting high or low spots and indicated to receive resilient floor covering or soft floor covering, shall have surfaces repaired. High spots shall be honed, or ground with power-driven machines to required tolerances. Low spots shall be filled with latex underlayment, installed in strict accordance with manufacturer's written recommendations.
2. Holes resulting from form ties or sleeve nuts shall be solidly packed, through exterior walls, by pressure grouting with cement grout, as specified. Grouted holes on exposed surfaces shall be screeded flush and finished to match adjoining surfaces.
F. Cement Base: Cement base shall be of the height, thickness, and shape detailed. Base shall be reinforced with one inch mesh, 18 gage, zinc-coated wire fabric. Base finish mixture shall be one part Portland cement, 2 parts of fine aggregate and one part pea gravel. Colored cement base shall include a chemically inert mineral oxide pigment in the mix.
3.4 FINISHING
A. Soda and Acid Wash: Concrete surfaces to receive plaster, paint or other finish, and which have been formed by oil coated forms, shall be scrubbed with a solution of 1-1/2 pounds of caustic soda to one gallon of water. Surfaces where smooth wood or waste molds have been furnished shall be scrubbed with a solution of 20 percent muriatic acid. Wash with clean water after scrubbing.
B. Sacking: Exposed concrete curbs, walls, and other surfaces shall be sacked by an application of Portland cement grout, floated, and rubbed. Sacking shall not be performed until patching and filling of holes has been completed. Entire sacking operation for any continuous area shall be started and completed within the same day.
1. Mix one part Portland cement and 1-1/2 parts fine sand with sufficient water to produce a grout having consistency of thick paint. Wet surface of concrete sufficiently to prevent absorption of water from grout. Apply grout uniformly with a brush or spray gun, then immediately float surface with a cork or other suitable float, scouring wall vigorously.
2. While grout is still plastic, finish surface with a sponge-rubber float, removing excess grout. Allow surface to dry thoroughly, then rub vigorously with dry burlap to completely remove dried grout. No visible film or grout shall remain after rubbing with burlap.
C. Sandblasting: Exterior concrete surfaces to receive stucco dash coat finish, where plywood or other smooth forms have been furnished, shall be uniformly sand-blasted with sharp quartz sand under sufficient air pressure to remove dirt, form oil and other foreign materials, and roughen surface to provide a proper bond. Such surfaces shall be thoroughly washed with clean water after sandblasting.
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D. Abrasive: Concrete stair treads, landings, ramps and steps on interior and exterior of buildings, and interior exposed concrete floors in shop buildings shall receive an abrasive finish. Abrasive grains in amount of 30 pounds per 100 square feet shall be evenly installed by dust-on method and embedded into surface during first troweling operation. Additional abrasive grains, in amount of 30 pounds per 100 square feet, shall then be evenly installed and embedded into surface during final troweling operation.
E. Floor Hardener: Exposed interior concrete floors throughout shall be treated with floor hardener, as specified. Install hardener after surface of concrete has reached the point where no excess moisture is present, but while it is still plastic. Hardener shall be installed as follows:
1. Colored Hardener: Install at rate of 40 pounds per 100 square feet of surface for initial application.
2. Gray (natural) Hardener: Install at rate of 20 pounds per 100 square feet of surface for initial application.
3. Hardener shall be evenly distributed and thoroughly floated into surface mortar with a wood float. An additional 20 pounds of hardener, colored or gray, specified as above, shall be installed over each 100 square feet, and troweled to an even surface having uniform color and texture.
F. Cement Grout and Dry-Pack Concrete: Cement grout shall be mixed at the Project site and shall be composed of one volume of Portland cement and 2-1/2 volumes of fine aggregate.
Materials shall be mixed dry with sufficient water added to make mixture flow under its own weight. When grout is used as a dry pack concrete, add sufficient water to provide a stiff mixture, which can be molded into a sphere.
G. Broom Finish: Exterior stair treads and landings shall be provided with a non-slip broom finish in addition to abrasive finish specified.
H. Abrasive Stair Nosing: Nosing shall be installed according to manufacturers written recommendations.
3.5 EXPANSION AND CONSTRUCTION JOINTS
A. Construction Joints: Details and proposed location of construction joints shall be as indicated on the Drawings, located to least impair strength of structure, in accordance with the following:
1. Thoroughly clean contact surface by sand blasting entire surface not earlier than 5 days after initial placement.
2. A mix containing same proportion of sand and cement provided in concrete plus a maximum of 50 percent of coarse aggregate shall be placed to a depth of at least one inch on horizontal joints. Vertical joints shall be wetted and coated with a neat cement grout immediately before placing of new concrete.
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3. Should contact surface become coated with earth, sawdust, or deleterious material of any kind after being cleaned, entire surface shall be re-cleaned before applying mix.
B. Expansion Joints: Provide expansion joints where indicated in walks and exterior slabs.
Space approximately 20 feet apart, unless otherwise indicated. Joints shall extend entirely through slab with joint filler in one piece for width of walk or slab. Joint filler shall be 3/8 inch thick, unless otherwise indicated.
C. Tooled Joints: Slabs, walks and paving shall be marked into areas as indicated with markings made with a V-grooving tool. Marks shall be round-edged, free from burrs or obstructions, with clean cut angles and shall be straight and true. Walks, if not indicated, shall be marked off into rectangles of not more than 12 square feet and shall have a center marking where more than 5 feet wide.
3.6 TESTING
A. Molded Cylinder Tests:
1. Owner Consultant will prepare cylinders. Each cylinder shall be dated, given a number, point in structure from which sample was obtained, mix design number, mix design strength and result of accompanying slump test noted.
2. Separate tests of molded concrete cylinders obtained at same place and time shall be made at age of 3 days, 7 days, and 28 days. A strength test shall be the average of the compressive strength of 2 cylinders, obtained from the same sample of concrete and tested at 28 days or at test age designated for determination of f'c.
3. Test cylinders shall be prepared at the Project site and stored in testing laboratory in accordance with ASTM C 31 and tested in accordance with ASTM C 39.
B. Core Test: At request of the Architect, cores of hardened concrete shall be cut from portions of hydrated structures for testing, in accordance with CBC and ASTM C 42.
1. Provide 4-inch diameter cores at representative places throughout the structure as designated by the Architect.
2. In general, provide sufficient cores to represent concrete placed with at least one core for each 4,000 square feet of building area, and at least 3 cores total for each Project.
3. Where cores have been removed, fill voids with drypack, and patch the finish to match the adjacent existing surfaces.
C. Concrete Consistency: Measure consistency according to ASTM C143. Test twice each day or partial day's run of the mixer.
D. Adjustment of Mix: If the strength of any grade of concrete for any portion of Work, as indicated by molded test cylinders, fall below minimum 28 days compressive strength specified or indicated, adjust mix design for remaining portion of construction so that resulting concrete meets minimum strength requirements.
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E. Defective Concrete:
1. Should strength of any grade of concrete, for any portion of Work indicated by tests of molded cylinders and core tests, fall below minimum 28 days strength specified or indicated, concrete will be deemed defective Work and shall be replaced or adequately strengthened in a manner acceptable to the Architect and SEOR.
2. Concrete Work that is not formed as indicated, is not true within 1/250 of span, not true to intended alignment, not plumb or level where so intended, not true to intended grades and levels, contains sawdust shavings, wood or embedded debris, or does not fully conform to Contract provisions, shall be deemed to be defective Work and shall be removed and replaced.
F. Concrete For Equipment Pads, Mechanical and Electrical Work: Unless otherwise indicated, strength shall be 4,000 psi concrete. Exposed concrete shall be provided with a hand trowel finish with radius corners and edges. Form and place concrete where necessary as described in Section 031000: Concrete Forming and Accessories and reinforced as described in Section 032000: Concrete Reinforcing. Calcium chloride shall not be furnished in any concrete mix provided for the installation of underground electrical conduits. For concrete encasement of more than one conduit, furnish 3/4 inch to 1 inch aggregate as specified for concrete mix.
3.7 CLEAN UP
A. Remove rubbish, debris and waste materials and legally dispose of off the Project site.
3.8 PROTECTION
A. Protect the Work of this section until Substantial Completion.
END OF SECTION 033000
CONCRETE UNIT MASONRY
Contract No. 5554 042200 SECTION 042200 CONCRETE UNIT MASONRY
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.
1.2 SUMMARY
A. Section Includes:
1. Concrete masonry units.
2. Decorative concrete masonry units.
3. Pre-faced concrete masonry units.
4. Mortar and grout.
5. Steel reinforcing bars.
6. Masonry joint reinforcement.
7. Ties and anchors.
8. Embedded flashing.
9. Miscellaneous masonry accessories.
10. Masonry-cell insulation.
B. Related Sections:
1. Section 033000 "Cast-in-Place Concrete" for dovetail slots for masonry anchors.
2. Section 051200 "Structural Steel Framing" for installing anchor sections of adjustable masonry anchors for connecting to structural steel frame.
3. Section 076200 "Sheet Metal Flashing and Trim" for sheet metal flashing and for furnishing manufactured reglets installed in masonry joints.
1.3 DEFINITIONS
A. CMU(s): Concrete masonry unit(s).
B. Reinforced Masonry: Masonry containing reinforcing steel in grouted cells.
1.4 PERFORMANCE REQUIREMENTS.
A. Provide structural unit masonry that develops indicated net-area compressive strengths at 28 days.
1. Determine net-area compressive strength of masonry from average net-area compressive strengths of masonry units and mortar types (unit-strength method) according to Tables 1 and 2 in ACI 530.1/ASCE 6/TMS 602.
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2. Determine net-area compressive strength of masonry by testing masonry prisms according to ASTM C 1314.
1.5 PRECONSTRUCTION TESTING
A. Preconstruction Testing Service: Owner will engage a qualified independent testing agency to perform preconstruction testing indicated below. Retesting of materials that fail to comply with specified requirements shall be done at Contractor's expense.
1. Concrete Masonry Unit Test: For each type of unit required, according to ASTM C 140 for compressive strength.
2. Mortar Test (Property Specification): For each mix required, according to ASTM C 109/C 109M for compressive strength, ASTM C 1506 for water retention, and ASTM C 91 for air content.
3. Mortar Test (Property Specification): For each mix required, according to ASTM C 780 for compressive strength.
4. Grout Test (Compressive Strength): For each mix required, according to ASTM C 1019.
5. Prism Test: For each type of construction required, according to ASTM C 1314.
1.6 ACTION SUBMITTALS
A. Product Data: For each type of product indicated.
B. LEED Submittals:
1. Product Certificates for Credit MR 5: For products and materials required to comply with requirements for regional materials indicating location and distance from Project of material manufacturer and point of extraction, harvest, or recovery for each raw material. Include statement indicating cost for each regional material and the fraction by weight that is
considered regional.
C. Shop Drawings: For the following:
1. Masonry Units: Show sizes, profiles, coursing, and locations of special shapes.
2. Reinforcing Steel: Detail bending and placement of unit masonry reinforcing bars. Comply with ACI 315, "Details and Detailing of Concrete Reinforcement." Show elevations of reinforced walls.
3. Fabricated Flashing: Detail corner units, end-dam units, and other special applications.
D. Samples for Initial Selection:
1. Decorative CMUs, in the form of small-scale units.
2. Pre-faced CMUs.
3. Colored mortar.
4. Weep holes/vents.
E. Samples for Verification: For each type and color of the following:
1. All types of CMUs specified in the Documents.
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2. All mortars, pigmented and colored-aggregate. Make Samples using same sand and mortar ingredients to be used on Project.
3. Accessories embedded in masonry.
1.7 INFORMATIONAL SUBMITTALS
A. List of Materials Used in Constructing Mockups: List generic product names together with manufacturers, manufacturers' product names, model numbers, lot numbers, batch numbers, source of supply, and other information as required to identify materials used. Include mix proportions for mortar and grout and source of aggregates.
1. Submittal is for information only. Neither receipt of list nor approval of mockup constitutes approval of deviations from the Contract Documents unless such deviations are specifically brought to the attention of Architect and approved in writing.
B. Qualification Data: For testing agency.
C. Material Certificates: For each type and size of the following:
1. Masonry units.
a. Include data on material properties and material test reports substantiating compliance with requirements.
b. For structural masonry units, include data and calculations establishing average net-area compressive strength of units.
2. Cementitious materials. Include brand, type, and name of manufacturer.
3. Preblended, dry mortar mixes. Include description of type and proportions of ingredients.
4. Grout mixes. Include description of type and proportions of ingredients.
5. Reinforcing bars.
6. Joint reinforcement.
7. Anchors, ties, and metal accessories.
D. Mix Designs: For each type of mortar and grout. Include a description of the type and proportions of ingredients.
1. Include test reports for mortar mixes required to comply with property specification. Test according to ASTM C 109/C 109M for compressive strength, ASTM C 1506 for water retention, and ASTM C 91 for air content.
2. Include test reports, according to ASTM C 1019, for grout mixes required to comply with compressive strength requirement.
E. Statement of Compressive Strength of Masonry: For each combination of masonry unit type and mortar type, provide statement of average net-area compressive strength of masonry units, mortar type, and resulting net-area compressive strength of masonry determined according to Tables 1 and 2 in ACI 530.1/ASCE 6/TMS 602.
F. Cold-Weather and Hot-Weather Procedures: Detailed description of methods, materials, and equipment to be used to comply with requirements.
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Contract No. 5554 042200
1.8 QUALITY ASSURANCE
A. Testing Agency Qualifications: Qualified according to ASTM C 1093 for testing indicated.
B. Source Limitations for Masonry Units: Obtain exposed masonry units of a uniform texture and color, or a uniform blend within the ranges accepted for these characteristics, from single source from single manufacturer for each product required.
C. Source Limitations for Mortar Materials: Obtain mortar ingredients of a uniform quality, including color for exposed masonry, from single manufacturer for each cementitious component and from single source or producer for each aggregate.
D. Masonry Standard: Comply with ACI 530.1/ASCE 6/TMS 602 unless modified by requirements in the Contract Documents.
E. Sample Panels: Build sample panels to verify selections made under sample submittals and to demonstrate aesthetic effects. Comply with requirements in "Quality Requirements" for mockups.
1. Build sample panels for each type of exposed unit masonry construction in sizes approximately 48 inches long by 48 inches high by full thickness.
2. Where masonry is to match existing, erect panels adjacent and parallel to existing surface.
3. Protect approved sample panels from the elements with weather-resistant membrane.
4. Approval of sample panels is for color, texture, and blending of masonry units; relationship of mortar and sealant colors to masonry unit colors; tooling of joints; aesthetic qualities of workmanship; and
other material and construction qualities specifically approved by Architect in writing.
a. Approval of sample panels does not constitute approval of deviations from the Contract Documents contained in sample panels unless such deviations are specifically approved by Architect in writing.
F. Mockups: Build mockups to verify selections made under sample submittals and to demonstrate aesthetic effects and set quality standards for materials and execution.
1. Build mockup of typical wall area as shown on Drawings.
2. Build mockups for each type of exposed unit masonry construction in sizes approximately 48 inches long by 48 inches high by full thickness, including face and backup wythes and accessories.
a. Include a sealant-filled joint at least 16 inches long in each mockup of an exterior condition.
b. Include lower corner of window opening at upper corner of exterior wall mockup.
Make opening approximately 12 inches wide by 16 inches high. c. Include through-wall flashing installed for a 24-inch length in corner of exterior wall mockup approximately 16 inches down from top of mockup, with a 12-inch length of flashing left exposed to view (omit masonry above half of flashing).
3. Protect accepted mockups from the elements with weather-resistant membrane.
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Contract No. 5554 042200
4. Approval of mockups is for color, texture, and blending of masonry units; relationship of mortar and sealant colors to masonry unit colors; tooling of joints; and aesthetic qualities of workmanship.
a. Approval of mockups is also for other material and construction qualities specifically approved by Architect in writing.
b. Approval of mockups does not constitute approval of deviations from the Contract Documents contained in mockups unless such deviations are specifically approved by Architect in writing.
5. Approved mockups may become part of the completed Work if undisturbed at time of Substantial Completion.
G. Pre-installation Conference: Conduct conference at Project site to comply with requirements for "Project Management and Coordination."
1.9 DELIVERY, STORAGE, AND HANDLING
A. Store masonry units on elevated platforms in a dry location. If units are not stored in an enclosed location, cover tops and sides of stacks with waterproof sheeting, securely tied. If units become wet, do not install until they are dry.
B. Store cementitious materials on elevated platforms, under cover, and in a dry location. Do not use cementitious materials that have become damp.
C. Store aggregates where grading and other required characteristics can be maintained and contamination avoided.
D. Deliver pre-blended, dry mortar mix in moisture-resistant containers designed for use with dispensing silos.
Store pre-blended, dry mortar mix in delivery containers on elevated platforms, under cover, and in a dry location or in covered weatherproof dispensing silos.
E. Store masonry accessories, including metal items, to prevent corrosion and accumulation of dirt and oil.
1.10 PROJECT CONDITIONS
A. Protection of Masonry: During construction, cover tops of walls, projections, and sills with waterproof sheeting at end of each day's work. Cover partially completed masonry when construction is not in progress.
1. Extend cover a minimum of 24 inches down both sides of walls and hold cover securely in place.
B. Do not apply uniform floor or roof loads for at least 12 hours and concentrated loads for at least three days after building masonry walls or columns.
CONCRETE UNIT MASONRY
Contract No. 5554 042200 C. Stain Prevention: Prevent grout, mortar, and soil from staining the face of masonry to be left exposed or painted. Immediately remove grout, mortar, and soil that come in contact with such masonry.
1. Protect base of walls from rain-splashed mud and from mortar splatter by spreading coverings on ground and over wall surface.
2. Protect sills, ledges, and projections from mortar droppings.
3. Protect surfaces of window and door frames, as well as similar products with painted and integral finishes, from mortar droppings.
4. Turn scaffold boards near the wall on edge at the end of each day to prevent rain from splashing mortar and dirt onto completed masonry.
D. Cold-Weather Requirements: Do not use frozen materials or materials mixed or coated with ice or frost. Do not build on frozen substrates. Remove and replace unit masonry damaged by frost or by freezing conditions. Comply with cold-weather construction requirements contained in ACI 530.1/ASCE 6/TMS 602.
1. Cold-Weather Cleaning: Use liquid cleaning methods only when air temperature is 40 deg F and higher and will remain so until masonry has dried, but not less than 7 days after completing cleaning.
E. Hot-Weather Requirements: Comply with hot-weather construction requirements contained in ACI 530.1/ASCE 6/TMS 602.
PART 2 - PRODUCTS
2.1 MASONRY UNITS, GENERAL
A. Defecti
ve Units: Referenced masonry unit standards may allow a certain percentage of units to contain chips, cracks, or other defects exceeding limits stated in the standard. Do not use units where such defects will be exposed in the completed Work.
B. Fire-Resistance Ratings: Where indicated, provide units that comply with requirements for fire- resistance ratings indicated as determined by testing according to ASTM E 119, by equivalent masonry thickness, or by other means, as acceptable to authorities having jurisdiction.
2.2 CONCRETE MASONRY UNITS
A. Regional Materials: CMUs shall be manufactured within 500 miles of Project site from aggregates and cement that have been extracted, harvested, or recovered, as well as manufactured, within 500 miles of Project site.
B. Shapes: Provide shapes indicated and as follows, with exposed surfaces matching exposed faces of adjacent units unless otherwise indicated.
1. Provide special shapes for lintels, corners, jambs, sashes, movement joints, headers, bonding, and other special conditions.
2. Provide bullnose units for outside corners unless otherwise indicated.
CONCRETE UNIT MASONRY
Contract No. 5554 042200 C. Integral Water Repellent: Provide units made with integral water repellent for exposed units and where indicated.
1. Integral Water Repellent: Liquid polymeric, integral water-repellent admixture that does not reduce flexural bond strength. Units made with integral water repellent, when tested according to ASTM E 514 as a wall assembly made with mortar containing integral water-repellent manufacturer's mortar additive, with test period extended to 24 hours, shall show no visible water or leaks on the back of test specimen.
D. CMUs: ASTM C 90.
1. Unit Compressive Strength: Provide units with minimum average net-area compressive strength of 1,500 psi.
2. Density Classification: Medium weight unless otherwise indicated.
3. Size (Width): Manufactured to dimensions 3/8 inch less than nominal dimensions.
4. Exposed Faces: Provide color and texture matching the range represented by Architect's sample..
5. Faces to Receive Plaster: Where units are indicated to receive a direct application of plaster, provide textured-face units made with gap-graded aggregates.
2.3 LINTELS
A. General: Provide one of the following:
B. Concrete Lintels: ASTM C 1623, matching CMUs in color, texture, and density classification; and with reinforcing bars indicated. Provide lintels with net-area compressive strength not less than CMUs.
C. Concrete Lintels: Precast or formed-in-place concrete lintels complying with requirements in Section 033000 "Cast-in-Place Concrete,"
and with reinforcing bars indicated.
D. Masonry Lintels: Prefabricated or built-in-place masonry lintels made from bond beam CMUs with reinforcing bars placed as indicated and filled with coarse grout. Cure precast lintels before handling and installing. Temporarily support built-in-place lintels until cured.
2.4 MORTAR AND GROUT MATERIALS
A. Regional Materials: Aggregate for mortar and grout, cement, and lime shall be extracted, harvested, or recovered, as well as manufactured, within 500 miles of Project site.
B. Portland Cement: ASTM C 150, Type I or II, except Type III may be used for cold-weather construction. Provide natural color or white cement as required to produce mortar color indicated.
C. Hydrated Lime: ASTM C 207, Type S.
D. Portland Cement-Lime Mix: Packaged blend of Portland cement and hydrated lime containing no other ingredients.
CONCRETE UNIT MASONRY
Contract No. 5554 042200 E. Masonry Cement: ASTM C 91.
F. Mortar Cement: ASTM C 1329.
G. Mortar Pigments: Natural and synthetic iron oxides and chromium oxides, compounded for use in mortar mixes and complying with ASTM C 979. Use only pigments with a record of satisfactory performance in masonry mortar.
H. Colored Cement Product: Packaged blend made from Portland cement and hydrated lime, masonry cement, or mortar cement and mortar pigments, all complying with specified requirements, and containing no other ingredients.
1. Formulate blend as required to produce color indicated or, if not indicated, as selected from manufacturer's standard colors.
2. Pigments shall not exceed 10 percent of Portland cement by weight.
3. Pigments shall not exceed 5 percent of masonry cement or mortar cement by weight.
I. Aggregate for Mortar: ASTM C 144.
1. For mortar that is exposed to view, use washed aggregate consisting of natural sand or crushed stone.
2. For joints less than 1/4 inch thick, use aggregate graded with 100 percent passing the No. 16 sieve.
3. White-Mortar Aggregates: Natural white sand or crushed white stone.
4. Colored-Mortar Aggregates: Natural sand or crushed stone of color necessary to produce required mortar color.
J. Aggregate for Grout: ASTM C 404.
K. Cold-Weather Admixture: Nonchloride, noncorrosive, accelerating admixture complying with ASTM C 494/C 494M, Type C, and
recommended by manufacturer for use in masonry mortar of composition indicated.
L. Water-Repellent Admixture: Liquid water-repellent mortar admixture intended for use with CMUs, containing integral water repellent by same manufacturer.
M. Water: Potable.
2.5 REINFORCEMENT
A. Uncoated Steel Reinforcing Bars: ASTM A 615/A 615M or ASTM A 996/A 996M, Grade 60.
B. Masonry Joint Reinforcement, General: ASTM A 951/A 951M.
1. Interior Walls: Mill- or Hot-dip galvanized, carbon steel.
2. Exterior Walls: Hot-dip galvanized, carbon steel.
3. Wire Size for Side Rods: 0.187-inch diameter.
4. Wire Size for Cross Rods: 0.187-inch diameter.
5. Wire Size for Veneer Ties: 0.187-inch diameter.
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Contract No. 5554 042200
6. Spacing of Cross Rods, Tabs, and Cross Ties: Not more than 16 inches o.c.
7. Provide in lengths of not less than 10 feet, with prefabricated corner and tee units.
C. Masonry Joint Reinforcement for Single-Wythe Masonry: Either ladder or truss type with single pair of side rods.
2.6 TIES AND ANCHORS
A. Materials: Provide ties and anchors specified in this article that are made from materials that comply with the following unless otherwise indicated.
1. Mill-Galvanized, Carbon-Steel Wire: ASTM A 82/A 82M; with ASTM A 641/A 641M, Class 1 coating.
2. Hot-Dip Galvanized, Carbon-Steel Wire: ASTM A 82/A 82M; with ASTM A 153/A 153M, Class B-2 coating.
3. Stainless-Steel Wire: ASTM A 580/A 580M, Type 304 or Type 316.
4. Galvanized Steel Sheet: ASTM A 653/A 653M, Commercial Steel, G60 (Z180) zinc coating.
5. Steel Sheet, Galvanized after Fabrication: ASTM A 1008/A 1008M, Commercial Steel, with ASTM A 153/A 153M, Class B coating.
6. Stainless-Steel Sheet: ASTM A 666, Type 304 or Type 316..
7. Steel Plates, Shapes, and Bars: ASTM A 36/A 36M.
8. Stainless-Steel Bars: ASTM A 276 or ASTM A 666, Type 304.
B. Adjustable Anchors for Connecting to Structural Steel Framing: Provide anchors that allow vertical or horizontal adjustment but resist tension and compression forces perpendicular to plane of wall.
1. Anchor
Section for Welding to Steel Frame: Crimped 1/4-inch-diameter, hot-dip galvanized steel wire. Mill-galvanized wire may be used at interior walls unless otherwise indicated.
2. Tie Section: Triangular-shaped wire tie, sized to extend within 1 inch of masonry face, made from 0.187-inch-diameter min., hot-dip galvanized steel wire. Mill-galvanized wire may be used at interior walls, unless otherwise indicated.
C. Adjustable Anchors for Connecting to Concrete: Provide anchors that allow vertical or horizontal adjustment but resist tension and compression forces perpendicular to plane of wall.
1. Connector Section: Dovetail tabs for inserting into dovetail slots in concrete and attached to tie section; formed from 0.105-inch-thick, steel sheet, galvanized after fabrication.
2. Tie Section: Triangular-shaped wire tie, sized to extend within 1 inch of masonry face, made from 0.187-inch-diameter, hot-dip galvanized steel wire. Mill-galvanized wire may be used at interior walls unless otherwise indicated.
3. Corrugated Metal Ties: Metal strips not less than 7/8 inch wide with corrugations having a wavelength of 0.3 to 0.5 inch and an amplitude of 0.06 to 0.10 inch made from 0.105-inch- thick, steel sheet, galvanized after fabrication with dovetail tabs for inserting into dovetail slots in concrete and sized to extend to within 1 inch of masonry face.
CONCRETE UNIT MASONRY
Contract No. 5554 042200 D. Partition Top anchors: 0.105-inch-thick metal plate with 3/8-inch-diameter metal rod 6 inches long welded to plate and with closed-end plastic tube fitted over rod that allows rod to move in and out of tube. Fabricate from steel, hot-dip galvanized after fabrication.
E. Rigid Anchors: Fabricate from steel bars 1-1/2 inches wide by 1/4 inch thick by 24 inches long, with ends turned up 2 inches or with cross pins unless otherwise indicated, bent to configuration if indicated.
1. Corrosion Protection: Hot-dip galvanized to comply with ASTM A 153/A 153M.
2.7 MISCELLANEOUS ANCHORS
A. Unit Type Inserts in Concrete: Cast-iron or malleable-iron wedge-type inserts.
B. Dovetail Slots in Concrete: Furnish dovetail slots with filler strips, of slot size indicated, fabricated from 0.034-inch, galvanized steel sheet.
C. Anchor Bolts: Headed steel bolts complying with ASTM A 307, Grade A (ASTM F 568M, Property Class 4.6); with ASTM A 563 (ASTM A 563M) hex nuts and, where indicated, flat washers; hot-dip galvanized to comply with ASTM A 153/A 153M, Class C; of dimensions indicated.
D. Post-installed Anchors: Expansion anchors or chemical anchors.
1. Load Capacity: Capable of sustaining, 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 E 488, conducted by a qualified independent testing agency.
2. Material for Interior Locations: Carbon-steel components zinc plated to comply with ASTM B 633 or ASTM F 1941 (ASTM F 1941M), Class Fe/Zn 5 unless otherwise indicated.
3. Material for Exterior Locations and Where Stainless Steel Is Indicated: Alloy Group 1 or Group 2 stainless-steel bolts, ASTM F 593 (ASTM F 738M), and nuts, ASTM F 594 (ASTM F 836M).
2.8 EMBEDDED FLASHING MATERIALS
A. Metal Flashing: Provide metal flashing complying with SMACNA's "Architectural Sheet Metal Manual" and as follows:
1. Stainless Steel: ASTM A 240/A 240M, Type 304, 0.016 inch thick.
2. Copper: ASTM B 370, Temper H00, cold-rolled copper sheet, 16-oz./sq. ft. weight or 0.0216 inch thick or ASTM B 370, Temper H01, high-yield copper sheet, 12-oz./sq. ft. weight or
0.0162 inch thick.
3. Fabricate continuous flashings in sections 96 inches long minimum, but not exceeding 12 feet.
Provide splice plates at joints of formed, smooth metal flashing.
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Contract No. 5554 042200
4. Fabricate through-wall metal flashing embedded in masonry from stainless steel or copper, with ribs at 3-inch (76-mm) intervals along length of flashing to provide an integral mortar bond.
5. Fabricate through-wall flashing with snaplock receiver on exterior face where indicated to receive counterflashing.
6. Fabricate through-wall flashing with drip edge unless otherwise indicated. Fabricate by extending flashing 1/2 inch out from wall, with outer edge bent down 30 degrees and hemmed.
7. Fabricate through-wall flashing with sealant stop unless otherwise indicated. Fabricate by bending metal back on itself 3/4 inch at exterior face of wall and down into joint 1/4 inch to form a stop for retaining sealant backer rod.
8. Fabricate metal drip edges and sealant stops] for ribbed metal flashing from plain metal flashing of same metal as ribbed flashing and extending at least 3 inches into wall with hemmed inner edge to receive ribbed flashing and form a hooked seam. Form hem on upper surface of metal so that completed seam will shed water.
9. Metal Drip Edge: Fabricate from stainless steel. Extend at least 3 inches into wall and 1/2 inch out from wall, with outer edge bent down 30 degrees and hemmed.
10. Metal Sealant Stop: Fabricate from stainless steel. Extend at least 3 inches into wall and out to exterior
face of wall. At exterior face of wall, bend metal back on itself for 3/4 inch and down into joint 1/4 inch to form a stop for retaining sealant backer rod.
11. Metal Expansion-Joint Strips: Fabricate from stainless steel or copper to shapes indicated.
B. Flexible Flashing: Use one of the following unless otherwise indicated:
1. Copper-Laminated Flashing: 7-oz./sq. ft. copper sheet bonded between 2 layers of glass-fiber cloth. Use only where flashing is fully concealed in masonry.
2. Asphalt-Coated Copper Flashing: 7-oz./sq. ft. copper sheet coated with flexible asphalt. Use only where flashing is fully concealed in masonry.
3. Rubberized-Asphalt Flashing: Composite flashing product consisting of a pliable, adhesive rubberized-asphalt compound, bonded to a high-density, cross-laminated polyethylene film to produce an overall thickness of not less than 0.040 inch. a. Accessories: Provide preformed corners, end dams, other special shapes, and seaming materials produced by flashing manufacturer.
4. Elastomeric Thermoplastic Flashing: Composite flashing product consisting of a polyester- reinforced ethylene interpolymer alloy.
5. EPDM Flashing: Sheet flashing product made from ethylene-propylene-diene terpolymer, complying with ASTM D 4637, 0.040 inch thick.
C. Application: Unless otherwise indicated, use the following:
1. Where flashing is indicated to receive counterflashing, use metal flashing.
2. Where flashing is indicated to be turned down at or beyond the wall face, use meta l flashing.
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Contract No. 5554 042200
3. Where flashing is partly exposed and is indicated to terminate at the wall face, use metal flashing with a drip edge and with a sealant stop.
4. Where flashing is fully concealed, use metal flashing or flexible flashing.
D. Single-Wythe CMU Flashing System: System of CMU cell flashing pans and interlocking CMU web covers made from high-density polyethylene incorporating chemical stabilizers that prevent UV degradation. Cell flashing pans have integral weep spouts that are designed to be built into mortar bed joints and weep collected moisture to the exterior of CMU walls and that extend into the cell to prevent clogging with mortar.
E. Solder and Sealants for Sheet Metal Flashings:
1. Solder for Stainless Steel: ASTM B 32, Grade Sn60, with acid flux of type recommended by stainless-steel sheet manufacturer.
2. Solder for Copper: ASTM B 32, Grade Sn50, 50 percent tin and 50 percent lead.
3. Elastomeric Sealant: ASTM C 920, chemically curing urethane, polysulfide, or silicone sealant; of type, grade, class, and use classifications required to seal joints in sheet metal flashing and trim and remain watertight.
F. Adhesives, Primers, and Seam Tapes for Flashings: Flashing manufacturer's standard products or products recommended by flashing manufacturer for bonding flashing sheets to each other and to substrates.
2.9 MISCELLANEOUS MASO
NRY ACCESSORIES
A. Compressible Filler: Premolded filler strips complying with ASTM D 1056, Grade 2A1; compressible up to 35 percent; of width and thickness indicated; formulated from neoprene, urethane or PVC.
B. Preformed Control-Joint Gaskets: Made from styrene-butadiene-rubber compound, complying with ASTM D 2000, Designation M2AA-805, or PVC, complying with ASTM D 2287, Type PVC-65406 and designed to fit standard sash block and to maintain lateral stability in masonry wall; size and configuration as indicated.
C. Bond-Breaker Strips: Asphalt-saturated, organic roofing felt complying with ASTM D 226, Type I (No. 15 asphalt felt).
D. Reinforcing Bar Positioners: Wire units designed to fit into mortar bed joints spanning masonry unit cells and hold reinforcing bars in center of cells. Units are formed from 0.148-inch steel wire, hot-dip galvanized after fabrication. Provide units designed for number of bars indicated.
2.10 MASONRY-CELL INSULATION
A. Loose-Granular Fill Insulation: Perlite complying with ASTM C 549, Type II (surface treated for water repellency and limited moisture absorption) or Type IV (surface treated for water repellency and to limit dust generation).
B. Molded-Polystyrene Insulation Units: Rigid, cellular thermal insulation formed by the expansion of polystyrene-resin beads or granules in a closed mold to comply with
CONCRETE UNIT MASONRY
Contract No. 5554 042200 ASTM C 578, Type I. Provide specially shaped units designed for installing in cores of masonry units.
2.11 MORTAR AND GROUT MIXES
A. General: Do not use admixtures, including pigments, air-entraining agents, accelerators, retarders, water-repellent agents, antifreeze compounds, or other admixtures unless otherwise indicated.
1. Do not use calcium chloride in mortar or grout.
2. Use Portland cement-lime, masonry cement, or mortar cement mortar unless otherwise indicated.
3. Add cold-weather admixture (if used) at same rate for all mortar that will be exposed to view, regardless of weather conditions, to ensure that mortar color is consistent.
B. Preblended, Dry Mortar Mix: Furnish dry mortar ingredients in form of a preblended mix. Measure quantities by weight to ensure accurate proportions, and thoroughly blend ingredients before delivering to Project site.
C. Mortar for Unit Masonry: Comply with ASTM C 270. Provide the following types of mortar for applications stated unless another type is indicated or needed to provide required compressive strength of masonry.
1. For masonry below grade or in contact with earth, use Type S.
2. For reinforced masonry, use Type S.
3. For mortar parge coats, use Type S.
4. For exterior, above-grade, load-bearing and non-load-bearing walls and parapet walls; for interior load-bearing walls; for interior non-load-bearing partitions; and for other applications where another type is not indica
ted, use Type N.
D. Pigmented Mortar: Use colored cement product or select and proportion pigments with other ingredients to produce color required. Do not add pigments to colored cement products.
1. Pigments shall not exceed 10 percent of portland cement by weight.
2. Pigments shall not exceed 5 percent of masonry cement or mortar cement] by weight.
3. Mix to match Architect's sample.
4. Application: Use pigmented mortar for exposed mortar joints with the following units:
a. Decorative CMUs.
b. Pre-faced CMUs.
c. Concrete facing brick.
d. Cast stone trim units.
E. Colored-Aggregate Mortar: Produce required mortar color by using colored aggregates and natural color or white cement as necessary to produce required mortar color.
1. Mix to match Architect's sample.
2. Application: Use colored aggregate mortar for exposed mortar joints with the following units:
CONCRETE UNIT MASONRY
Contract No. 5554 042200 a. Decorative CMUs.
b. Pre-faced CMUs.
c. Concrete facing brick.
d. Cast stone trim units.
F. Grout for Unit Masonry: Comply with ASTM C 476.
1. Use grout of type indicated or, if not otherwise indicated, of type (fine or coarse) that will comply with Table 1.15.1 in ACI 530.1/ASCE 6/TMS 602 for dimensions of grout spaces and pour height.
2. Proportion grout in accordance with ASTM C 476, Table 1 or paragraph 4.2.2 for specified 28- day compressive strength indicated, but not less than 2000 psi.
3. Provide grout with a slump of 8 to 11 inches as measured according to ASTM C 143/C 143M.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Examine conditions, with Installer present, for compliance with requirements for installation tolerances and other conditions affecting performance of the Work.
1. For the record, prepare written report, endorsed by Installer, listing conditions detrimental to performance of work.
2. Verify that foundations are within tolerances specified.
3. Verify that reinforcing dowels are properly placed.
B. Before installation, examine rough-in and built-in construction for piping systems to verify actual locations of piping connections.
C. Proceed with installation only after unsatisfactory conditions have been corrected.
3.2 INSTALLATION, GENERAL
A. Build chases and recesses to accommodate items specified in this and other Sections.
B. Leave openings for equipment to be installed before completing masonry.
After installing equipment,
complete masonry to match the construction immediately adjacent to opening.
C. Use full-size units without cutting if possible. If cutting is required to provide a continuous pattern or to fit adjoining construction, cut units with motor-driven saws; provide clean, sharp, unchipped edges.
Allow units to dry before laying unless wetting of units is specified. Install cut units with cut surfaces and, where possible, cut edges concealed.
3.3 TOLERANCES
A. Dimensions and Locations of Elements:
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Contract No. 5554 042200
1. For dimensions in cross section or elevation do not vary by more than plus 1/2 inch or minus 1/4 inch.
2. For location of elements in plan do not vary from that indicated by more than plus or minus 1/2 inch.
3. For location of elements in elevation do not vary from that indicated by more than plus or minus 1/4 inch in a story height or 1/2 inch total.
B. Lines and Levels:
1. For bed joints and top surfaces of bearing walls do not vary from level by more than 1/4 inch in 10 feet, or 1/2 inch maximum.
2. For conspicuous horizontal lines, such as lintels, sills, parapets, and reveals, do not vary from level by more than 1/8 inch in 10 feet, 1/4 inch in 20 feet, or 1/2 inch maximum.
3. For vertical lines and surfaces do not vary from plumb by more than 1/4 inch in 10, 3/8 inch in 20 feet, or 1/2 inch maximum.
4. For conspicuous vertical lines, such as external corners, door jambs, reveals, and expansion and control joints, do not vary from plumb by more than 1/8 inch in 10 feet, 1/4 inch in 20 feet, or 1/2 inch maximum.
5. For lines and surfaces do not vary from straight by more than 1/4 inch in 10 feet, 3/8 inch in 20 feet, or 1/2 inch maxim
um.
6. For vertical alignment of exposed head joints, do not vary from plumb by more than 1/4 inch in 10 feet, or 1/2 inch maximum.
C. Joints:
1. For bed joints, do not vary from thickness indicated by more than plus or minus 1/8 inch, with a maximum thickness limited to 1/2 inch.
2. For exposed bed joints, do not vary from bed-joint thickness of adjacent courses by more than 1/8 inch.
3. For head and collar joints, do not vary from thickness indicated by more than plus 3/8 inch or minus 1/4 inch.
4. For exposed head joints, do not vary from thickness indicated by more than plus or minus 1/8 inch.
3.4 LAYING MASONRY WALLS
A. Lay out walls in advance for accurate spacing of surface bond patterns with uniform joint thicknesses and for accurate location of openings, movement-type joints, returns, and offsets. Avoid using less- than-half-size units, particularly at corners, jambs, and, where possible, at other locations.
B. Bond Pattern for Exposed Masonry: Unless otherwise indicated, lay exposed masonry in running bond; do not use units with less than nominal 4-inch horizontal face dimensions at corners or jambs.
C. Lay concea
led masonry with all units in a wythe in running bond or bonded by lapping not less than 4-inches. Bond and interlock each course of each wythe at corners. Do not use units with less than nominal 4-inch horizontal face dimensions at corners or jambs.
CONCRETE UNIT MASONRY
Contract No. 5554 042200 D. Stopping and Resuming Work: Stop work by racking back units in each course from those in course below; do not tooth. When resuming work, clean masonry surfaces that are to receive mortar before laying fresh masonry.
E. Built-in Work: As construction progresses, build in items specified in this and other Sections. Fill in solidly with masonry around built-in items.
F. Fill space between steel frames and masonry solidly with mortar unless otherwise indicated.
G. Where built-in items are to be embedded in cores of hollow masonry units, place a layer of metal lath, wire mesh, or plastic mesh in the joint below and rod mortar or grout into core.
H. Fill cores in hollow CMUs with grout 24 inches under bearing plates, beams, lintels, posts, and similar items unless otherwise indicated.
I. Build non-load-bearing interior partitions full height of story to underside of solid floor or roof structure above unless otherwise indicated.
1. Install compressible filler in joint between top of partition and underside of structure above.
2. Fasten partition top anchors to structure above and build into top of partition. Grout cells of CMUs solidly around plastic tubes of anchors and push tubes down into grout to provide 1/2- inch clearance between end of anchor rod and end of tube. Space anchors 48 inches maximum o.c. unless otherwise indicated.
3. Wedge non-load-bearing partitions against structure above with small pieces of tile, slate, or metal. Fill joint with mortar after dead-load deflection of structure above approaches final position.
3.5 MORTAR BEDDING AND JOINTING
A. Lay hollow CMUs as follows:
1. With face shells fully bedded in mortar and with head joints of depth equal to bed joints.
2. With webs fully bedded in mortar in all courses of piers, columns, and pilasters.
3. With webs fully bedded in mortar in grouted masonry, including starting course on footings.
4. With entire units, including areas under cells, fully bedded in mortar at starting course on footings where cells are not grouted.
B. Lay solid masonry units with completely filled bed and head joints; butter ends with sufficient mortar to fill head joints and shove into place. Do not deeply furrow bed joints or slush head joints.
C. Set cast-stone trim units in full bed of mortar with full vertical joints. Fill dowel, anchor, and similar holes.
1. Clean soiled surfaces with fiber brush and soap powder and rinse thoroughly with clear water.
2. Allow cleaned surfaces to dry before setting.
3. Wet joint surfaces thoroughly before applying mortar.
CONCRETE UNIT MASONRY
Contract No. 5554 042200 D. Tool exposed joints slightly concave when thumbprint hard, using a jointer larger than joint thickness unless otherwise indicated.
E. Cut joints flush for masonry walls to receive plaster or other direct-applied finishes (other than paint) unless otherwise indicated.
3.6 MASONRY-CELL INSULATION
A. Pour granular insulation into cavities to fill void spaces. Maintain inspection ports to show presence of insulation at extremities of each pour area. Close the ports after filling has been confirmed. Limit the fall of insulation to one story high, but not more than 20 feet (6 m).
B. Install molded-polystyrene insulation units into masonry unit cells before laying units.
3.7 MASONRY JOINT REINFORCEMENT
A. General: Install entire length of longitudinal side rods in mortar with a minimum cover of 5/8 inch on exterior side of walls, 1/2 inch elsewhere. Lap reinforcement a minimum of 6 inches.
1. Space reinforcement not more than 16 inches o.c.
2. Space reinforcement not more than 8 inches o.c. in foundation walls and parapet walls.
3. Provide reinforcement not more than 8 inches above and below wall openings and extending 12 inches beyond openings, in addition to continuous reinforcement.
B. Interrupt joint reinforcement at control and expansion joints unless otherwise indicated.
C. Provide continuity at wall intersections by using prefabricated T-shaped units.
D. Provide continuity at corners by using prefabric
ated L-shaped units.
E. Cut and bend reinforcing units as directed by manufacturer for continuity at corners, returns, offsets, column fireproofing, pipe enclosures, and other special conditions.
3.8 ANCHORING MASONRY TO STRUCTURAL STEEL AND CONCRETE
A. Anchor masonry to structural steel and concrete where masonry abuts or faces structural steel or concrete to comply with the following:
1. Provide an open space not less than 1/2 inch wide between masonry and structural steel or concrete unless otherwise indicated. Keep open space free of mortar and other rigid materials.
2. Anchor masonry with anchors embedded in masonry joints and attached to structure.
3. Space anchors as indicated, but not more than 24 inches o.c. vertically and 36 inches o.c. horizontally.
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Contract No. 5554 042200
3.9 CONTROL AND EXPANSION JOINTS
A. General: Install control and expansion joint materials in unit masonry as masonry progresses. Do not allow materials to span control and expansion joints without provision to allow for in-plane wall or partition movement.
B. Form control joints in concrete masonry using one of the following methods:
1. Fit bond-breaker strips into hollow contour in ends of CMUs on one side of control joint. Fill resultant core with grout and rake out joints in exposed faces for application of sealant.
2. Install preformed control-joint gaskets designed to fit standard sash block.
3. Install interlocking units designed for control joints. Install bond-breaker strips at joint. Keep head joints free and clear of mortar or rake out joint for application of sealant.
4. Install temporary foam-plastic filler in head joints and remove filler when unit masonry is complete for application of sealant.
3.10 LINTELS
A. Provide concrete or masonry lintels where shown and where openings of more than 12 inches for brick-size units and 24 inches for block-size units are shown without structural steel or other supporting lintels.
B. Provide minimum bearing of 8 inches at each jamb unless otherwise indicated.
3.11 FLASHING
A. General: Install embedded flashing in masonry at lintels, ledges, other obstructions to downward flow of water in wall, and where indicated.
B.
Install flashing as follows unless otherwise indicated:
1. Prepare masonry surfaces so they are smooth and free from projections that could puncture flashing. Where flashing is within mortar joint, place through-wall flashing on sloping bed of mortar and cover with mortar. Before covering with mortar, seal penetrations in flashing with adhesive, sealant, or tape as recommended by flashing manufacturer.
2. At lintels, extend flashing a minimum of 6 inches into masonry at each end. At heads and sills, extend flashing 6 inches at ends and turn up not less than 2 inches to form end dams.
3. Interlock end joints of ribbed sheet metal flashing by overlapping ribs not less than 1-1/2 inches or as recommended by flashing manufacturer, and seal lap with elastomeric sealant.
4. Install metal drip edges and sealant stops with ribbed sheet metal flashing by interlocking hemmed edges to form hooked seam. Seal seam with elastomeric sealant.
5. Install metal drip edges beneath flexible flashing at exterior face of wall. Stop flexible flashing 1/2 inch back from outside face of wall and adhere flexible flashing to top of metal drip edge.
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Contract No. 5554 042200
6. Install metal flashing termination beneath flexible flashing at exterior face of wall. Stop flexible flashing 1/2 inch back from outside face of wall and adhere flexible flashing to top of metal flashing termination.
7. Cut flexible flashing off flush with face of wall after masonry wall construction is completed.
C. Install single-wythe CMU flashing system in bed joints of CMU walls where indicated to comply with manufacturer's written instructions. Install CMU cell pans with upturned edges located below face shells and webs of CMUs above and with weep spouts aligned with face of wall. Install CMU web covers so that they cover upturned edges of CMU cell pans at CMU webs and extend from face shell to face shell.
D. Install reglets and nailers for flashing and other related construction where they are shown to be built into masonry.
3.12 REINFORCED UNIT MASONRY INSTALLATION
A. Temporary Formwork and Shores: Construct formwork and shores as needed to support reinforced masonry elements during construction.
1. Construct formwork to provide shape, line, and dimensions of completed masonry as indicated.
Make forms sufficiently tight to prevent leakage of mortar and grout. Brace, tie, and support forms to maintain position and shape during construction and curing of reinforced masonry.
2. Do not
remove forms and shores until reinforced masonry members have hardened sufficiently to carry their own weight and other loads that may be placed on them during construction.
B. Placing Reinforcement: Comply with requirements in ACI 530.1/ASCE 6/TMS 602.
C. Grouting: Do not place grout until entire height of masonry to be grouted has attained enough strength to resist grout pressure.
1. Comply with requirements in ACI 530.1/ASCE 6/TMS 602 for cleanouts and for grout placement, including minimum grout space and maximum pour height.
2. Limit height of vertical grout pours to not more than 60 inches.
3.13 FIELD QUALITY CONTROL
A. Testing and Inspecting: Owner will engage special inspectors to perform tests and inspections and prepare reports. Allow inspectors access to scaffolding and work areas, as needed to perform tests and inspections. Retesting of materials that fail to meet specified requirements shall be done at Contractor's expense.
B. Inspections: Level 2 special inspections according to the "California Building Code."
1. Begin masonry construction only after inspectors have verified proportions of site-prepared mortar.
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Contract No. 5554 042200
2. Place grout only after inspectors have verified compliance of grout spaces and of grades, sizes, and locations of reinforcement.
3. Place grout only after inspectors have verified proportions of site-prepared grout.
C. Testing Prior to Construction: One set of tests.
D. Testing Frequency: One set of tests for each 5000 sq. ft. of wall area or portion thereof..
E. Concrete Masonry Unit Test: For each type of unit provided, according to ASTM C 140 for compressive strength..
F. Mortar Aggregate Ratio Test (Proportion Specification): For each mix provided, according to ASTM C 780.
G. Mortar Test (Property Specification): For each mix provided, according to ASTM C 780. Test mortar for mortar air content and compressive strength.
H. Grout Test (Compressive Strength): For each mix provided, according to ASTM C 1019.
I. Prism Test: For each type of construction provided, according to ASTM C 1314 at 7 days and at 28 days.
3.14 PARGING
A. Parge exterior faces of below-grade masonry walls, where indicated, in 2 uniform coats to a total thickness of 3/4 inch. Dampen wall before applying first coat and scarify first coat to ensure full bond to subsequent coat.
B. Use a steel-trowel finish to produce a smooth, flat, dense surface with a maximum surface variation of 1/8 inch per foot. Form a wash at top of parging and a cove at bottom.
C.
Damp-cure parging for at least 24 hours and protect parging until cured.
3.15 REPAIRING, POINTING, AND CLEANING
A. Remove and replace masonry units that are loose, chipped, broken, stained, or otherwise damaged or that do not match adjoining units. Install new units to match adjoining units; install in fresh mortar, pointed to eliminate evidence of replacement.
B. Pointing: During the tooling of joints, enlarge voids and holes, except weep holes, and completely fill with mortar. Point up joints, including corners, openings, and adjacent construction, to provide a neat, uniform appearance. Prepare joints for sealant application, where indicated.
C. In-Progress Cleaning: Clean unit masonry as work progresses by dry brushing to remove mortar fins and smears before tooling joints.
D. Final Cleaning: After mortar is thoroughly set and cured, clean exposed masonry as follows:
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Contract No. 5554 042200
1. Remove large mortar particles by hand with wooden paddles and nonmetallic scrape hoes or chisels.
2. Test cleaning methods on sample wall panel; leave one-half of panel uncleaned for comparison purposes. Obtain Architect's approval of sample cleaning before proceeding with cleaning of masonry.
3. Protect adjacent stone and non-masonry surfaces from contact with cleaner by covering them with liquid strippable masking agent or polyethylene film and waterproof masking tape.
4. Wet wall surfaces with water before applying cleaners; remove cleaners promptly by rinsing surfaces thoroughly with clear water.
5. Clean concrete masonry by cleaning method indicated in NCMA TEK 8-2A applicable to type of stain on exposed surfaces.
3.16 MASONRY WASTE DISPOSAL
A. Salvageable Materials: Unless otherwise indicated, excess masonry materials are Contractor's property. At completion of unit masonry work, remove from Project site.
B. Waste Disposal as Fill Material: Dispose of clean masonry waste, including excess or soil- contaminated sand, waste mortar, and broken masonry units, by crushing and mixing with fill material as fill is placed.
1. Crush masonry waste to less than 4 inches in each dimension.
2. Mix masonry waste with at least two parts of specified fill material for each part of masonry waste. Fill material is specified in Section 312000 "Earth Moving."
3. Do not dispose of masonry waste as fill within 18 inches of finished grade.
C. Excess
Masonry Waste: Remove excess clean masonry waste that cannot be used as fill, as described above, and other masonry waste, and legally dispose of off Owner's property.
END OF SECTION 042200
STRUCTURAL STEEL
Contract No. 5554 051200 - 1
SECTION 051200 STRUCTURAL STEEL
PART 1 - GENERAL
1.1 SUMMARY
A. Provisions of Division 01 apply to this section
B. Section Includes:
1. Structural steel.
1.2 REFERENCES
The following referenced documents apply to the Work of this section, except where they may be found to be in conflict with the Contract Documents, in which case the Contract Documents shall govern.
A. AISC – Manual of Steel Construction, 14th edition.
B. AISC, Steel Tube Institute, AISI – Hollow Structural Sections Connections Manual.
C. AISC 303-16 – Code of Standard Practice for Structural Steel Buildings and Bridges D. AISC 341-16– Seismic Provisions for Structural Steel Buildings E. AISC 360-16 – Specifications for Structural Steel Buildings F. Research Council on Structural Connections (RCSC) - Specification for Structural Joints Using ASTM A325 or A490 Bolts.
G. AISC S323 – Quality Criteria and Inspection Standards.
H. ASTM A6/A6M – Standard Specification for General Requirements for Rolled Structural Steel Bars, Plates, Shapes, and Sheet Piling
I. ASTM A36/A36M – Standard Specification for Carbon Structural Steel J. ASTM A53 – Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless
K. ASTM A108 – Standard Specification for Steel Bar, Carbon and Alloy, Cold-Finished L. ASTM A123/A123M – Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products
M. ASTM A153 – Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware N. ASTM A325
– Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength
O. ASTM A435/A435M – Standard Specification for Straight-Beam Ultrasonic Examination of Steel Plates
P. ASTM A500/A500M – Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes
Q. ASTM A563 – Standard Specification for Carbon and Alloy Steel Nuts
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Contract No. 5554 051200 - 2
R. ASTM A588/A588M – Standard Specification for High-Strength Low-Alloy Structural Steel, up to 50 ksi [345 MPa] Minimum Yield Point, with Atmospheric Corrosion Resistance S. ASTM A572/A572M – Standard Specification for High-Strength Low-Alloy Columbium- Vanadium Structural Steel
T. ASTM A653/A653M – Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process U. ASTM A673/A673M – Standard Specification for Sampling Procedure for Impact Testing of Structural Steel
V. ASTM A780/A780M – Standard Practice for Repair of Damaged and Uncoated Areas of Hot- Dip Galvanized Coatings
W. ASTM A992/A992M – Standard Specification for Structural Steel Shapes X. ASTM C1107/C1107M – Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Nonshrink)
Y. ASTM E94 – Standard Guide for Radiographic Examination Z. ASTM E112 – Standard Test Methods for Determining Average Grain Size AA. ASTM E164 – Standard Practice for Ultrasonic Contact Examination of Weldments AB. ASTM E165 – Standard Practice for Liquid Penetrant Examination for General Industry AC. ASTM E709 – Standard Guide for Magnetic Particle Testing AD. ASTM F436 – Standard Specification for Hardened Steel Washers AE. ASTM F959 – Standard Specification for Compressible Washer Type Direct Tension Indicators for Use with Structural Fasteners
AF. ASTM F1554 – Standard Specification for Anchor Bolts, Steel, 36, 55, and 105-ksi Yield Strength
AG. ASTM F1852 – Standard Specification for “Twist
Off” Type Tension Control
Bolt/Nut/Washer Assemblies, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength AH. AWS A2.4 – Standard Welding Symbols
AI. AWS D1.1/D1.1M– Structural Welding Code: 2015
AJ. AWSD1.8/D1.8M – Structural Welding Code - Seismic Supplement: 2016 AK. AWS WHB-1 – Qualification and Certification
AL. AWS A5.1 – Carbon Steel Covered Arc-Welding Electrodes
1.3 DEFINITIONS
A. Seismic-Force-Resisting System: Elements of structural-steel frame designated as "SFRS" or along grid lines designated as "SFRS" on Drawings, including columns, beams, and braces and their connections.
B. Heavy Sections: Rolled and built-up sections as follows:
1. Shapes included in ASTM A6/A6M with flanges thicker than 1-1/2 inches.
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Contract No. 5554 051200 - 3
2. Welded built-up members with plates thicker than 2 inches.
3. Column base plates thicker than 2 inches.
C. Protected Zone: Structural members or portions of structural members indicated as "Protected Zone" on Drawings. Connections of structural and nonstructural elements to protected zones are not permitted.
D. Demand Critical Welds: Those welds, the failure of which would result in significant degradation of the strength and stiffness of the Seismic-Force-Resisting System and which are indicated as "Demand Critical" on Drawings.
1.4 SYSTEM DESCRIPTION
A. Regulatory Requirements:
1. Structural steel shall conform to CBC requirements, except that steel manufactured by acid Bessemer process is not permitted for structural purposes.
1.5 SUBMITTALS
A. Shop Drawings:
1. Submit Shop Drawings, including complete details and schedules for fabrication and shop assembly of members, and details, schedules, procedures and diagrams showing the sequence of erection. Fully detail minor connections and fastenings not shown or specified in the Contract Documents to meet required conditions using similar detailing as shown in the Contract Documents. Include a fully detailed, well controlled sequence and technique plan for shop and field welding that minimizes locked in stresses and distortion; submit sequence and technique plan for review by the Architect. Shop drawings and associated document submittals shall be in electronic format (PDF).
a. Master
Top of Steel and Dimensional Control Drawings (these drawings are separate from and in addition to the requirements set forth above for Shop Drawings, and in items b-k below): Master Top of Steel and Dimensional Control Drawings (hereinafter referred to as Control Drawings) shall be prepared by the contractor for review and approval by the architect prior to beginning fabrication. These drawings shall include all structural steel at all levels for all building structures throughout the project. The contractor shall review the architectural drawings and all other discipline drawings (including but not limited to mechanical, plumbing and electrical drawings) in conjunction with the engineer’s steel drawings in order to fully understand the design shown and intended, and indicate on the Control Drawings all top of steel elevations, all dimensions to structural steel at the edge of slabs and metal decks, and all dimensions to structural steel at openings in the concrete slab or metal deck floor and roof areas and steel framed wall areas. b. Include details of cuts, connections, camber, and holes in accordance with Figure 4.5 of AWS D1.1 or AISC Section J1.8, weld position plan and other pertinent data. Indicate welds by standard AWS symbols, and show size, length and type of each weld.
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Contract No. 5554 051200 - 4
c. Provide setting drawings, templates, and directions for installation of anchor bolts and other anchorages to be installed for Work specified in other sections.
d. Erection and Bracing Plan and Erection Procedure: Submit an erection and framing plan, including columns, beams, and girders, prepared, signed and sealed by a structural engineer registered in the State of California in accordance with Title 8 CCR, Section 1710. Maintain a copy at the Project site as required by the California Division of Industrial Safety. e. 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.
f. Indicate type, size, and length of bolts, distinguishing between shop and field bolts.
g. Identify pre-tensioned high-strength bolted connections. h. Identify members and connections of the Seismic-Force-Resisting System. i. Indicate locations and dimensions of protected zones. j. Identify demand critical welds.
k. Submit a list of steel items to be galvanized.
B. Product Data (all product data described below shall be submitted in electronic (PDF) format:
1. Submit copies of fabricator’s specifications and installation instructions for the following products. Include laboratory test reports and other data required demonstrating compliance with these Specifications:
a. Structural steel, each type; includi
ng certified copies of mill reports covering
chemical and physical properties.
b. Welding electrodes.
c. Welding gas.
d. Unfinished bolts and nuts.
e. Structural steel primer paint.
f. High-strength bolts, including nuts and washers.
C. Manufacturer’s Mill Certificate:
1. Submit in electronic (PDF) format, certifying that products meet or exceed specified requirements.
D. Mill Test Reports:
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1. Submit in electronic (PDF) format manufacturer’s certificates, indicating structural yield and tensile strength, destructive and non-destructive test analysis.
E. Charpy-V-Notch (CVN) Impact Test: Submit in electronic (PDF) format certified copies of Charpy-V-Notch (CVN) Impact Test by the manufacturer for applicable steel members and components.
1. Charpy-V-Notch (CVN) Impact Test for Base Metal: For structural steel in the SFRS subjected to Charpy-V-Notch impact test in accordance with “Seismic Provisions for Structural Steel Buildings”, Part I, Section 6.3
3. Charpy-V-Notch test shall be performed by the manufacturer accordance with ASTM A6 Supplementary Requirement S30 and ASTM A673.
F. Submit certified copies in electronic (PDF) format of tests by manufacturer for fine grain practice. Structural steel base material, as described above, shall be manufactured using fully killed fine grain practice having grain size number 5 or better as determined by ASTM E112.
G. Welding Procedure Specifications (WPSs) and Procedure Qualification Records (PQRs):
Submit welding procedures in electronic (PDF) format according to AWS D1.1, Structural Welding Code – Steel and D1.8, Structural Welding Code – Seismic Supplement for each welded joint whether prequalified or qualified by testing, including the following:
1. Power source (constant current or constant voltage).
2. Electrode manufacturer and trade name, for demand critical welds.
3. Welding Processes
4. Filler and Weld
Metal
5. Preheat
6. Interpass Temperature
H. Qualification Data: For qualified Contractor, installer and fabricator.
I. Welder’s Certificates: Provide according to AWS D1.1/D1.1M and AWS D1.8/D1.8M.
J. Test Reports: Submit reports of tests conducted on shop and field welded and bolted connections. Include data on type of test conducted and test results.
1.6 QUALITY ASSURANCE
A. Fabricator Qualifications: A qualified fabricator that participates in LA City Certification.
B. Installer Qualifications: A qualified installer who participates in LA City Certification.
C. Comply with the following as a minimum requirement, except as otherwise indicated:
1. American Institute of Steel Construction (AISC 303-16) “Code of Standard Practice for Steel Buildings and Bridges, June 15, 2016”, modified as follows:
a. Replace “Design Drawings” with “Contract Documents’ throughout the document.
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b. Paragraph 3.2 is hereby modified in it’s entirety as follows:
“Contract Documents including but not limited to architectural, mechanical, plumbing, electrical, civil and kitchen design drawings and specifications shall be used as supplement to the structural plans to define configurations and construction information.”
c. Delete the first Paragraph of 3.3.
d. In Paragraph 4.4, delete the following sentence:
“These drawings shall be returned to the Fabricator within 14 calendar days.” e. Delete Paragraph 4.4.1.(a) in it’s entirety.
f. In Paragraphs 4.4 and 4.4.1, the term “reviewed and approved” as it may relate to the structural engineer of record shall be modified to “reviewed”, and the term “approved” as it may relate to the structural engineer shall be modified to “reviewed.”
g. Paragraph 4.4.2 is hereby modified in it’s entirety as follows:
“No review action, implicit or explicit, shall be interpreted to authorize changes in the Contract Documents.”
2. Perform welding in accordance with AWS Standards, AWS D1.1, AWS D1.8 and California Building Code Section 2204A.1 and approved weld procedure.
D. Shop fabrication shall be inspected in accordance with CBC.
1.7 DELIVERY, STORAGE AND HANDLING
A. Store structural steel above grade on platforms, skids or other supports.
B. Protect steel from corrosion.
C. Store welding electrodes in accordance with AWS D 1.1 and D1.8.
D. Store other materials in a weather-t
ight and dry place until installed into the Work.
PART 2 - PRODUCTS
2.1 GENERAL
A. Stock Materials: Provide exact materials, sections, shapes, thickness, sizes, weights, and details of construction indicated on Drawings. Changes because of material stock or shop practices will be considered if net area of shape or section is not reduced thereby, if material and structural properties are at least equivalent, and if overall dimensions are not exceeded.
2.2 MATERIALS
A. Channels, Angles, M-Shapes: ASTM A 36 (Fy = 36 ksi; Fu = 58 ksi).
B. Plate and Bar: ASTM A 36/ (Fy = 36 ksi; Fu = 58 ksi). Unless noted otherwise on Drawings as ASTM A572, Grade 50.
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C. Cold-Formed Hollow Structural Sections: ASTM A 500, Grade C (Fy = 50 ksi; Fu = 62 ksi) or (Fy = 46 ksi; Fu = 62 ksi).
D. Steel Pipe: ASTM A 53, Grade B (Fy = 35 ksi; Fu = 60 ksi).
E. Welding Electrodes: E-70XX Low Hydrogen Moisture Resisting; Comply with AWS D1.1 and D1.8 requirements.
F. Stainless-Steel Bolts and Nuts: Regular hexagon-head annealed stainless-steel bolts (SS316), ASTM F 593; with hex nuts, ASTM F 594; and, where indicated, flat washers; Alloy Group 2.
G. Threaded Rods: ASTM F593, stainless-steel (SS316), Alloy Group 2.
H. Primer: Lead-free metal primer, Tnemec 10-99, Rust-Oleum X-60, or equal.
I. Galvanizing: ASTM A123 at steel members, ASTM 153 at fasteners.
J. Grout: ASTM C1107, non-shrink type, pre-mixed compound consisting of non-metallic aggregate, cement, water reducing and plasticizing additives, capable of developing a minimum compressive strength of 7,000 psi at 28 days; of consistency suitable for application and a 30 minute working time.
2.3 FABRICATION
A. Cleaning and Straightening Materials: Materials being fabricated shall be thoroughly cleaned of scale and rust and straightened before fabrication. Cleaning and straightening methods shall not damage material. After punching or fabrication of component parts of a member, twists or bends shall be removed before parts are assembled.
B. Cutting, Punching,
Drilling and Tapping: Unless otherwise indicated or specified, structural steel fabricator shall perform the cutting, punching, drilling and tapping of Work so that Work of other trades will properly connect to steel Work.
C. Milling: Compression joints depending on contact bearing shall be furnished with bearing surfaces prepared to a common plane by milling.
D. Use of Burning Torch: Oxygen cutting of members shall be performed by machine. Gouges greater than 3/16 inch that remain from cutting shall be removed by grinding. Reentrant corners shall be shaped notch free to a radius of at least 1/2 inch. Gas cutting of holes for bolts or rivets is not permitted.
E. Galvanizing: After fabrication, items indicated or specified to be galvanized shall be galvanized in largest practical sizes. Fabrication includes operations of shearing, punching, bending, forming, assembling or welding. Galvanized items shall be free from projections, barbs, or icicles resulting from the galvanizing process.
F. Welding:
1. Type of steel furnished in welded structures shall provide chemical properties suitable for welding as determined by chemical analysis. Welds shall conform to the requirements of CBC Chapter 17A. Conform to AWS D1.1 and D1.8, and CBC Chapter 22A, Section 2204A.1.
2. Materials and workmanship shall conform to the requirements specified herein and to CBC requirements, modifie
d as follows:
a. No welded splices shall be permitted except those indicated on Drawings unless specifically reviewed and approved by the Architect, and SEOR
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b. Drawings will designate joints in which it is important that welding sequence and technique be controlled to minimize shrinkage stresses and distortion.
3. Welding shall be performed in accordance with requirements of the AWS Structural Welding Code AWS D1.1 and AWS D1.8 for tolerances, appearances, welding procedure specifications, weld quality, and methods used in correcting welding Work.
G. Shop Finish:
1. Notify the IOR when Work is ready to receive shop prime coat. Work shall be inspected by the IOR before installation of primer.
2. Structural steel and fittings, except galvanized items, which will be exposed when building is completed, shall receive a coat of primer.
3. The primer specified shall be spray applied, filling joints and corners and covering surfaces with a smooth unbroken film. The minimum dry film thickness of the primer shall be 2.0 mils.
4. Do not prime surfaces that will be fireproofed, field welded, in contact with concrete or high strength bolted.
H. Comply with fabrication tolerance limits of AISC’s “Code of Standard Practice for Steel Buildings and Bridges” for structural steel.
2.4 SHOP AND FIELD QUALITY CONTROL
A. A special inspector, approved by the building official and other regulatory agencies to inspect the Work of this section, shall inspect high-strength bolted connections. The Owner will
provide an approved independent testing laboratory to perform tests and prepare test reports in accordance with CBC 1704A. The IOR shall be responsible for monitoring the work of the special inspector and testing laboratories to ensure that the testing program is satisfactorily completed.
B. An AWS CWI certified special inspector, approved by DSA and other regulatory agencies to inspect the Work of this section, shall inspect welded connections. The Owner will provide an approved independent testing laboratory to perform tests and prepare test reports in accordance with CBC 1704A. The IOR shall be responsible for monitoring the work of the special inspector and testing laboratories to ensure that the testing program is satisfactorily completed.
C. The independent testing laboratory shall conduct and interpret test and state in each report whether test specimens comply with requirements, and specifically state any deviations there from.
D. Provide access to all places where structural steel Work is being fabricated or produced so required inspection and testing can be performed.
E. The independent testing laboratory may inspect and/or test structural steel at plant before shipment; however, Architect reserves the right at any time before Final Completion to deem materials not in compliance with the specified requirements as defective Work.
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Contract No. 5554 051200 - 9
F. Correct defects in structural Work when inspections and laboratory test reports indicate noncompliance with specified requirements. Perform additional tests as may be required to reconfirm noncompliance of original Work, and as may be required to show demonstrate compliance of corrected Work.
G. Welding: Inspect and test during fabrication and erection of structural steel assemblies as follows:
1. General: Refer to welding general notes on drawing sheet.
2. Shop and Field Welded Connections: In addition to visual inspection, shop and field welded connections will be tested and inspected according to AWS D1.1 and the following inspection procedures, at testing agency's option:
a. Liquid Penetrant Inspection: ASTM E 165.
b. Magnetic Particle Inspection: ASTM E 709; performed on root pass and on finished weld. Cracks or zones of incomplete fusion or penetration will not be accepted.
c. Ultrasonic Inspection: ASTM E 164.
d. Radiographic Inspection: ASTM E 94.
3. In addition to visual inspection, test, sample and inspect field-welded shear connectors according to requirements in AWS D1.1 for stud welding and as follows:
a. Perform bend tests if visual inspections reveal either a less-than-continuous 360-degree flash or welding repairs to any shear connector. b. Conduct tests on additional shear connectors if weld fracture occurs on shear connectors already tested, according to requirements in AWS D1.1.
4. Certify welders
and conduct inspections and tests as required. Record types and locations of defects found in the Work. Record Work required and performed to correct deficiencies.
5. Inspect welds. Welds shall be visually inspected before performing any non- destructive testing. Groove weld shall be inspected by ultrasonic or other approved non-destructive test methods. Testing shall be performed to AWS D1.1 Table 6.2 statically loaded non-tubular connections.
6. Ultrasonic testing shall be performed by a specially trained and qualified technician who shall operate the equipment, examine welds, and maintain a record of welds examined, defects found, and disposition of each defect. Repair and test defective welds.
7. Rate of Testing: Completed welds contained in joints and splices shall be tested 100 percent either by ultrasonic testing or by radiography.
8. Welds, when installed in column splices, shall be tested by either ultrasonic testing or radiography.
9. Base metal thicker than 1-1/2 inches, when subjected to through-thickness weld shrinkage strains, shall be ultrasonically inspected by shear wave methods for discontinuities directly behind such welds. Tests shall be performed at least 48 hours after completed joint has cooled down to ambient air temperature.
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10. Any material discontinuities shall be reviewed based on the defect rating in accordance with the criteria of AWS D1.1 Table 6.2 by the Architect and the building official and other regulatory agencies.
11. Other method of non-destructive testing and inspection, for example, liquid dye penetrate testing, magnetic particle inspection or radiographic inspection may be performed on weld if required.
12. Lamellar Tearing: Lamellar-tearing resulting from welding is a crack (with zero tolerance) and shall be repaired in accordance with AWS D1.1.
13. Lamination: The rejection criteria shall be based on ASTM A435.
14. Where testing reveals lamination or conditions of lamellar tearing in base metal, the steel fabricator shall submit a proposed method of repair for review and approval by the Architect, and SEoR prior to commencing repair work. Test repaired areas as required.
14. Magnetic Particle Testing: Magnetic particle testing when required shall be provided in accordance with AWS D1.1 for procedure and technique. The standards of acceptance shall be in accordance with AWS D1.1 – Qualification.
H. Lamellar Tearing: Prior to welding plates 1 to 1-1/2 inches thick and greater and rolled shapes within the distance from 3 inches above the top of the joint to 3 inches below the bottom of the joint shall be checked by ultrasonic testing for laminations in base metal which may interfe
re with the inspection of the completed joint. Should these defects occur, members will be reviewed by the SEOR
I. Prior Testing of Base Material: Test material before fabrication.
J. Lines and levels of erected steel shall be certified by a State of California licensed surveyor as set forth in related Division 01 section.
K. Record Drawings: After steel has been erected, correct or revise Shop Drawings and erection diagrams to correspond with reviewed changes performed in the field.
PART 3 - EXECUTION
3.1 PREPARATION
A. Verify governing dimensions and conditions of the Work before commencing erection Work.
1. Report discrepancies between drawings and field dimensions to Architect before commencing work.
2. Beginning of installation means erector accepts existing conditions and surfaces underlying or adjacent to work of this section.
B. Provide temporary shoring and bracing, and other support during performance of the Work.
Remove after steel is in place and connected, and after cast-in-place concrete has reached its design strength.
3.2 ERECTION
A. Install structural steel accurately in locations, to elevations indicated, and according to AISC specifications and CBC requirements.
B. Clean surfaces of base plates and bearing plates.
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1. Install base and bearing plates for structural members on wedges, shims, or setting nuts as required.
2. Tighten anchor bolts after supported members have been positioned and plumbed.
Do not remove wedges or shims; cut off flush with edge of base or bearing plate before packing with grout.
C. Maintain erection tolerances of structural steel within AISC Code of Standard Practice for Steel Buildings and Bridges.
1. Members and components, plumbed, leveled and aligned to a tolerance not to exceed one-half the amount permitted for structural steel.
D. Align and adjust various members forming part of complete frame or structure before permanently fastening. Before assembly, clean bearing surfaces and other surfaces that will be in permanent contact after assembly. Perform necessary adjustments to compensate for discrepancies in elevations and alignment.
1. Level and plumb individual members of structure.
E. Do not permit thermal cutting during erection of structural steel.
F. Where indicated for field connections, provide standard bolts complying with ASTM A325.
G. Install high strength steel bolts at locations indicated. Assembly and installation shall be in accordance with CBC requirements.
1. Allowable hole sizes: 1/16 inch larger than bolt size.
2. Use friction type connection with hardened ASTM F436 steel circular, square or rectangular washer under high strength bolt nut.
3. Thoroughly clea
n area under bolt head, nut and washer. Remove all paint, lacquer, oil or other coatings except organic zinc-rich paints in accordance with SSPC, SP-2.
4. Tighten bolts by power torque wrench or hand wrench until twist-off for “Tension Control Bolt/Nut/Washer Assemblies” (ASTM F1852).
H. Contractor shall be responsible for correcting detailing and fabrication errors and for correct fitting of all members and components.
I. Erect structural steel plumb and level and to proper tolerances as set forth in the AISC Manual. Provide temporary bracing, supports or connections required for complete safety of structure until final permanent connections are installed.
J. Install column bases within a tolerance of 1/8 inch of detailed centerlines, level at proper elevations. Support bases on double nuts and solidly fill spaces under bases with dry-pack cement grout.
K. Provide anchor bolts with templates and diagrams. Contractor shall be responsible for proper location and installation of bolts. Correct deficiencies and errors.
L. Galvanized Surfaces: Clean field welds, bolted connections, and abraded areas and apply galvanizing repair paint according to ASTM A780.
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3.3 FITTING
A. Closely fit members, finished true to line and in precise position required to allow accurate erection and proper joining in the field.
B. Drilling to enlarge unfair holes will not be allowed. Allow only enough drifting during assembly to bring parts into position, but not sufficient enough to enlarge holes or distort the metal. Do not heat rolled sections, unless approved by Architect, and SEOR prior to heating.
3.4 PUNCHING AND DRILLING
A. Punch material 1/16 inch larger than nominal diameter of bolt, wherever thickness of metal is equal to or less than the diameter of the bolt plus 1/8 inch.
B. Drill or sub-punch and ream where metal is equal to or more than the diameter of the bolt plus 1/8 inch. Make diameter for sub-punched and sub-drilled holes 1/16 inch larger than nominal diameter of bolt.
C. Precisely locate holes to ensure passage of bolt through assembled materials without drifting.
Do not enlarge holes by reaming unless the SEOR has reviewed and approved each specific condition; flame cutting to enlarge holes is not acceptable. Structural Steel members with poorly matched holes will be rejected.
3.5 FINISHING
A. After erection, spots or surfaces where paint has been removed, damaged, or burned off and field rivets, bolts, and other field connections not concealed in the work, shall be cleaned of dirt, oil,
grease, and burned paint and furnished with a spot coat of the same primer installed during shop priming.
B. Touchup Painting: Immediately after erection, clean field welds, bolted connections, and abraded areas of shop paint. Install paint to exposed areas with the same material installed during shop painting. Install by brush or spray to provide a minimum dry film thickness of 1.5 mils.
3.6 FIELD QUALITY CONTROL
A. Owner will provide an approved special inspector and an approved independent testing laboratory to perform field inspections and tests and to prepare test reports.
B. Correct deficiencies in or remove and replace structural steel that inspections and test reports indicate do not comply with specified requirements.
3.7 CLEAN UP
A. Remove rubbish, debris and waste materials and legally dispose of off the Project Site.
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3.8 PROTECTION
A. Protect the Work of this section until Substantial Completion.
3.9 HANDLING
A. Both in shop and in the field, transport, handle and erect to prevent damage or overstressing of any component.
END OF SECTION 051200
CONCRETE FORMING AND ACCESSORIES
Contract No. 5554 031000 - 1
SECTION 031000 CONCRETE FORMING AND ACCESSORIES
PART 1 - GENERAL
1.1 SUMMARY
A. Provisions of Division 01 apply to this section
B. Section Includes:
1. Formwork for cast-in-place concrete as indicated.
2. Installation of items to be embedded in concrete, such as anchor bolts, inserts, embeds, and sleeves.
C. Related Sections:
1. Section 032000: Concrete Reinforcing
2. Section 033000: Cast-In-Place Concrete
1.2 SYSTEM DESCRIPTION
A. Regulatory Requirements: Except as otherwise specified herein, the Work of this section shall be in accordance with CBC, Chapter 19, Concrete.
1.3 SUBMITTALS
A. Shop Drawings: Submit Shop Drawings indicating locations of forms, joints, embedded items, and accessories.
B. Product Data: Submit the manufacturer's Product Data for form materials and accessories.
1.4 QUALITY ASSURANCE
A. Comply with the following as a minimum requirement:
1. Conform to ACI 347R-14 (or the latest edition).
2. Plywood: Conform to tables for form design and strength in APA Form V 345.
B. Mock-ups: Provide mock-ups for architectural exposed finishes; 100 square feet minimum size. Locate as required by the Architect.
CONCRETE FORMING AND ACCESSORIES
Contract No. 5554 031000 - 2
PART 2 - PRODUCTS
2.1 GENERAL
A. Form materials may be reused during the progress of the Work provided they are completely cleaned and reconditioned, recoated for each use, capable of producing formwork of required quality, and are structurally sound.
B. Form Lumber: WCLIB Construction Grade or Better, WWPA No. 1 or Better.
C. Plywood: PS 1-19, Group I, Exterior Grade B-B Plyform or better, minimum 5-ply and 3/4 inch thick for exposed locations and at least 5/8 inch thick for unexposed locations, grade marked, not mill oiled. Furnished plywood with medium or high-density overlay is permitted.
D. Coated Form Plywood: For exposed painted concrete, plastic overlaid plywood of the grade specified above, factory coated with a form coating and release agent Noxcrete", or equal.
E. Tube Forms: Burke "SmoothTube,” Sonoco "Seamless Sonotubes,” or Alton Building Products "Sleek Seamless Standard Wall,” of the type leaving no marks in concrete, one- piece lengths for required heights.
F. Joist Forms: Code recognized steel or molded plastic types as required.
G. Special Forms: For exposed integrally-colored concrete, plywood as above with high- density overlay, plywood with integral structural hardboard facing or fibrous glass reinforced plastic facing, providing specified finish.
H. For Exposed Concrete Finish:
1. Plywood: New, waterproof, synthetic resin bonded, exterior type Douglas fir or Southern pine plywood manufactured especially for concrete formwork and conforming to NIST PS 1, BB grade, class I.
2. Glass-Fiber-Fabric Reinforced Plastic Forms: Matched, tight fitting, stiffened to support the weight of concrete without deflection detrimental to structural tolerances and appearance of finished concrete surfaces.
3. Steel: Minimum 16-gauge sheet, well matched, tight fitting, stiffened to support weight of concrete, without deflection detrimental to tolerances and appearances of finished concrete surfaces.
4. Plywood: "Finland Form,” or "Combi Form" distributed by North American Plywood Corporation. The material shall be furnished with hard smooth birch face veneers with phenolic resin thermally fused onto panel sides. Edges shall be factory-sealed.
I. Form Ties: Prefabricated rod, flat band, wire, internally threaded disconnecting type, not leaving metal within 1-1/2 inch of concrete surface.
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Contract No. 5554 031000 - 3
J. Form Coating: Non-staining clear coating free from oil, silicone, wax, not grain-raising, "Formshield" by A.C. Horn, Inc., "Release" by Burke Concrete Accessories, or "Cast- Off" by Sonneborn Building Products. Where form liners are furnished, provide form coatings recommended by form liner manufacturer.
K. Form Liner: Rigid or resilient type by L.M. Scofield, Labrado Forms, Symons, or Greenstreak
L. Void Forms: Manufactured by SureVoid Products, Inc, or equal. Forms shall be "WallVoid" for temporary support of concrete walls and grade beams spanning between supports, and "SlabVoid" for creating gaps between concrete slabs or steps and underlying soils. Void forms shall be fabricated of corrugated paper with moisture resistant exterior, and shall be capable of withstanding working load of 1,500 psf.
Provide accessories as required.
PART 3 - EXECUTION
3.1 GENERAL
A. Forms shall be constructed so as to shape the final concrete structure conforming to the shape, lines and dimensions of members required by Drawings and Specifications and shall be sufficiently tight to prevent leakage of mortar. They shall be properly braced or tied together to maintain position and shape. Forms and their supports shall be designed so that previously placed structures will not be damaged. Forms shall be true to line within the tolerances set forth in ACI 347 and ACI 117, whichever is stricter, unless otherwise directed by the Architect.
3.2 ERECTION
A. Plywood shall be installed with horizontal joints level, vertical joints plumb and with joints tight. Back joints by studs or solid blocking and fill where necessary for smoothness. Reused plywood shall be thoroughly cleaned, damaged edges or surfaces repaired and both sides and edges oiled with colorless form oil. Nail plywood along edges, and to intermediate supports, with common wire nails spaced as necessary to maintain alignment and prevent warping.
B. Openings for Cleaning: Provide temporary openings at points in formwork to facilitate cleaning and inspection. At base of walls and wide piers, bottom form board on one face for entire length shall be omitted until form has been cleaned and inspected.
3.3 REMOVAL OF FORMS
A. Forms shall not be removed until concrete has sufficiently hydrated to maintain its integrity and not be damaged by form removal operations. The contractor shall remain fully and solely responsible for structure condition and integrity in relation to decisions regarding time of form removal. The preferred method of determining form removal time is the assessment of sufficient concrete strength based on tests of field cured specimens per 3.03B; however, at the contractor’s option and sole responsibility, the contractor may refer to Section 5.7 of ACI 347R-14 for minimum elapsed times and
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Contract No. 5554 031000 - 4
associated footnotes and provisions. Shoring shall not be removed until member has acquired sufficient strength to support its weight, load upon it, and added load of construction.
B. Compressive strength of in-place concrete shall be determined by testing field-cured specimens representative of concrete location or members, as specified in Section 033000: Cast-In-Place Concrete.
3.4 PROTECTION
A. Protect the Work of this section until Substantial Completion.
3.5 CLEAN UP
A. Remove rubbish, debris, and waste materials and legally dispose of them off the Project site.
END OF SECTION 031000
CONCRETE REINFORCING
Contract No. 5554 032000 - 1
SECTION 032000 CONCRETE REINFORCING
PART 1 - GENERAL
1.1 SUMMARY
A. Provisions of Division 01 apply to this section
B. Section Includes:
1. Concrete steel reinforcement as indicated.
C. Related Sections:
1. Section 031000: Concrete Forming and Accessories
2. Section 033000: Cast-In-Place Concrete
1.2 SYSTEM DESCRIPTION
A. Regulatory Requirements: Fabrication and placement of reinforcing shall be in accordance with requirements of CBC, Chapter 19.
1.3 SUBMITTALS
A. Shop Drawings: Submit steel reinforcement Shop Drawings in accordance with ACI 315.
Include assembly diagrams, bending charts and slab plans. Indicate lengths and location of splices, size and lengths of reinforcing steel. All reinforcement shop drawings shall be submitted in electronic format (PDF).
B. Closeout Submittals: Record exact locations of reinforcing that vary from Shop Drawings.
1.4 QUALITY ASSURANCE
A. Comply with the following as a minimum requirement:
1. CBC, Chapter 19, Concrete.
2. American Concrete Institute (ACI).
3. Concrete Reinforcing Steel Institute (CRSI) Manual of Standard Practice.
4. American Welding Society (AWS).
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Contract No. 5554 032000 - 2
B. Source Quality Control: Refer to Division 01 Sections for general requirements and to following paragraphs for specific procedures. Testing laboratory retained by the Owner shall perform following conformance testing, select test Samples of bars, ties, and stirrups from the material at the Project site or from the place of distribution, with each Sample consisting of not less than two 18-inch long pieces, and perform the following tests according to ASTM A615.
1. Identified Bars: If Samples are obtained from bundles as delivered from the mill, identified as to heat number, accompanied by mill analyses and mill test reports, and properly tagged with the identification certificate so as to be readily identified, perform one tensile and one bend test for each 10 tons or fraction thereof of each size of bars. Submit mill reports when Samples are selected.
2. Unidentified Bars: When positive identification of reinforcing bars cannot be performed and when random Samples are obtained, perform tests for each 2.5 tons or fraction thereof, one tensile and one bend test from each size of bars.
C. Certification of Welders: Shop and Project site welding shall be performed by certified welding operators.
1.5 DELIVERY, STORAGE AND HANDLING
A. Avoid exposure to dirt, moisture or conditions harmful to reinforcing.
B. Reinforcing steel bars, wire, and wire fabric shall be stored on the Project site to permit easy access for examination and identification of each shipment. Material of each shipment shall be separated for size and shape.
PART 2 - PRODUCTS
2.1 GENERAL
A. Provide reinforcing of sizes, gages and lengths indicated, bent to indicated shapes.
2.2 MATERIALS
A. Steel Reinforcing Bars: ASTM A615, or ASTM A706 deformed grade 40 billet steel unless otherwise specified or indicated.
B. Deformed Bar Anchors: ASTM A1064.
C. Bars or Rod Mats: ASTM A184.
D. Wire Fabric for Reinforcement: ASTM A1064.
E. Tie Wire: ASTM A1064, fully annealed, copper-bearing steel wire, 16 gage minimum.
F. Chairs, Spacers, Supports, and Other Accessories: Standard manufacture conforming to ACI-315 fabricated from steel wire of required types and sizes. For reinforcement supported from grade, provide properly sized dense precast blocks of concrete.
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Contract No. 5554 032000 - 3
2.3 FABRICATION OF REINFORCING BARS:
A. Comply with CRSI Manual of Standard Practice for Reinforced Concrete Construction for fabrication of reinforcing steel.
B. Bending and Forming: Fabricate bars of the indicated sizes and bend and form to required shapes and lengths by methods not injurious to materials. Do not heat reinforcement for bending. Bend bars No. 6 size and larger in the shop only. Bars with unscheduled kinks or bends are not permitted. Provide only tested and permitted bar materials.
C. Welding: Provide only ASTM A706 steel where welding is indicated. Perform welding by the direct electric arc process in accordance with AWS D1.4 and specified low- hydrogen electrodes. Preheat 6 inches each side of joint. Protect joints from drafts during the cooling process; accelerated cooling is not permitted. Do not tack weld bars. Clean metal surfaces to be welded of loose scale and foreign material. Clean welds each time electrode is changed and chip burned edges before placing welds. When wire brushed, the completed welds must exhibit uniform section, smooth welded metal, feather edges without undercuts or overlays, freedom from porosity and clinkers, and good fusion and penetration into the base metal. Cut out welds or parts of welds deemed defective, using chisel, and replace with proper welding. Prequalification of welds shall be in accordance with CBC requirements.
PART 3 - EXECUTION
3.1 INSTALLATION
A. Bars shall be bent cold. Bars partially embedded in concrete shall not be field bent except as indicated on reviewed Shop Drawings. Before installation, clean reinforcing of loose scale, rust, oil, dirt and any coating that could reduce bond.
B. Accurately position, install, and secure reinforcing to prevent displacement during the placement of concrete.
C. Provide metal chairs to hold reinforcement the required distance above form bottoms. In beams and slab construction, provide chairs under top slab reinforcement as well as under bottom reinforcement. Space chairs so that reinforcement will not be displaced during installation. Provide metal spacers to secure proper spacing. Stirrups shall be accurately and securely wired to bars at both top and bottom. At slabs, footings, and beams in contact with earth, provide concrete blocks to support reinforcement at required distance above grade.
D. Install and secure reinforcement to maintain required clearance between parallel bars and between bars and forms. Lapped splices shall be installed wherever possible in a manner to provide required clearance between sets of bars. Stagger lapped splices. Dowels and bars extending through construction joints shall be secured in position against displacement before concrete is installed and subsequently cleaned of concrete encrustations while they are still soft.
E. Do not install reinforcing in supported slabs and beams until walls and columns have been installed to underside of slabs and beams or until construction joints have been
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Contract No. 5554 032000 - 4
thoroughly cleaned. Reinforcing shall be inspected before placement of concrete and cleaned as required.
F. Use deformed bars unless otherwise indicated, except for spiral reinforcement.
3.2 CLEAN UP
A. Remove rubbish, debris and waste materials and legally dispose of off the Project site.
3.3 PROTECTION
A. Protect the Work of this section until Substantial Completion.
END OF SECTION 032000
CAST-IN-PLACE CONCRETE
Contract No. 5554 033000 - 1
SECTION 033000 CAST-IN-PLACE CONCRETE
PART 1 - GENERAL
1.1 SUMMARY
A. Provisions of Division 01 apply to this section
B. Section Includes:
1. Cast-in-place concrete placement and finishing.
C. Related Sections:
1. Section 031000: Concrete Forming and Accessories
2. Section 032000: Concrete Reinforcing
1.2 SUBMITTALS
A. Shop Drawings: Submit shop drawings indicating locations of cast-in-place concrete Work and accessory items such as vapor barriers. Include details and locations of reinforcing, embedded items, and interfacing with other Work. All shop drawing submittals shall be in electronic format (PDF).
B. Product Data:
1. Mix Design: Submit a concrete mix design for each mix that will be provided for the Work. Include water/cement ratio, size of coarse aggregate and amount of any admixture. Predict minimum compressive strength in accordance with the strength requirements shown in the drawings and/or specifications, maximum slump and air content percentage. Mix designs shall be prepared and stamped by a licensed California Civil Engineer. Mix design submittal shall be in electronic format (PDF).
2. Manufacturer of ready-mixed concrete shall deliver to the project inspector a certificate with each mixer truck. Certificate shall bear the signature of representative of the testing laboratory, and shall state quantity of cement, water, fine and coarse aggregate and admixtures.
C. Material Samples: Submit Samples illustrating concrete finishes, minimum 12 inches x 12 inches in size.
D. Certificates: Submit a notarized certificate that each of following conforms to the latest standards indicated:
1. Aggregates – ASTM Standard C33
2. Admixtures - ASTM Standard C260
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Contract No. 5554 033000 - 2
3. Curing materials - ASTM Standard C171
1.3 QUALITY ASSURANCE
A. Comply with the following as a minimum requirement.
B. California Building Code (CBC), applicable edition as determined by the governing regulatory authority.
C. American Concrete Institute (ACI) Publications, latest editions or as applicable as determined by the governing regulatory authority:
1. ACI 211 - Recommended Practice for Selecting Proportions of Concrete.
2. ACI 304 - Recommended Practice for Measuring, Mixing, Transporting and Placing Concrete.
3. ACI 305 - Recommended Practice for Hot Weather Concreting.
4. ACI 306 - Recommended Practice for Cold Weather Concreting.
5. ACI 308 - Recommended Practice for Curing Concrete.
6. ACI 309 - Recommended Practice for Consolidation of Concrete.
7. ACI 318 – Building Code Requirements for Structural Concrete.
D. American Society for Testing and Materials (ASTM) Standards, latest editions:
1. ASTM A 185 - Welded Steel Wire Fabric For Concrete Reinforcement.
2. ASTM C 31 - Making and Curing Concrete Test Specimens in the Field.
3. ASTM C 33 - Concrete Aggregates.
4. ASTM C 39 - Compressive Strength of Cylindrical Concrete Specimens.
5. ASTM C 88 - Soundness of Aggregates by use of Sulphate or Magnesium Sulphate.
6. ASTM C 94 - Ready-Mixed Concrete.
7. ASTM C 143 - Slump of Hydraulic Cement Concrete.
8. ASTM C 150 - Portland Cement.
9. ASTM C 171 - Sheet Materials for Curing Concrete.
10. ASTM C 172 - Sampling Freshly Mixed Concrete.
11. ASTM C 173 - Air Content of Freshly Mixed Concrete by the Volumetric Method.
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Contract No. 5554 033000 - 3
12. ASTM C 227 - Potential Alkali Reactivity of Cement-Aggregate Combinations (Mortar-Bar Method).
13. ASTM C 231 - Air Content of Freshly Mixed Concrete by the Pressure Method.
14. ASTM C 260 - Air-Entraining Admixtures for Concrete.
15. ASTM C 289 - Potential Reactivity of Aggregates (Chemical Method).
16. ASTM D 1751 - Preformed Expansion Joint Fillers for Concrete Paving and Structural Construction (Non-extruding and Resilient Bituminous Types).
E. Continuous inspection shall be provided at the batch plant and for transit-mixed concrete to run check sieve analysis of aggregate, check moisture content of fine aggregate, check design of mix, check cement being used with test reports, check loading of mixer trucks, and certify to quantities of materials placed in each mixer truck.
F. Inspection shall be performed by a representative of a testing laboratory selected by the Owner. The owner will pay for inspection costs. Notify the laboratory 24 hours in advance of time concrete is to be mixed. Notify the laboratory of postponement or cancellation of mixing within at least 24 hours of scheduling time.
G. Continuous batch plant inspection requirements may be waived in accordance with the CBC.
Waiver shall be in writing.
H. Strength Test of Concrete: Refer to California Building Code.
1.4 DELIVERY, STORAGE AND HANDLING
A. Mixing and Placing Concrete: Refer to California Building Code.
B. Ready-mix concrete shall be mixed and delivered in accordance with ASTM C94, CBC and CBC Standards, as well as ACI 318. Each batch of concrete delivered to the project site shall be accompanied by a time slip bearing departure time and signature of batch plant supervisor. Concrete placement shall be completed, and concrete placed into its final position as shown on the drawings within 90 minutes after start of mixing. Start of mixing time and completion of concrete placement time shall be documented in writing for all concrete pours.
C. Store cement and aggregate materials so as to prevent their deterioration or intrusion by foreign matter. Deteriorated or contaminated materials shall not be furnished.
1.5 JOB CONDITIONS
A. Cold Weather Requirements:
1. Adequate equipment shall be provided for heating concrete materials and protecting concrete during freezing or near-freezing weather. Surfaces, in which concrete is to
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Contract No. 5554 033000 - 4
come in contact with, shall be free from frost or ice. No frozen materials or materials containing ice shall be furnished.
2. When placing concrete during freezing or near-freezing weather the mix shall have a temperature of at least 50 degrees F., but not more than 90 degrees F. when cement is added. Concrete shall be maintained at a temperature of at least 50 degrees F. for at least 72 hours after placing or until it has thoroughly hydrated.
When necessary, concrete materials shall be heated before mixing. Special precautions shall be provided for protection of transit-mixed concrete.
B. Hot Weather Requirements:
1. During hot weather, proper attention shall be provided for ingredients, production methods, handling, placing, protection and curing, to prevent excessive concrete temperatures or water evaporation which could impair required strength or durability.
PART 2 - PRODUCTS
2.1 GENERAL
A. Ready-Mixed Concrete: Mix and deliver in accordance with requirements of CBC.
B. Strength of Concrete: Concrete, unless otherwise indicated or specified, shall be provided with a minimum ultimate 28-day strength of 4,000 psi (f'c). For high-early-strength concrete, age for reaching the f'c shall be as indicated on Drawings.
2.2 MATERIALS
A. Cement: ASTM C 150. Furnished cement shall be as selected and reviewed for concrete proportioning.
B. Aggregates: Aggregates shall conform to ASTM C 33 and C 227 except as modified herein.
Any suitable individual grading of coarse aggregate may be furnished, provided such grading results in a mix that conforms to all requirements of this specification and the drawings. The gradings shown below are typical industry values for maximum aggregate sizes from ¾” to 1-1/2”. Since this project limits maximum aggregate size to 1”, the 1-1/2” gradation information does not apply. If a smaller maximum aggregate size is used, for example 3/8”, the contractor shall submit an appropriate gradation.
CAST-IN-PLACE CONCRETE
Contract No. 5554 033000 - 5
GRADING OF COMBINED AGGREGATE
Sieve Number or 1-1/2" 1" 3/4"
Size in Inches Maximum Maximum Maximum
Passing a 2" ------ ------ ------
Passing a 1-1/2" 95-100 ------ ------
Passing a 1" 70-90 90-100 ------
Passing a 3/4" 50-80 70-95 90-100
Passing a 3/8" 40-60 45-70 55-75
Passing a No. 4 35-55 35-55 40-60
Passing a No. 8 25-40 27-45 30-46
Passing a No. 16 16-34 20-38 23-40
Passing a No. 30 12-25 12-27 13-28
Passing a No. 50 2-12 5-15 5-15
Passing a No. 100 0-3 0-5 0-5
C. Water: Water shall be potable and free from deleterious matter.
D. Admixtures: ACI 318, Section 3.6.
E. Expansion Joint Fillers: Preformed strips, non-extruding and resilient bituminous type, of thickness indicated, conforming to ASTM D1751.
F. Curing Paper and Liquid Curing Compounds:
1. Curing Paper: A standard brand conforming to ASTM C171, Type 1 - Regular.
2. Liquid Curing Compounds: A standard brand, clear liquid conforming to ASTM C309, Master Builders, Grace, Antihydro.
G. Abrasive Aggregate: Norton Alundum, Union Carbide Carborundum, or equal, graded #12 through #30 sizes, color as selected by Architect.
H. Underlayment: Latex underlayment for filling low spots in concrete shall be Tile-Tex by Flintkote Co., Webtex #60 or Fixallatex by Dowman Products Co.
I. Vapor Barrier: ASTM D21O3, polyethylene sheeting, clear, 10 mils minimum thickness, impact strength greater than 70 grams per mil, 10 feet minimum width. Provide minimum 2-inch wide waterproof plastic self-adhering tape for sealing edges and ends of sheeting.
1. Moisture barrier is required where an interior area is scheduled to receive moisture sensitive floor finishes.
J. Stair Strips and Nosing:
1. Fabricated from 6063-T5 extruded aluminum, mill finish. Anti-slip filler shall contain at least 60 percent virgin grain aluminum oxide abrasive. Binder shall be fully cured resilient type epoxy, with binder-to-filler ratio of 13 percent. The epoxy-
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abrasive filler shall extend over the curved front edge of the nosing and shall be securely bonded to the extruded aluminum base.
2. Manufactured by Wooster Products Inc. American Safety Tread Co. Inc., or equal.
3. Nosing and strips for concrete casting shall be provided with Sure-Hold anchors, chevron shaped continuous full length of nosing or strip.
4. Nosings and anchors for attachment to hydrated concrete stairs and wood stairs shall be similar to those specified below, except they shall be provided with countersunk holes for screws and fasteners.
5. Colors: As selected by Architect to contrast with stair color. Colors shall extend uniformly through the filler.
6. Strip and Nosing Types:
a. Nosings for sloped riser steel pan stairs: Type WP4J, 4-1/16 inches wide, 3/8 inch thick.
b. Nosings for new concrete stairs: Type WP4C, 4-1/16 inches wide, 3/8 inch thick, nose projects down 1/4 inch.
c. Nosings for square edged steel pan stairs: Type WP4SP, 4-1/16 inches wide, 3/8 inch thick nose.
d. Strips for recessing into concrete stairs: Type WP1A, except 2-1/4 inches wide, 3/8 inch thick. American Safety Tread Co., Type 24, or equal.
e. Strips for adhering to existing or hydrated concrete: Flex-Tred anti-safety strips, minimum 2-1/4 inches wide. Cut from rolls and round corners. f. Strips for anchoring into wood or stone: American Safety Tread Co., Type 24H, or equal, with holes for fasteners, 2-1/4 inches wide.
PART 3 - EXECUTION
3.1 GENERAL
A. Time of Placing: Do not place concrete until reinforcement, conduits, outlet boxes, anchors, hangers, sleeves, bolts, and other embedded materials are securely fastened in place. Contact the inspector at least 24 hours before placing concrete; do not place concrete until inspected and approved.
B. Pouring Record: A record shall be kept on the Project site of time and date of placing concrete in each portion of structure. Such record shall be maintained on the project site until substantial completion and shall be available for examination by all project team members, including the design team, inspectors and Owner.
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3.2 PREPARATION
A. Moisture Barrier: Before installation of screeds and slab reinforcement, install a moisture barrier under slabs on grade. Place membrane in as large sheets as possible, lapped 12 inches at sides and ends, with top lap placed in the direction of the spreading of concrete. Extend membrane and lap at least 4 inches onto adjoining wall surfaces and seal with pressure- sensitive tape.
1. Install moisture barrier on minimum 2-inch bed of sand, unless otherwise indicated, over gravel base as indicated on the Drawings.
2. Patch punctures and tears in moisture barrier.
B. Reglets and Rebates:
1. Form reglets and rebates in concrete to receive flashing, frames and other equipment as detailed and required. Coordinate dimensions and locations required with other related Work.
2. If concrete slabs on grade adjoin a wall or other perpendicular concrete surface, form a reglet in wall to receive and carry horizontal concrete Work. Reglet shall be full thickness of the slab and shall be 3/4 inch wide, unless otherwise indicated.
Requirement does not apply to exterior walks, unless specifically indicated.
C. Anchor Slots: Dove-tail anchor slots at concrete walls to receive masonry veneer shall be set vertically in forms, 24 inches maximum on centers measured horizontally. Anchor slots shall be No. 24 gage galvanized sheet steel with removable fiber filler to prevent seepage of cement in slot.
D. Screeds: Install screeds accurately and maintain at required grade or slab elevations after steel reinforcement has been installed, but before starting to place concrete. Install screeds adjacent to walls and in parallel rows not to exceed 8 feet on centers.
3.3 INSTALLATION
A. Conveying and Placing:
1. Concrete shall be placed only under direct observation of the project inspector. Do not place concrete outside of regular working hours unless the project inspector has been notified at least 48 hours in advance.
2. Concrete shall be conveyed from mixer to location of final placement by methods which will prevent separation or loss of materials.
3. Concrete shall be placed as nearly as practicable to its final position to avoid segregation due to re-handling or flowing. No concrete that has partially hydrated or has been contaminated by foreign materials shall be placed, nor shall re-tempered concrete or concrete which has been remixed after initial set be placed.
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4. In placing concrete in columns, walls or thin sections, provide openings in forms, elephant trunks, tremies or other recognized devices, to prevent segregation and accumulation of partially hydrated concrete on forms or metal reinforcement above level of concrete being placed. Such devices shall be installed so that concrete will be dropped vertically. Unconfined vertical drop of concrete from end of such devices to final placement surface shall not exceed 6 feet.
5. Concrete shall be placed as a continuous operation until placing of panel or section is completed. Top surfaces of vertically formed lifts shall be level unless noted otherwise on the drawings.
6. Concrete shall be thoroughly consolidated during placement, and shall be worked around reinforcement and embedded fixtures with mechanical vibrators.
7. Where conditions make consolidation difficult, or where reinforcement is congested, batches of mortar containing same proportions of cement, sand, and water as provided in the concrete, shall first be deposited in the forms to a depth of at least one inch.
B. Compaction and Screeding:
1. Tamp freshly placed concrete with a heavy tamper until at least 3/8 inch of mortar is brought to surface. Concrete shall then be tamped with a light tamper and screeded with a heavy straightedge until depressions and irregularities are eliminated, and surface is true to finish grades or elevations. Remove excess water and debris.
2. Where slabs are to receive separate cement finish or mortar setting bed, continued tamping to raise mortar to surface is not performed. Laitance shall be removed by brushing with a stiff brush or by light sandblasting to expose clean top surface of coarse aggregate.
C. Floating and Troweling:
1. When concrete has hydrated sufficiently, it shall be floated to a compact and smooth surface. After floating, wait until concrete has reached proper consistency before troweling. Top surfaces shall receive at least 2 troweling operations with steel hand trowel. Prior to and during final troweling, apply a fine mist of water frequently with an atomizing type fog sprayer. Omit troweling for slabs to receive a separate cement finish.
2. For interior finish slabs, final troweling shall provide a hard, impervious, and non- slip surfaces, free from defects and blemishes. Finished surface shall be within a tolerance of 1/8 inch in 10 feet. Avoid burnishing. Do not add cement or sand to absorb excess moisture.
3. Exterior Paving and Cement Walks: Finish as specified above, except surface shall be given a non-slip broom finish to match Sample reviewed by the Architect.
4. Vertical concrete surfaces shall be finished smooth and free from marks or other surface defects.
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D. Curing:
1. Concrete shall be maintained above 50 degrees F., and in a moist condition for 7 days after placing, except that high early strength concrete shall be maintained in a moist condition for 3 days.
2. Before applying curing paper, interior floor treated with colored hardener shall be given a heavy protective coat of colored wax left unpolished, and then immediately covered with paper. If wax is not applied within two hours after final troweling, concrete shall be sprayed with a fine water mist and maintained continuously moist until wax is applied, unless spraying is not recommended by hardener manufacturer.
After other Work such as plastering and painting has been completed, curing paper shall be removed and waxed floors cleaned of protective wax coating.
3. Forms containing concrete, top of concrete between forms, and exposed concrete surfaces after removal of forms shall be maintained in a thoroughly wet condition for at least 7 consecutive days after placing.
4. If weather is hot or surface has dried out, spray surface of concrete slabs and paving with fine mist of water, starting not later than 2 hours after final troweling and continuing until sunset. Surface of finish shall be kept continuously wet until curing medium has been installed.
5. Immediately after finishing, roof slabs and monolithic floor finish to receive resilient floor covering shall be uniformly and completely coated with liquid curing compound.
a. Install compound in a manner and quantity sufficient to produce a uniform continuous thin film of water-impervious membrane. Compound shall be installed in accordance with manufacturer's directions. b. Protect adjoining surfaces from damage during installation. If curing compound is not applied immediately, cover finished concrete with wet burlap or curing paper and keep concrete surface wet for a period not to exceed thirty hours following finishing of concrete. At end of that time, burlap or paper shall be removed and curing compound installed as specified above.
5. Immediately after finishing, monolithic floor slabs not scheduled to receive resilient floor covering shall be covered with curing paper. Paper shall be lapped 3 inches at joints and sealed with waterproof sealer. Edges shall be cemented to finish. Repair or replace paper damaged during construction operations.
6. Within 24 hours after finishing, exterior slabs and paving, and interior slabs to receive cement topping or mortar setting beds, shall be covered with sand to a depth of 2 inches and kept thoroughly wet for 7 days.
a. Instead of sand covering, exterior walks and paving where no other surface treatment is specified, may be cured with clear liquid curing compound immediately installed in accordance with manufacturer's directions.
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E. Filling, Leveling and Patching:
1. Concrete slabs exhibiting high or low spots and indicated to receive resilient floor covering or soft floor covering, shall have surfaces repaired. High spots shall be honed, or ground with power-driven machines to required tolerances. Low spots shall be filled with latex underlayment, installed in strict accordance with manufacturer's written recommendations.
2. Holes resulting from form ties or sleeve nuts shall be solidly packed, through exterior walls, by pressure grouting with cement grout, as specified. Grouted holes on exposed surfaces shall be screeded flush and finished to match adjoining surfaces.
F. Cement Base: Cement base shall be of the height, thickness, and shape detailed. Base shall be reinforced with one inch mesh, 18 gage, zinc-coated wire fabric. Base finish mixture shall be one part Portland cement, 2 parts of fine aggregate and one part pea gravel. Colored cement base shall include a chemically inert mineral oxide pigment in the mix.
3.4 FINISHING
A. Soda and Acid Wash: Concrete surfaces to receive plaster, paint or other finish, and which have been formed by oil coated forms, shall be scrubbed with a solution of 1-1/2 pounds of caustic soda to one gallon of water. Surfaces where smooth wood or waste molds have been furnished shall be scrubbed with a solution of 20 percent muriatic acid. Wash with clean water after scrubbing.
B. Sacking: Exposed concrete curbs, walls, and other surfaces shall be sacked by an application of Portland cement grout, floated, and rubbed. Sacking shall not be performed until patching and filling of holes has been completed. Entire sacking operation for any continuous area shall be started and completed within the same day.
1. Mix one part Portland cement and 1-1/2 parts fine sand with sufficient water to produce a grout having consistency of thick paint. Wet surface of concrete sufficiently to prevent absorption of water from grout. Apply grout uniformly with a brush or spray gun, then immediately float surface with a cork or other suitable float, scouring wall vigorously.
2. While grout is still plastic, finish surface with a sponge-rubber float, removing excess grout. Allow surface to dry thoroughly, then rub vigorously with dry burlap to completely remove dried grout. No visible film or grout shall remain after rubbing with burlap.
C. Sandblasting: Exterior concrete surfaces to receive stucco dash coat finish, where plywood or other smooth forms have been furnished, shall be uniformly sand-blasted with sharp quartz sand under sufficient air pressure to remove dirt, form oil and other foreign materials, and roughen surface to provide a proper bond. Such surfaces shall be thoroughly washed with clean water after sandblasting.
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D. Abrasive: Concrete stair treads, landings, ramps and steps on interior and exterior of buildings, and interior exposed concrete floors in shop buildings shall receive an abrasive finish. Abrasive grains in amount of 30 pounds per 100 square feet shall be evenly installed by dust-on method and embedded into surface during first troweling operation. Additional abrasive grains, in amount of 30 pounds per 100 square feet, shall then be evenly installed and embedded into surface during final troweling operation.
E. Floor Hardener: Exposed interior concrete floors throughout shall be treated with floor hardener, as specified. Install hardener after surface of concrete has reached the point where no excess moisture is present, but while it is still plastic. Hardener shall be installed as follows:
1. Colored Hardener: Install at rate of 40 pounds per 100 square feet of surface for initial application.
2. Gray (natural) Hardener: Install at rate of 20 pounds per 100 square feet of surface for initial application.
3. Hardener shall be evenly distributed and thoroughly floated into surface mortar with a wood float. An additional 20 pounds of hardener, colored or gray, specified as above, shall be installed over each 100 square feet, and troweled to an even surface having uniform color and texture.
F. Cement Grout and Dry-Pack Concrete: Cement grout shall be mixed at the Project site and shall be composed of one volume of Portland cement and 2-1/2 volumes of fine aggregate.
Materials shall be mixed dry with sufficient water added to make mixture flow under its own weight. When grout is used as a dry pack concrete, add sufficient water to provide a stiff mixture, which can be molded into a sphere.
G. Broom Finish: Exterior stair treads and landings shall be provided with a non-slip broom finish in addition to abrasive finish specified.
H. Abrasive Stair Nosing: Nosing shall be installed according to manufacturers written recommendations.
3.5 EXPANSION AND CONSTRUCTION JOINTS
A. Construction Joints: Details and proposed location of construction joints shall be as indicated on the Drawings, located to least impair strength of structure, in accordance with the following:
1. Thoroughly clean contact surface by sand blasting entire surface not earlier than 5 days after initial placement.
2. A mix containing same proportion of sand and cement provided in concrete plus a maximum of 50 percent of coarse aggregate shall be placed to a depth of at least one inch on horizontal joints. Vertical joints shall be wetted and coated with a neat cement grout immediately before placing of new concrete.
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3. Should contact surface become coated with earth, sawdust, or deleterious material of any kind after being cleaned, entire surface shall be re-cleaned before applying mix.
B. Expansion Joints: Provide expansion joints where indicated in walks and exterior slabs.
Space approximately 20 feet apart, unless otherwise indicated. Joints shall extend entirely through slab with joint filler in one piece for width of walk or slab. Joint filler shall be 3/8 inch thick, unless otherwise indicated.
C. Tooled Joints: Slabs, walks and paving shall be marked into areas as indicated with markings made with a V-grooving tool. Marks shall be round-edged, free from burrs or obstructions, with clean cut angles and shall be straight and true. Walks, if not indicated, shall be marked off into rectangles of not more than 12 square feet and shall have a center marking where more than 5 feet wide.
3.6 TESTING
A. Molded Cylinder Tests:
1. Owner Consultant will prepare cylinders. Each cylinder shall be dated, given a number, point in structure from which sample was obtained, mix design number, mix design strength and result of accompanying slump test noted.
2. Separate tests of molded concrete cylinders obtained at same place and time shall be made at age of 3 days, 7 days, and 28 days. A strength test shall be the average of the compressive strength of 2 cylinders, obtained from the same sample of concrete and tested at 28 days or at test age designated for determination of f'c.
3. Test cylinders shall be prepared at the Project site and stored in testing laboratory in accordance with ASTM C 31 and tested in accordance with ASTM C 39.
B. Core Test: At request of the Architect, cores of hardened concrete shall be cut from portions of hydrated structures for testing, in accordance with CBC and ASTM C 42.
1. Provide 4-inch diameter cores at representative places throughout the structure as designated by the Architect.
2. In general, provide sufficient cores to represent concrete placed with at least one core for each 4,000 square feet of building area, and at least 3 cores total for each Project.
3. Where cores have been removed, fill voids with drypack, and patch the finish to match the adjacent existing surfaces.
C. Concrete Consistency: Measure consistency according to ASTM C143. Test twice each day or partial day's run of the mixer.
D. Adjustment of Mix: If the strength of any grade of concrete for any portion of Work, as indicated by molded test cylinders, fall below minimum 28 days compressive strength specified or indicated, adjust mix design for remaining portion of construction so that resulting concrete meets minimum strength requirements.
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E. Defective Concrete:
1. Should strength of any grade of concrete, for any portion of Work indicated by tests of molded cylinders and core tests, fall below minimum 28 days strength specified or indicated, concrete will be deemed defective Work and shall be replaced or adequately strengthened in a manner acceptable to the Architect and SEOR.
2. Concrete Work that is not formed as indicated, is not true within 1/250 of span, not true to intended alignment, not plumb or level where so intended, not true to intended grades and levels, contains sawdust shavings, wood or embedded debris, or does not fully conform to Contract provisions, shall be deemed to be defective Work and shall be removed and replaced.
F. Concrete For Equipment Pads, Mechanical and Electrical Work: Unless otherwise indicated, strength shall be 4,000 psi concrete. Exposed concrete shall be provided with a hand trowel finish with radius corners and edges. Form and place concrete where necessary as described in Section 031000: Concrete Forming and Accessories and reinforced as described in Section 032000: Concrete Reinforcing. Calcium chloride shall not be furnished in any concrete mix provided for the installation of underground electrical conduits. For concrete encasement of more than one conduit, furnish 3/4 inch to 1 inch aggregate as specified for concrete mix.
3.7 CLEAN UP
A. Remove rubbish, debris and waste materials and legally dispose of off the Project site.
3.8 PROTECTION
A. Protect the Work of this section until Substantial Completion.
END OF SECTION 033000
CONCRETE UNIT MASONRY
Contract No. 5554 042200 SECTION 042200 CONCRETE UNIT MASONRY
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.
1.2 SUMMARY
A. Section Includes:
1. Concrete masonry units.
2. Decorative concrete masonry units.
3. Pre-faced concrete masonry units.
4. Mortar and grout.
5. Steel reinforcing bars.
6. Masonry joint reinforcement.
7. Ties and anchors.
8. Embedded flashing.
9. Miscellaneous masonry accessories.
10. Masonry-cell insulation.
B. Related Sections:
1. Section 033000 "Cast-in-Place Concrete" for dovetail slots for masonry anchors.
2. Section 051200 "Structural Steel Framing" for installing anchor sections of adjustable masonry anchors for connecting to structural steel frame.
3. Section 076200 "Sheet Metal Flashing and Trim" for sheet metal flashing and for furnishing manufactured reglets installed in masonry joints.
1.3 DEFINITIONS
A. CMU(s): Concrete masonry unit(s).
B. Reinforced Masonry: Masonry containing reinforcing steel in grouted cells.
1.4 PERFORMANCE REQUIREMENTS.
A. Provide structural unit masonry that develops indicated net-area compressive strengths at 28 days.
1. Determine net-area compressive strength of masonry from average net-area compressive strengths of masonry units and mortar types (unit-strength method) according to Tables 1 and 2 in ACI 530.1/ASCE 6/TMS 602.
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2. Determine net-area compressive strength of masonry by testing masonry prisms according to ASTM C 1314.
1.5 PRECONSTRUCTION TESTING
A. Preconstruction Testing Service: Owner will engage a qualified independent testing agency to perform preconstruction testing indicated below. Retesting of materials that fail to comply with specified requirements shall be done at Contractor's expense.
1. Concrete Masonry Unit Test: For each type of unit required, according to ASTM C 140 for compressive strength.
2. Mortar Test (Property Specification): For each mix required, according to ASTM C 109/C 109M for compressive strength, ASTM C 1506 for water retention, and ASTM C 91 for air content.
3. Mortar Test (Property Specification): For each mix required, according to ASTM C 780 for compressive strength.
4. Grout Test (Compressive Strength): For each mix required, according to ASTM C 1019.
5. Prism Test: For each type of construction required, according to ASTM C 1314.
1.6 ACTION SUBMITTALS
A. Product Data: For each type of product indicated.
B. LEED Submittals:
1. Product Certificates for Credit MR 5: For products and materials required to comply with requirements for regional materials indicating location and distance from Project of material manufacturer and point of extraction, harvest, or recovery for each raw material. Include statement indicating cost for each regional material and the fraction by weight that is
considered regional.
C. Shop Drawings: For the following:
1. Masonry Units: Show sizes, profiles, coursing, and locations of special shapes.
2. Reinforcing Steel: Detail bending and placement of unit masonry reinforcing bars. Comply with ACI 315, "Details and Detailing of Concrete Reinforcement." Show elevations of reinforced walls.
3. Fabricated Flashing: Detail corner units, end-dam units, and other special applications.
D. Samples for Initial Selection:
1. Decorative CMUs, in the form of small-scale units.
2. Pre-faced CMUs.
3. Colored mortar.
4. Weep holes/vents.
E. Samples for Verification: For each type and color of the following:
1. All types of CMUs specified in the Documents.
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2. All mortars, pigmented and colored-aggregate. Make Samples using same sand and mortar ingredients to be used on Project.
3. Accessories embedded in masonry.
1.7 INFORMATIONAL SUBMITTALS
A. List of Materials Used in Constructing Mockups: List generic product names together with manufacturers, manufacturers' product names, model numbers, lot numbers, batch numbers, source of supply, and other information as required to identify materials used. Include mix proportions for mortar and grout and source of aggregates.
1. Submittal is for information only. Neither receipt of list nor approval of mockup constitutes approval of deviations from the Contract Documents unless such deviations are specifically brought to the attention of Architect and approved in writing.
B. Qualification Data: For testing agency.
C. Material Certificates: For each type and size of the following:
1. Masonry units.
a. Include data on material properties and material test reports substantiating compliance with requirements.
b. For structural masonry units, include data and calculations establishing average net-area compressive strength of units.
2. Cementitious materials. Include brand, type, and name of manufacturer.
3. Preblended, dry mortar mixes. Include description of type and proportions of ingredients.
4. Grout mixes. Include description of type and proportions of ingredients.
5. Reinforcing bars.
6. Joint reinforcement.
7. Anchors, ties, and metal accessories.
D. Mix Designs: For each type of mortar and grout. Include a description of the type and proportions of ingredients.
1. Include test reports for mortar mixes required to comply with property specification. Test according to ASTM C 109/C 109M for compressive strength, ASTM C 1506 for water retention, and ASTM C 91 for air content.
2. Include test reports, according to ASTM C 1019, for grout mixes required to comply with compressive strength requirement.
E. Statement of Compressive Strength of Masonry: For each combination of masonry unit type and mortar type, provide statement of average net-area compressive strength of masonry units, mortar type, and resulting net-area compressive strength of masonry determined according to Tables 1 and 2 in ACI 530.1/ASCE 6/TMS 602.
F. Cold-Weather and Hot-Weather Procedures: Detailed description of methods, materials, and equipment to be used to comply with requirements.
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1.8 QUALITY ASSURANCE
A. Testing Agency Qualifications: Qualified according to ASTM C 1093 for testing indicated.
B. Source Limitations for Masonry Units: Obtain exposed masonry units of a uniform texture and color, or a uniform blend within the ranges accepted for these characteristics, from single source from single manufacturer for each product required.
C. Source Limitations for Mortar Materials: Obtain mortar ingredients of a uniform quality, including color for exposed masonry, from single manufacturer for each cementitious component and from single source or producer for each aggregate.
D. Masonry Standard: Comply with ACI 530.1/ASCE 6/TMS 602 unless modified by requirements in the Contract Documents.
E. Sample Panels: Build sample panels to verify selections made under sample submittals and to demonstrate aesthetic effects. Comply with requirements in "Quality Requirements" for mockups.
1. Build sample panels for each type of exposed unit masonry construction in sizes approximately 48 inches long by 48 inches high by full thickness.
2. Where masonry is to match existing, erect panels adjacent and parallel to existing surface.
3. Protect approved sample panels from the elements with weather-resistant membrane.
4. Approval of sample panels is for color, texture, and blending of masonry units; relationship of mortar and sealant colors to masonry unit colors; tooling of joints; aesthetic qualities of workmanship; and
other material and construction qualities specifically approved by Architect in writing.
a. Approval of sample panels does not constitute approval of deviations from the Contract Documents contained in sample panels unless such deviations are specifically approved by Architect in writing.
F. Mockups: Build mockups to verify selections made under sample submittals and to demonstrate aesthetic effects and set quality standards for materials and execution.
1. Build mockup of typical wall area as shown on Drawings.
2. Build mockups for each type of exposed unit masonry construction in sizes approximately 48 inches long by 48 inches high by full thickness, including face and backup wythes and accessories.
a. Include a sealant-filled joint at least 16 inches long in each mockup of an exterior condition.
b. Include lower corner of window opening at upper corner of exterior wall mockup.
Make opening approximately 12 inches wide by 16 inches high. c. Include through-wall flashing installed for a 24-inch length in corner of exterior wall mockup approximately 16 inches down from top of mockup, with a 12-inch length of flashing left exposed to view (omit masonry above half of flashing).
3. Protect accepted mockups from the elements with weather-resistant membrane.
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4. Approval of mockups is for color, texture, and blending of masonry units; relationship of mortar and sealant colors to masonry unit colors; tooling of joints; and aesthetic qualities of workmanship.
a. Approval of mockups is also for other material and construction qualities specifically approved by Architect in writing.
b. Approval of mockups does not constitute approval of deviations from the Contract Documents contained in mockups unless such deviations are specifically approved by Architect in writing.
5. Approved mockups may become part of the completed Work if undisturbed at time of Substantial Completion.
G. Pre-installation Conference: Conduct conference at Project site to comply with requirements for "Project Management and Coordination."
1.9 DELIVERY, STORAGE, AND HANDLING
A. Store masonry units on elevated platforms in a dry location. If units are not stored in an enclosed location, cover tops and sides of stacks with waterproof sheeting, securely tied. If units become wet, do not install until they are dry.
B. Store cementitious materials on elevated platforms, under cover, and in a dry location. Do not use cementitious materials that have become damp.
C. Store aggregates where grading and other required characteristics can be maintained and contamination avoided.
D. Deliver pre-blended, dry mortar mix in moisture-resistant containers designed for use with dispensing silos.
Store pre-blended, dry mortar mix in delivery containers on elevated platforms, under cover, and in a dry location or in covered weatherproof dispensing silos.
E. Store masonry accessories, including metal items, to prevent corrosion and accumulation of dirt and oil.
1.10 PROJECT CONDITIONS
A. Protection of Masonry: During construction, cover tops of walls, projections, and sills with waterproof sheeting at end of each day's work. Cover partially completed masonry when construction is not in progress.
1. Extend cover a minimum of 24 inches down both sides of walls and hold cover securely in place.
B. Do not apply uniform floor or roof loads for at least 12 hours and concentrated loads for at least three days after building masonry walls or columns.
CONCRETE UNIT MASONRY
Contract No. 5554 042200 C. Stain Prevention: Prevent grout, mortar, and soil from staining the face of masonry to be left exposed or painted. Immediately remove grout, mortar, and soil that come in contact with such masonry.
1. Protect base of walls from rain-splashed mud and from mortar splatter by spreading coverings on ground and over wall surface.
2. Protect sills, ledges, and projections from mortar droppings.
3. Protect surfaces of window and door frames, as well as similar products with painted and integral finishes, from mortar droppings.
4. Turn scaffold boards near the wall on edge at the end of each day to prevent rain from splashing mortar and dirt onto completed masonry.
D. Cold-Weather Requirements: Do not use frozen materials or materials mixed or coated with ice or frost. Do not build on frozen substrates. Remove and replace unit masonry damaged by frost or by freezing conditions. Comply with cold-weather construction requirements contained in ACI 530.1/ASCE 6/TMS 602.
1. Cold-Weather Cleaning: Use liquid cleaning methods only when air temperature is 40 deg F and higher and will remain so until masonry has dried, but not less than 7 days after completing cleaning.
E. Hot-Weather Requirements: Comply with hot-weather construction requirements contained in ACI 530.1/ASCE 6/TMS 602.
PART 2 - PRODUCTS
2.1 MASONRY UNITS, GENERAL
A. Defecti
ve Units: Referenced masonry unit standards may allow a certain percentage of units to contain chips, cracks, or other defects exceeding limits stated in the standard. Do not use units where such defects will be exposed in the completed Work.
B. Fire-Resistance Ratings: Where indicated, provide units that comply with requirements for fire- resistance ratings indicated as determined by testing according to ASTM E 119, by equivalent masonry thickness, or by other means, as acceptable to authorities having jurisdiction.
2.2 CONCRETE MASONRY UNITS
A. Regional Materials: CMUs shall be manufactured within 500 miles of Project site from aggregates and cement that have been extracted, harvested, or recovered, as well as manufactured, within 500 miles of Project site.
B. Shapes: Provide shapes indicated and as follows, with exposed surfaces matching exposed faces of adjacent units unless otherwise indicated.
1. Provide special shapes for lintels, corners, jambs, sashes, movement joints, headers, bonding, and other special conditions.
2. Provide bullnose units for outside corners unless otherwise indicated.
CONCRETE UNIT MASONRY
Contract No. 5554 042200 C. Integral Water Repellent: Provide units made with integral water repellent for exposed units and where indicated.
1. Integral Water Repellent: Liquid polymeric, integral water-repellent admixture that does not reduce flexural bond strength. Units made with integral water repellent, when tested according to ASTM E 514 as a wall assembly made with mortar containing integral water-repellent manufacturer's mortar additive, with test period extended to 24 hours, shall show no visible water or leaks on the back of test specimen.
D. CMUs: ASTM C 90.
1. Unit Compressive Strength: Provide units with minimum average net-area compressive strength of 1,500 psi.
2. Density Classification: Medium weight unless otherwise indicated.
3. Size (Width): Manufactured to dimensions 3/8 inch less than nominal dimensions.
4. Exposed Faces: Provide color and texture matching the range represented by Architect's sample..
5. Faces to Receive Plaster: Where units are indicated to receive a direct application of plaster, provide textured-face units made with gap-graded aggregates.
2.3 LINTELS
A. General: Provide one of the following:
B. Concrete Lintels: ASTM C 1623, matching CMUs in color, texture, and density classification; and with reinforcing bars indicated. Provide lintels with net-area compressive strength not less than CMUs.
C. Concrete Lintels: Precast or formed-in-place concrete lintels complying with requirements in Section 033000 "Cast-in-Place Concrete,"
and with reinforcing bars indicated.
D. Masonry Lintels: Prefabricated or built-in-place masonry lintels made from bond beam CMUs with reinforcing bars placed as indicated and filled with coarse grout. Cure precast lintels before handling and installing. Temporarily support built-in-place lintels until cured.
2.4 MORTAR AND GROUT MATERIALS
A. Regional Materials: Aggregate for mortar and grout, cement, and lime shall be extracted, harvested, or recovered, as well as manufactured, within 500 miles of Project site.
B. Portland Cement: ASTM C 150, Type I or II, except Type III may be used for cold-weather construction. Provide natural color or white cement as required to produce mortar color indicated.
C. Hydrated Lime: ASTM C 207, Type S.
D. Portland Cement-Lime Mix: Packaged blend of Portland cement and hydrated lime containing no other ingredients.
CONCRETE UNIT MASONRY
Contract No. 5554 042200 E. Masonry Cement: ASTM C 91.
F. Mortar Cement: ASTM C 1329.
G. Mortar Pigments: Natural and synthetic iron oxides and chromium oxides, compounded for use in mortar mixes and complying with ASTM C 979. Use only pigments with a record of satisfactory performance in masonry mortar.
H. Colored Cement Product: Packaged blend made from Portland cement and hydrated lime, masonry cement, or mortar cement and mortar pigments, all complying with specified requirements, and containing no other ingredients.
1. Formulate blend as required to produce color indicated or, if not indicated, as selected from manufacturer's standard colors.
2. Pigments shall not exceed 10 percent of Portland cement by weight.
3. Pigments shall not exceed 5 percent of masonry cement or mortar cement by weight.
I. Aggregate for Mortar: ASTM C 144.
1. For mortar that is exposed to view, use washed aggregate consisting of natural sand or crushed stone.
2. For joints less than 1/4 inch thick, use aggregate graded with 100 percent passing the No. 16 sieve.
3. White-Mortar Aggregates: Natural white sand or crushed white stone.
4. Colored-Mortar Aggregates: Natural sand or crushed stone of color necessary to produce required mortar color.
J. Aggregate for Grout: ASTM C 404.
K. Cold-Weather Admixture: Nonchloride, noncorrosive, accelerating admixture complying with ASTM C 494/C 494M, Type C, and
recommended by manufacturer for use in masonry mortar of composition indicated.
L. Water-Repellent Admixture: Liquid water-repellent mortar admixture intended for use with CMUs, containing integral water repellent by same manufacturer.
M. Water: Potable.
2.5 REINFORCEMENT
A. Uncoated Steel Reinforcing Bars: ASTM A 615/A 615M or ASTM A 996/A 996M, Grade 60.
B. Masonry Joint Reinforcement, General: ASTM A 951/A 951M.
1. Interior Walls: Mill- or Hot-dip galvanized, carbon steel.
2. Exterior Walls: Hot-dip galvanized, carbon steel.
3. Wire Size for Side Rods: 0.187-inch diameter.
4. Wire Size for Cross Rods: 0.187-inch diameter.
5. Wire Size for Veneer Ties: 0.187-inch diameter.
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Contract No. 5554 042200
6. Spacing of Cross Rods, Tabs, and Cross Ties: Not more than 16 inches o.c.
7. Provide in lengths of not less than 10 feet, with prefabricated corner and tee units.
C. Masonry Joint Reinforcement for Single-Wythe Masonry: Either ladder or truss type with single pair of side rods.
2.6 TIES AND ANCHORS
A. Materials: Provide ties and anchors specified in this article that are made from materials that comply with the following unless otherwise indicated.
1. Mill-Galvanized, Carbon-Steel Wire: ASTM A 82/A 82M; with ASTM A 641/A 641M, Class 1 coating.
2. Hot-Dip Galvanized, Carbon-Steel Wire: ASTM A 82/A 82M; with ASTM A 153/A 153M, Class B-2 coating.
3. Stainless-Steel Wire: ASTM A 580/A 580M, Type 304 or Type 316.
4. Galvanized Steel Sheet: ASTM A 653/A 653M, Commercial Steel, G60 (Z180) zinc coating.
5. Steel Sheet, Galvanized after Fabrication: ASTM A 1008/A 1008M, Commercial Steel, with ASTM A 153/A 153M, Class B coating.
6. Stainless-Steel Sheet: ASTM A 666, Type 304 or Type 316..
7. Steel Plates, Shapes, and Bars: ASTM A 36/A 36M.
8. Stainless-Steel Bars: ASTM A 276 or ASTM A 666, Type 304.
B. Adjustable Anchors for Connecting to Structural Steel Framing: Provide anchors that allow vertical or horizontal adjustment but resist tension and compression forces perpendicular to plane of wall.
1. Anchor
Section for Welding to Steel Frame: Crimped 1/4-inch-diameter, hot-dip galvanized steel wire. Mill-galvanized wire may be used at interior walls unless otherwise indicated.
2. Tie Section: Triangular-shaped wire tie, sized to extend within 1 inch of masonry face, made from 0.187-inch-diameter min., hot-dip galvanized steel wire. Mill-galvanized wire may be used at interior walls, unless otherwise indicated.
C. Adjustable Anchors for Connecting to Concrete: Provide anchors that allow vertical or horizontal adjustment but resist tension and compression forces perpendicular to plane of wall.
1. Connector Section: Dovetail tabs for inserting into dovetail slots in concrete and attached to tie section; formed from 0.105-inch-thick, steel sheet, galvanized after fabrication.
2. Tie Section: Triangular-shaped wire tie, sized to extend within 1 inch of masonry face, made from 0.187-inch-diameter, hot-dip galvanized steel wire. Mill-galvanized wire may be used at interior walls unless otherwise indicated.
3. Corrugated Metal Ties: Metal strips not less than 7/8 inch wide with corrugations having a wavelength of 0.3 to 0.5 inch and an amplitude of 0.06 to 0.10 inch made from 0.105-inch- thick, steel sheet, galvanized after fabrication with dovetail tabs for inserting into dovetail slots in concrete and sized to extend to within 1 inch of masonry face.
CONCRETE UNIT MASONRY
Contract No. 5554 042200 D. Partition Top anchors: 0.105-inch-thick metal plate with 3/8-inch-diameter metal rod 6 inches long welded to plate and with closed-end plastic tube fitted over rod that allows rod to move in and out of tube. Fabricate from steel, hot-dip galvanized after fabrication.
E. Rigid Anchors: Fabricate from steel bars 1-1/2 inches wide by 1/4 inch thick by 24 inches long, with ends turned up 2 inches or with cross pins unless otherwise indicated, bent to configuration if indicated.
1. Corrosion Protection: Hot-dip galvanized to comply with ASTM A 153/A 153M.
2.7 MISCELLANEOUS ANCHORS
A. Unit Type Inserts in Concrete: Cast-iron or malleable-iron wedge-type inserts.
B. Dovetail Slots in Concrete: Furnish dovetail slots with filler strips, of slot size indicated, fabricated from 0.034-inch, galvanized steel sheet.
C. Anchor Bolts: Headed steel bolts complying with ASTM A 307, Grade A (ASTM F 568M, Property Class 4.6); with ASTM A 563 (ASTM A 563M) hex nuts and, where indicated, flat washers; hot-dip galvanized to comply with ASTM A 153/A 153M, Class C; of dimensions indicated.
D. Post-installed Anchors: Expansion anchors or chemical anchors.
1. Load Capacity: Capable of sustaining, 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 E 488, conducted by a qualified independent testing agency.
2. Material for Interior Locations: Carbon-steel components zinc plated to comply with ASTM B 633 or ASTM F 1941 (ASTM F 1941M), Class Fe/Zn 5 unless otherwise indicated.
3. Material for Exterior Locations and Where Stainless Steel Is Indicated: Alloy Group 1 or Group 2 stainless-steel bolts, ASTM F 593 (ASTM F 738M), and nuts, ASTM F 594 (ASTM F 836M).
2.8 EMBEDDED FLASHING MATERIALS
A. Metal Flashing: Provide metal flashing complying with SMACNA's "Architectural Sheet Metal Manual" and as follows:
1. Stainless Steel: ASTM A 240/A 240M, Type 304, 0.016 inch thick.
2. Copper: ASTM B 370, Temper H00, cold-rolled copper sheet, 16-oz./sq. ft. weight or 0.0216 inch thick or ASTM B 370, Temper H01, high-yield copper sheet, 12-oz./sq. ft. weight or
0.0162 inch thick.
3. Fabricate continuous flashings in sections 96 inches long minimum, but not exceeding 12 feet.
Provide splice plates at joints of formed, smooth metal flashing.
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Contract No. 5554 042200
4. Fabricate through-wall metal flashing embedded in masonry from stainless steel or copper, with ribs at 3-inch (76-mm) intervals along length of flashing to provide an integral mortar bond.
5. Fabricate through-wall flashing with snaplock receiver on exterior face where indicated to receive counterflashing.
6. Fabricate through-wall flashing with drip edge unless otherwise indicated. Fabricate by extending flashing 1/2 inch out from wall, with outer edge bent down 30 degrees and hemmed.
7. Fabricate through-wall flashing with sealant stop unless otherwise indicated. Fabricate by bending metal back on itself 3/4 inch at exterior face of wall and down into joint 1/4 inch to form a stop for retaining sealant backer rod.
8. Fabricate metal drip edges and sealant stops] for ribbed metal flashing from plain metal flashing of same metal as ribbed flashing and extending at least 3 inches into wall with hemmed inner edge to receive ribbed flashing and form a hooked seam. Form hem on upper surface of metal so that completed seam will shed water.
9. Metal Drip Edge: Fabricate from stainless steel. Extend at least 3 inches into wall and 1/2 inch out from wall, with outer edge bent down 30 degrees and hemmed.
10. Metal Sealant Stop: Fabricate from stainless steel. Extend at least 3 inches into wall and out to exterior
face of wall. At exterior face of wall, bend metal back on itself for 3/4 inch and down into joint 1/4 inch to form a stop for retaining sealant backer rod.
11. Metal Expansion-Joint Strips: Fabricate from stainless steel or copper to shapes indicated.
B. Flexible Flashing: Use one of the following unless otherwise indicated:
1. Copper-Laminated Flashing: 7-oz./sq. ft. copper sheet bonded between 2 layers of glass-fiber cloth. Use only where flashing is fully concealed in masonry.
2. Asphalt-Coated Copper Flashing: 7-oz./sq. ft. copper sheet coated with flexible asphalt. Use only where flashing is fully concealed in masonry.
3. Rubberized-Asphalt Flashing: Composite flashing product consisting of a pliable, adhesive rubberized-asphalt compound, bonded to a high-density, cross-laminated polyethylene film to produce an overall thickness of not less than 0.040 inch. a. Accessories: Provide preformed corners, end dams, other special shapes, and seaming materials produced by flashing manufacturer.
4. Elastomeric Thermoplastic Flashing: Composite flashing product consisting of a polyester- reinforced ethylene interpolymer alloy.
5. EPDM Flashing: Sheet flashing product made from ethylene-propylene-diene terpolymer, complying with ASTM D 4637, 0.040 inch thick.
C. Application: Unless otherwise indicated, use the following:
1. Where flashing is indicated to receive counterflashing, use metal flashing.
2. Where flashing is indicated to be turned down at or beyond the wall face, use meta l flashing.
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Contract No. 5554 042200
3. Where flashing is partly exposed and is indicated to terminate at the wall face, use metal flashing with a drip edge and with a sealant stop.
4. Where flashing is fully concealed, use metal flashing or flexible flashing.
D. Single-Wythe CMU Flashing System: System of CMU cell flashing pans and interlocking CMU web covers made from high-density polyethylene incorporating chemical stabilizers that prevent UV degradation. Cell flashing pans have integral weep spouts that are designed to be built into mortar bed joints and weep collected moisture to the exterior of CMU walls and that extend into the cell to prevent clogging with mortar.
E. Solder and Sealants for Sheet Metal Flashings:
1. Solder for Stainless Steel: ASTM B 32, Grade Sn60, with acid flux of type recommended by stainless-steel sheet manufacturer.
2. Solder for Copper: ASTM B 32, Grade Sn50, 50 percent tin and 50 percent lead.
3. Elastomeric Sealant: ASTM C 920, chemically curing urethane, polysulfide, or silicone sealant; of type, grade, class, and use classifications required to seal joints in sheet metal flashing and trim and remain watertight.
F. Adhesives, Primers, and Seam Tapes for Flashings: Flashing manufacturer's standard products or products recommended by flashing manufacturer for bonding flashing sheets to each other and to substrates.
2.9 MISCELLANEOUS MASO
NRY ACCESSORIES
A. Compressible Filler: Premolded filler strips complying with ASTM D 1056, Grade 2A1; compressible up to 35 percent; of width and thickness indicated; formulated from neoprene, urethane or PVC.
B. Preformed Control-Joint Gaskets: Made from styrene-butadiene-rubber compound, complying with ASTM D 2000, Designation M2AA-805, or PVC, complying with ASTM D 2287, Type PVC-65406 and designed to fit standard sash block and to maintain lateral stability in masonry wall; size and configuration as indicated.
C. Bond-Breaker Strips: Asphalt-saturated, organic roofing felt complying with ASTM D 226, Type I (No. 15 asphalt felt).
D. Reinforcing Bar Positioners: Wire units designed to fit into mortar bed joints spanning masonry unit cells and hold reinforcing bars in center of cells. Units are formed from 0.148-inch steel wire, hot-dip galvanized after fabrication. Provide units designed for number of bars indicated.
2.10 MASONRY-CELL INSULATION
A. Loose-Granular Fill Insulation: Perlite complying with ASTM C 549, Type II (surface treated for water repellency and limited moisture absorption) or Type IV (surface treated for water repellency and to limit dust generation).
B. Molded-Polystyrene Insulation Units: Rigid, cellular thermal insulation formed by the expansion of polystyrene-resin beads or granules in a closed mold to comply with
CONCRETE UNIT MASONRY
Contract No. 5554 042200 ASTM C 578, Type I. Provide specially shaped units designed for installing in cores of masonry units.
2.11 MORTAR AND GROUT MIXES
A. General: Do not use admixtures, including pigments, air-entraining agents, accelerators, retarders, water-repellent agents, antifreeze compounds, or other admixtures unless otherwise indicated.
1. Do not use calcium chloride in mortar or grout.
2. Use Portland cement-lime, masonry cement, or mortar cement mortar unless otherwise indicated.
3. Add cold-weather admixture (if used) at same rate for all mortar that will be exposed to view, regardless of weather conditions, to ensure that mortar color is consistent.
B. Preblended, Dry Mortar Mix: Furnish dry mortar ingredients in form of a preblended mix. Measure quantities by weight to ensure accurate proportions, and thoroughly blend ingredients before delivering to Project site.
C. Mortar for Unit Masonry: Comply with ASTM C 270. Provide the following types of mortar for applications stated unless another type is indicated or needed to provide required compressive strength of masonry.
1. For masonry below grade or in contact with earth, use Type S.
2. For reinforced masonry, use Type S.
3. For mortar parge coats, use Type S.
4. For exterior, above-grade, load-bearing and non-load-bearing walls and parapet walls; for interior load-bearing walls; for interior non-load-bearing partitions; and for other applications where another type is not indica
ted, use Type N.
D. Pigmented Mortar: Use colored cement product or select and proportion pigments with other ingredients to produce color required. Do not add pigments to colored cement products.
1. Pigments shall not exceed 10 percent of portland cement by weight.
2. Pigments shall not exceed 5 percent of masonry cement or mortar cement] by weight.
3. Mix to match Architect's sample.
4. Application: Use pigmented mortar for exposed mortar joints with the following units:
a. Decorative CMUs.
b. Pre-faced CMUs.
c. Concrete facing brick.
d. Cast stone trim units.
E. Colored-Aggregate Mortar: Produce required mortar color by using colored aggregates and natural color or white cement as necessary to produce required mortar color.
1. Mix to match Architect's sample.
2. Application: Use colored aggregate mortar for exposed mortar joints with the following units:
CONCRETE UNIT MASONRY
Contract No. 5554 042200 a. Decorative CMUs.
b. Pre-faced CMUs.
c. Concrete facing brick.
d. Cast stone trim units.
F. Grout for Unit Masonry: Comply with ASTM C 476.
1. Use grout of type indicated or, if not otherwise indicated, of type (fine or coarse) that will comply with Table 1.15.1 in ACI 530.1/ASCE 6/TMS 602 for dimensions of grout spaces and pour height.
2. Proportion grout in accordance with ASTM C 476, Table 1 or paragraph 4.2.2 for specified 28- day compressive strength indicated, but not less than 2000 psi.
3. Provide grout with a slump of 8 to 11 inches as measured according to ASTM C 143/C 143M.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Examine conditions, with Installer present, for compliance with requirements for installation tolerances and other conditions affecting performance of the Work.
1. For the record, prepare written report, endorsed by Installer, listing conditions detrimental to performance of work.
2. Verify that foundations are within tolerances specified.
3. Verify that reinforcing dowels are properly placed.
B. Before installation, examine rough-in and built-in construction for piping systems to verify actual locations of piping connections.
C. Proceed with installation only after unsatisfactory conditions have been corrected.
3.2 INSTALLATION, GENERAL
A. Build chases and recesses to accommodate items specified in this and other Sections.
B. Leave openings for equipment to be installed before completing masonry.
After installing equipment,
complete masonry to match the construction immediately adjacent to opening.
C. Use full-size units without cutting if possible. If cutting is required to provide a continuous pattern or to fit adjoining construction, cut units with motor-driven saws; provide clean, sharp, unchipped edges.
Allow units to dry before laying unless wetting of units is specified. Install cut units with cut surfaces and, where possible, cut edges concealed.
3.3 TOLERANCES
A. Dimensions and Locations of Elements:
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Contract No. 5554 042200
1. For dimensions in cross section or elevation do not vary by more than plus 1/2 inch or minus 1/4 inch.
2. For location of elements in plan do not vary from that indicated by more than plus or minus 1/2 inch.
3. For location of elements in elevation do not vary from that indicated by more than plus or minus 1/4 inch in a story height or 1/2 inch total.
B. Lines and Levels:
1. For bed joints and top surfaces of bearing walls do not vary from level by more than 1/4 inch in 10 feet, or 1/2 inch maximum.
2. For conspicuous horizontal lines, such as lintels, sills, parapets, and reveals, do not vary from level by more than 1/8 inch in 10 feet, 1/4 inch in 20 feet, or 1/2 inch maximum.
3. For vertical lines and surfaces do not vary from plumb by more than 1/4 inch in 10, 3/8 inch in 20 feet, or 1/2 inch maximum.
4. For conspicuous vertical lines, such as external corners, door jambs, reveals, and expansion and control joints, do not vary from plumb by more than 1/8 inch in 10 feet, 1/4 inch in 20 feet, or 1/2 inch maximum.
5. For lines and surfaces do not vary from straight by more than 1/4 inch in 10 feet, 3/8 inch in 20 feet, or 1/2 inch maxim
um.
6. For vertical alignment of exposed head joints, do not vary from plumb by more than 1/4 inch in 10 feet, or 1/2 inch maximum.
C. Joints:
1. For bed joints, do not vary from thickness indicated by more than plus or minus 1/8 inch, with a maximum thickness limited to 1/2 inch.
2. For exposed bed joints, do not vary from bed-joint thickness of adjacent courses by more than 1/8 inch.
3. For head and collar joints, do not vary from thickness indicated by more than plus 3/8 inch or minus 1/4 inch.
4. For exposed head joints, do not vary from thickness indicated by more than plus or minus 1/8 inch.
3.4 LAYING MASONRY WALLS
A. Lay out walls in advance for accurate spacing of surface bond patterns with uniform joint thicknesses and for accurate location of openings, movement-type joints, returns, and offsets. Avoid using less- than-half-size units, particularly at corners, jambs, and, where possible, at other locations.
B. Bond Pattern for Exposed Masonry: Unless otherwise indicated, lay exposed masonry in running bond; do not use units with less than nominal 4-inch horizontal face dimensions at corners or jambs.
C. Lay concea
led masonry with all units in a wythe in running bond or bonded by lapping not less than 4-inches. Bond and interlock each course of each wythe at corners. Do not use units with less than nominal 4-inch horizontal face dimensions at corners or jambs.
CONCRETE UNIT MASONRY
Contract No. 5554 042200 D. Stopping and Resuming Work: Stop work by racking back units in each course from those in course below; do not tooth. When resuming work, clean masonry surfaces that are to receive mortar before laying fresh masonry.
E. Built-in Work: As construction progresses, build in items specified in this and other Sections. Fill in solidly with masonry around built-in items.
F. Fill space between steel frames and masonry solidly with mortar unless otherwise indicated.
G. Where built-in items are to be embedded in cores of hollow masonry units, place a layer of metal lath, wire mesh, or plastic mesh in the joint below and rod mortar or grout into core.
H. Fill cores in hollow CMUs with grout 24 inches under bearing plates, beams, lintels, posts, and similar items unless otherwise indicated.
I. Build non-load-bearing interior partitions full height of story to underside of solid floor or roof structure above unless otherwise indicated.
1. Install compressible filler in joint between top of partition and underside of structure above.
2. Fasten partition top anchors to structure above and build into top of partition. Grout cells of CMUs solidly around plastic tubes of anchors and push tubes down into grout to provide 1/2- inch clearance between end of anchor rod and end of tube. Space anchors 48 inches maximum o.c. unless otherwise indicated.
3. Wedge non-load-bearing partitions against structure above with small pieces of tile, slate, or metal. Fill joint with mortar after dead-load deflection of structure above approaches final position.
3.5 MORTAR BEDDING AND JOINTING
A. Lay hollow CMUs as follows:
1. With face shells fully bedded in mortar and with head joints of depth equal to bed joints.
2. With webs fully bedded in mortar in all courses of piers, columns, and pilasters.
3. With webs fully bedded in mortar in grouted masonry, including starting course on footings.
4. With entire units, including areas under cells, fully bedded in mortar at starting course on footings where cells are not grouted.
B. Lay solid masonry units with completely filled bed and head joints; butter ends with sufficient mortar to fill head joints and shove into place. Do not deeply furrow bed joints or slush head joints.
C. Set cast-stone trim units in full bed of mortar with full vertical joints. Fill dowel, anchor, and similar holes.
1. Clean soiled surfaces with fiber brush and soap powder and rinse thoroughly with clear water.
2. Allow cleaned surfaces to dry before setting.
3. Wet joint surfaces thoroughly before applying mortar.
CONCRETE UNIT MASONRY
Contract No. 5554 042200 D. Tool exposed joints slightly concave when thumbprint hard, using a jointer larger than joint thickness unless otherwise indicated.
E. Cut joints flush for masonry walls to receive plaster or other direct-applied finishes (other than paint) unless otherwise indicated.
3.6 MASONRY-CELL INSULATION
A. Pour granular insulation into cavities to fill void spaces. Maintain inspection ports to show presence of insulation at extremities of each pour area. Close the ports after filling has been confirmed. Limit the fall of insulation to one story high, but not more than 20 feet (6 m).
B. Install molded-polystyrene insulation units into masonry unit cells before laying units.
3.7 MASONRY JOINT REINFORCEMENT
A. General: Install entire length of longitudinal side rods in mortar with a minimum cover of 5/8 inch on exterior side of walls, 1/2 inch elsewhere. Lap reinforcement a minimum of 6 inches.
1. Space reinforcement not more than 16 inches o.c.
2. Space reinforcement not more than 8 inches o.c. in foundation walls and parapet walls.
3. Provide reinforcement not more than 8 inches above and below wall openings and extending 12 inches beyond openings, in addition to continuous reinforcement.
B. Interrupt joint reinforcement at control and expansion joints unless otherwise indicated.
C. Provide continuity at wall intersections by using prefabricated T-shaped units.
D. Provide continuity at corners by using prefabric
ated L-shaped units.
E. Cut and bend reinforcing units as directed by manufacturer for continuity at corners, returns, offsets, column fireproofing, pipe enclosures, and other special conditions.
3.8 ANCHORING MASONRY TO STRUCTURAL STEEL AND CONCRETE
A. Anchor masonry to structural steel and concrete where masonry abuts or faces structural steel or concrete to comply with the following:
1. Provide an open space not less than 1/2 inch wide between masonry and structural steel or concrete unless otherwise indicated. Keep open space free of mortar and other rigid materials.
2. Anchor masonry with anchors embedded in masonry joints and attached to structure.
3. Space anchors as indicated, but not more than 24 inches o.c. vertically and 36 inches o.c. horizontally.
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Contract No. 5554 042200
3.9 CONTROL AND EXPANSION JOINTS
A. General: Install control and expansion joint materials in unit masonry as masonry progresses. Do not allow materials to span control and expansion joints without provision to allow for in-plane wall or partition movement.
B. Form control joints in concrete masonry using one of the following methods:
1. Fit bond-breaker strips into hollow contour in ends of CMUs on one side of control joint. Fill resultant core with grout and rake out joints in exposed faces for application of sealant.
2. Install preformed control-joint gaskets designed to fit standard sash block.
3. Install interlocking units designed for control joints. Install bond-breaker strips at joint. Keep head joints free and clear of mortar or rake out joint for application of sealant.
4. Install temporary foam-plastic filler in head joints and remove filler when unit masonry is complete for application of sealant.
3.10 LINTELS
A. Provide concrete or masonry lintels where shown and where openings of more than 12 inches for brick-size units and 24 inches for block-size units are shown without structural steel or other supporting lintels.
B. Provide minimum bearing of 8 inches at each jamb unless otherwise indicated.
3.11 FLASHING
A. General: Install embedded flashing in masonry at lintels, ledges, other obstructions to downward flow of water in wall, and where indicated.
B.
Install flashing as follows unless otherwise indicated:
1. Prepare masonry surfaces so they are smooth and free from projections that could puncture flashing. Where flashing is within mortar joint, place through-wall flashing on sloping bed of mortar and cover with mortar. Before covering with mortar, seal penetrations in flashing with adhesive, sealant, or tape as recommended by flashing manufacturer.
2. At lintels, extend flashing a minimum of 6 inches into masonry at each end. At heads and sills, extend flashing 6 inches at ends and turn up not less than 2 inches to form end dams.
3. Interlock end joints of ribbed sheet metal flashing by overlapping ribs not less than 1-1/2 inches or as recommended by flashing manufacturer, and seal lap with elastomeric sealant.
4. Install metal drip edges and sealant stops with ribbed sheet metal flashing by interlocking hemmed edges to form hooked seam. Seal seam with elastomeric sealant.
5. Install metal drip edges beneath flexible flashing at exterior face of wall. Stop flexible flashing 1/2 inch back from outside face of wall and adhere flexible flashing to top of metal drip edge.
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Contract No. 5554 042200
6. Install metal flashing termination beneath flexible flashing at exterior face of wall. Stop flexible flashing 1/2 inch back from outside face of wall and adhere flexible flashing to top of metal flashing termination.
7. Cut flexible flashing off flush with face of wall after masonry wall construction is completed.
C. Install single-wythe CMU flashing system in bed joints of CMU walls where indicated to comply with manufacturer's written instructions. Install CMU cell pans with upturned edges located below face shells and webs of CMUs above and with weep spouts aligned with face of wall. Install CMU web covers so that they cover upturned edges of CMU cell pans at CMU webs and extend from face shell to face shell.
D. Install reglets and nailers for flashing and other related construction where they are shown to be built into masonry.
3.12 REINFORCED UNIT MASONRY INSTALLATION
A. Temporary Formwork and Shores: Construct formwork and shores as needed to support reinforced masonry elements during construction.
1. Construct formwork to provide shape, line, and dimensions of completed masonry as indicated.
Make forms sufficiently tight to prevent leakage of mortar and grout. Brace, tie, and support forms to maintain position and shape during construction and curing of reinforced masonry.
2. Do not
remove forms and shores until reinforced masonry members have hardened sufficiently to carry their own weight and other loads that may be placed on them during construction.
B. Placing Reinforcement: Comply with requirements in ACI 530.1/ASCE 6/TMS 602.
C. Grouting: Do not place grout until entire height of masonry to be grouted has attained enough strength to resist grout pressure.
1. Comply with requirements in ACI 530.1/ASCE 6/TMS 602 for cleanouts and for grout placement, including minimum grout space and maximum pour height.
2. Limit height of vertical grout pours to not more than 60 inches.
3.13 FIELD QUALITY CONTROL
A. Testing and Inspecting: Owner will engage special inspectors to perform tests and inspections and prepare reports. Allow inspectors access to scaffolding and work areas, as needed to perform tests and inspections. Retesting of materials that fail to meet specified requirements shall be done at Contractor's expense.
B. Inspections: Level 2 special inspections according to the "California Building Code."
1. Begin masonry construction only after inspectors have verified proportions of site-prepared mortar.
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2. Place grout only after inspectors have verified compliance of grout spaces and of grades, sizes, and locations of reinforcement.
3. Place grout only after inspectors have verified proportions of site-prepared grout.
C. Testing Prior to Construction: One set of tests.
D. Testing Frequency: One set of tests for each 5000 sq. ft. of wall area or portion thereof..
E. Concrete Masonry Unit Test: For each type of unit provided, according to ASTM C 140 for compressive strength..
F. Mortar Aggregate Ratio Test (Proportion Specification): For each mix provided, according to ASTM C 780.
G. Mortar Test (Property Specification): For each mix provided, according to ASTM C 780. Test mortar for mortar air content and compressive strength.
H. Grout Test (Compressive Strength): For each mix provided, according to ASTM C 1019.
I. Prism Test: For each type of construction provided, according to ASTM C 1314 at 7 days and at 28 days.
3.14 PARGING
A. Parge exterior faces of below-grade masonry walls, where indicated, in 2 uniform coats to a total thickness of 3/4 inch. Dampen wall before applying first coat and scarify first coat to ensure full bond to subsequent coat.
B. Use a steel-trowel finish to produce a smooth, flat, dense surface with a maximum surface variation of 1/8 inch per foot. Form a wash at top of parging and a cove at bottom.
C.
Damp-cure parging for at least 24 hours and protect parging until cured.
3.15 REPAIRING, POINTING, AND CLEANING
A. Remove and replace masonry units that are loose, chipped, broken, stained, or otherwise damaged or that do not match adjoining units. Install new units to match adjoining units; install in fresh mortar, pointed to eliminate evidence of replacement.
B. Pointing: During the tooling of joints, enlarge voids and holes, except weep holes, and completely fill with mortar. Point up joints, including corners, openings, and adjacent construction, to provide a neat, uniform appearance. Prepare joints for sealant application, where indicated.
C. In-Progress Cleaning: Clean unit masonry as work progresses by dry brushing to remove mortar fins and smears before tooling joints.
D. Final Cleaning: After mortar is thoroughly set and cured, clean exposed masonry as follows:
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1. Remove large mortar particles by hand with wooden paddles and nonmetallic scrape hoes or chisels.
2. Test cleaning methods on sample wall panel; leave one-half of panel uncleaned for comparison purposes. Obtain Architect's approval of sample cleaning before proceeding with cleaning of masonry.
3. Protect adjacent stone and non-masonry surfaces from contact with cleaner by covering them with liquid strippable masking agent or polyethylene film and waterproof masking tape.
4. Wet wall surfaces with water before applying cleaners; remove cleaners promptly by rinsing surfaces thoroughly with clear water.
5. Clean concrete masonry by cleaning method indicated in NCMA TEK 8-2A applicable to type of stain on exposed surfaces.
3.16 MASONRY WASTE DISPOSAL
A. Salvageable Materials: Unless otherwise indicated, excess masonry materials are Contractor's property. At completion of unit masonry work, remove from Project site.
B. Waste Disposal as Fill Material: Dispose of clean masonry waste, including excess or soil- contaminated sand, waste mortar, and broken masonry units, by crushing and mixing with fill material as fill is placed.
1. Crush masonry waste to less than 4 inches in each dimension.
2. Mix masonry waste with at least two parts of specified fill material for each part of masonry waste. Fill material is specified in Section 312000 "Earth Moving."
3. Do not dispose of masonry waste as fill within 18 inches of finished grade.
C. Excess
Masonry Waste: Remove excess clean masonry waste that cannot be used as fill, as described above, and other masonry waste, and legally dispose of off Owner's property.
END OF SECTION 042200
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SECTION 051200 STRUCTURAL STEEL
PART 1 - GENERAL
1.1 SUMMARY
A. Provisions of Division 01 apply to this section
B. Section Includes:
1. Structural steel.
1.2 REFERENCES
The following referenced documents apply to the Work of this section, except where they may be found to be in conflict with the Contract Documents, in which case the Contract Documents shall govern.
A. AISC – Manual of Steel Construction, 14th edition.
B. AISC, Steel Tube Institute, AISI – Hollow Structural Sections Connections Manual.
C. AISC 303-16 – Code of Standard Practice for Structural Steel Buildings and Bridges D. AISC 341-16– Seismic Provisions for Structural Steel Buildings E. AISC 360-16 – Specifications for Structural Steel Buildings F. Research Council on Structural Connections (RCSC) - Specification for Structural Joints Using ASTM A325 or A490 Bolts.
G. AISC S323 – Quality Criteria and Inspection Standards.
H. ASTM A6/A6M – Standard Specification for General Requirements for Rolled Structural Steel Bars, Plates, Shapes, and Sheet Piling
I. ASTM A36/A36M – Standard Specification for Carbon Structural Steel J. ASTM A53 – Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless
K. ASTM A108 – Standard Specification for Steel Bar, Carbon and Alloy, Cold-Finished L. ASTM A123/A123M – Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products
M. ASTM A153 – Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware N. ASTM A325
– Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength
O. ASTM A435/A435M – Standard Specification for Straight-Beam Ultrasonic Examination of Steel Plates
P. ASTM A500/A500M – Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes
Q. ASTM A563 – Standard Specification for Carbon and Alloy Steel Nuts
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R. ASTM A588/A588M – Standard Specification for High-Strength Low-Alloy Structural Steel, up to 50 ksi [345 MPa] Minimum Yield Point, with Atmospheric Corrosion Resistance S. ASTM A572/A572M – Standard Specification for High-Strength Low-Alloy Columbium- Vanadium Structural Steel
T. ASTM A653/A653M – Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process U. ASTM A673/A673M – Standard Specification for Sampling Procedure for Impact Testing of Structural Steel
V. ASTM A780/A780M – Standard Practice for Repair of Damaged and Uncoated Areas of Hot- Dip Galvanized Coatings
W. ASTM A992/A992M – Standard Specification for Structural Steel Shapes X. ASTM C1107/C1107M – Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Nonshrink)
Y. ASTM E94 – Standard Guide for Radiographic Examination Z. ASTM E112 – Standard Test Methods for Determining Average Grain Size AA. ASTM E164 – Standard Practice for Ultrasonic Contact Examination of Weldments AB. ASTM E165 – Standard Practice for Liquid Penetrant Examination for General Industry AC. ASTM E709 – Standard Guide for Magnetic Particle Testing AD. ASTM F436 – Standard Specification for Hardened Steel Washers AE. ASTM F959 – Standard Specification for Compressible Washer Type Direct Tension Indicators for Use with Structural Fasteners
AF. ASTM F1554 – Standard Specification for Anchor Bolts, Steel, 36, 55, and 105-ksi Yield Strength
AG. ASTM F1852 – Standard Specification for “Twist
Off” Type Tension Control
Bolt/Nut/Washer Assemblies, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength AH. AWS A2.4 – Standard Welding Symbols
AI. AWS D1.1/D1.1M– Structural Welding Code: 2015
AJ. AWSD1.8/D1.8M – Structural Welding Code - Seismic Supplement: 2016 AK. AWS WHB-1 – Qualification and Certification
AL. AWS A5.1 – Carbon Steel Covered Arc-Welding Electrodes
1.3 DEFINITIONS
A. Seismic-Force-Resisting System: Elements of structural-steel frame designated as "SFRS" or along grid lines designated as "SFRS" on Drawings, including columns, beams, and braces and their connections.
B. Heavy Sections: Rolled and built-up sections as follows:
1. Shapes included in ASTM A6/A6M with flanges thicker than 1-1/2 inches.
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2. Welded built-up members with plates thicker than 2 inches.
3. Column base plates thicker than 2 inches.
C. Protected Zone: Structural members or portions of structural members indicated as "Protected Zone" on Drawings. Connections of structural and nonstructural elements to protected zones are not permitted.
D. Demand Critical Welds: Those welds, the failure of which would result in significant degradation of the strength and stiffness of the Seismic-Force-Resisting System and which are indicated as "Demand Critical" on Drawings.
1.4 SYSTEM DESCRIPTION
A. Regulatory Requirements:
1. Structural steel shall conform to CBC requirements, except that steel manufactured by acid Bessemer process is not permitted for structural purposes.
1.5 SUBMITTALS
A. Shop Drawings:
1. Submit Shop Drawings, including complete details and schedules for fabrication and shop assembly of members, and details, schedules, procedures and diagrams showing the sequence of erection. Fully detail minor connections and fastenings not shown or specified in the Contract Documents to meet required conditions using similar detailing as shown in the Contract Documents. Include a fully detailed, well controlled sequence and technique plan for shop and field welding that minimizes locked in stresses and distortion; submit sequence and technique plan for review by the Architect. Shop drawings and associated document submittals shall be in electronic format (PDF).
a. Master
Top of Steel and Dimensional Control Drawings (these drawings are separate from and in addition to the requirements set forth above for Shop Drawings, and in items b-k below): Master Top of Steel and Dimensional Control Drawings (hereinafter referred to as Control Drawings) shall be prepared by the contractor for review and approval by the architect prior to beginning fabrication. These drawings shall include all structural steel at all levels for all building structures throughout the project. The contractor shall review the architectural drawings and all other discipline drawings (including but not limited to mechanical, plumbing and electrical drawings) in conjunction with the engineer’s steel drawings in order to fully understand the design shown and intended, and indicate on the Control Drawings all top of steel elevations, all dimensions to structural steel at the edge of slabs and metal decks, and all dimensions to structural steel at openings in the concrete slab or metal deck floor and roof areas and steel framed wall areas. b. Include details of cuts, connections, camber, and holes in accordance with Figure 4.5 of AWS D1.1 or AISC Section J1.8, weld position plan and other pertinent data. Indicate welds by standard AWS symbols, and show size, length and type of each weld.
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c. Provide setting drawings, templates, and directions for installation of anchor bolts and other anchorages to be installed for Work specified in other sections.
d. Erection and Bracing Plan and Erection Procedure: Submit an erection and framing plan, including columns, beams, and girders, prepared, signed and sealed by a structural engineer registered in the State of California in accordance with Title 8 CCR, Section 1710. Maintain a copy at the Project site as required by the California Division of Industrial Safety. e. 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.
f. Indicate type, size, and length of bolts, distinguishing between shop and field bolts.
g. Identify pre-tensioned high-strength bolted connections. h. Identify members and connections of the Seismic-Force-Resisting System. i. Indicate locations and dimensions of protected zones. j. Identify demand critical welds.
k. Submit a list of steel items to be galvanized.
B. Product Data (all product data described below shall be submitted in electronic (PDF) format:
1. Submit copies of fabricator’s specifications and installation instructions for the following products. Include laboratory test reports and other data required demonstrating compliance with these Specifications:
a. Structural steel, each type; includi
ng certified copies of mill reports covering
chemical and physical properties.
b. Welding electrodes.
c. Welding gas.
d. Unfinished bolts and nuts.
e. Structural steel primer paint.
f. High-strength bolts, including nuts and washers.
C. Manufacturer’s Mill Certificate:
1. Submit in electronic (PDF) format, certifying that products meet or exceed specified requirements.
D. Mill Test Reports:
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1. Submit in electronic (PDF) format manufacturer’s certificates, indicating structural yield and tensile strength, destructive and non-destructive test analysis.
E. Charpy-V-Notch (CVN) Impact Test: Submit in electronic (PDF) format certified copies of Charpy-V-Notch (CVN) Impact Test by the manufacturer for applicable steel members and components.
1. Charpy-V-Notch (CVN) Impact Test for Base Metal: For structural steel in the SFRS subjected to Charpy-V-Notch impact test in accordance with “Seismic Provisions for Structural Steel Buildings”, Part I, Section 6.3
3. Charpy-V-Notch test shall be performed by the manufacturer accordance with ASTM A6 Supplementary Requirement S30 and ASTM A673.
F. Submit certified copies in electronic (PDF) format of tests by manufacturer for fine grain practice. Structural steel base material, as described above, shall be manufactured using fully killed fine grain practice having grain size number 5 or better as determined by ASTM E112.
G. Welding Procedure Specifications (WPSs) and Procedure Qualification Records (PQRs):
Submit welding procedures in electronic (PDF) format according to AWS D1.1, Structural Welding Code – Steel and D1.8, Structural Welding Code – Seismic Supplement for each welded joint whether prequalified or qualified by testing, including the following:
1. Power source (constant current or constant voltage).
2. Electrode manufacturer and trade name, for demand critical welds.
3. Welding Processes
4. Filler and Weld
Metal
5. Preheat
6. Interpass Temperature
H. Qualification Data: For qualified Contractor, installer and fabricator.
I. Welder’s Certificates: Provide according to AWS D1.1/D1.1M and AWS D1.8/D1.8M.
J. Test Reports: Submit reports of tests conducted on shop and field welded and bolted connections. Include data on type of test conducted and test results.
1.6 QUALITY ASSURANCE
A. Fabricator Qualifications: A qualified fabricator that participates in LA City Certification.
B. Installer Qualifications: A qualified installer who participates in LA City Certification.
C. Comply with the following as a minimum requirement, except as otherwise indicated:
1. American Institute of Steel Construction (AISC 303-16) “Code of Standard Practice for Steel Buildings and Bridges, June 15, 2016”, modified as follows:
a. Replace “Design Drawings” with “Contract Documents’ throughout the document.
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b. Paragraph 3.2 is hereby modified in it’s entirety as follows:
“Contract Documents including but not limited to architectural, mechanical, plumbing, electrical, civil and kitchen design drawings and specifications shall be used as supplement to the structural plans to define configurations and construction information.”
c. Delete the first Paragraph of 3.3.
d. In Paragraph 4.4, delete the following sentence:
“These drawings shall be returned to the Fabricator within 14 calendar days.” e. Delete Paragraph 4.4.1.(a) in it’s entirety.
f. In Paragraphs 4.4 and 4.4.1, the term “reviewed and approved” as it may relate to the structural engineer of record shall be modified to “reviewed”, and the term “approved” as it may relate to the structural engineer shall be modified to “reviewed.”
g. Paragraph 4.4.2 is hereby modified in it’s entirety as follows:
“No review action, implicit or explicit, shall be interpreted to authorize changes in the Contract Documents.”
2. Perform welding in accordance with AWS Standards, AWS D1.1, AWS D1.8 and California Building Code Section 2204A.1 and approved weld procedure.
D. Shop fabrication shall be inspected in accordance with CBC.
1.7 DELIVERY, STORAGE AND HANDLING
A. Store structural steel above grade on platforms, skids or other supports.
B. Protect steel from corrosion.
C. Store welding electrodes in accordance with AWS D 1.1 and D1.8.
D. Store other materials in a weather-t
ight and dry place until installed into the Work.
PART 2 - PRODUCTS
2.1 GENERAL
A. Stock Materials: Provide exact materials, sections, shapes, thickness, sizes, weights, and details of construction indicated on Drawings. Changes because of material stock or shop practices will be considered if net area of shape or section is not reduced thereby, if material and structural properties are at least equivalent, and if overall dimensions are not exceeded.
2.2 MATERIALS
A. Channels, Angles, M-Shapes: ASTM A 36 (Fy = 36 ksi; Fu = 58 ksi).
B. Plate and Bar: ASTM A 36/ (Fy = 36 ksi; Fu = 58 ksi). Unless noted otherwise on Drawings as ASTM A572, Grade 50.
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C. Cold-Formed Hollow Structural Sections: ASTM A 500, Grade C (Fy = 50 ksi; Fu = 62 ksi) or (Fy = 46 ksi; Fu = 62 ksi).
D. Steel Pipe: ASTM A 53, Grade B (Fy = 35 ksi; Fu = 60 ksi).
E. Welding Electrodes: E-70XX Low Hydrogen Moisture Resisting; Comply with AWS D1.1 and D1.8 requirements.
F. Stainless-Steel Bolts and Nuts: Regular hexagon-head annealed stainless-steel bolts (SS316), ASTM F 593; with hex nuts, ASTM F 594; and, where indicated, flat washers; Alloy Group 2.
G. Threaded Rods: ASTM F593, stainless-steel (SS316), Alloy Group 2.
H. Primer: Lead-free metal primer, Tnemec 10-99, Rust-Oleum X-60, or equal.
I. Galvanizing: ASTM A123 at steel members, ASTM 153 at fasteners.
J. Grout: ASTM C1107, non-shrink type, pre-mixed compound consisting of non-metallic aggregate, cement, water reducing and plasticizing additives, capable of developing a minimum compressive strength of 7,000 psi at 28 days; of consistency suitable for application and a 30 minute working time.
2.3 FABRICATION
A. Cleaning and Straightening Materials: Materials being fabricated shall be thoroughly cleaned of scale and rust and straightened before fabrication. Cleaning and straightening methods shall not damage material. After punching or fabrication of component parts of a member, twists or bends shall be removed before parts are assembled.
B. Cutting, Punching,
Drilling and Tapping: Unless otherwise indicated or specified, structural steel fabricator shall perform the cutting, punching, drilling and tapping of Work so that Work of other trades will properly connect to steel Work.
C. Milling: Compression joints depending on contact bearing shall be furnished with bearing surfaces prepared to a common plane by milling.
D. Use of Burning Torch: Oxygen cutting of members shall be performed by machine. Gouges greater than 3/16 inch that remain from cutting shall be removed by grinding. Reentrant corners shall be shaped notch free to a radius of at least 1/2 inch. Gas cutting of holes for bolts or rivets is not permitted.
E. Galvanizing: After fabrication, items indicated or specified to be galvanized shall be galvanized in largest practical sizes. Fabrication includes operations of shearing, punching, bending, forming, assembling or welding. Galvanized items shall be free from projections, barbs, or icicles resulting from the galvanizing process.
F. Welding:
1. Type of steel furnished in welded structures shall provide chemical properties suitable for welding as determined by chemical analysis. Welds shall conform to the requirements of CBC Chapter 17A. Conform to AWS D1.1 and D1.8, and CBC Chapter 22A, Section 2204A.1.
2. Materials and workmanship shall conform to the requirements specified herein and to CBC requirements, modifie
d as follows:
a. No welded splices shall be permitted except those indicated on Drawings unless specifically reviewed and approved by the Architect, and SEOR
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b. Drawings will designate joints in which it is important that welding sequence and technique be controlled to minimize shrinkage stresses and distortion.
3. Welding shall be performed in accordance with requirements of the AWS Structural Welding Code AWS D1.1 and AWS D1.8 for tolerances, appearances, welding procedure specifications, weld quality, and methods used in correcting welding Work.
G. Shop Finish:
1. Notify the IOR when Work is ready to receive shop prime coat. Work shall be inspected by the IOR before installation of primer.
2. Structural steel and fittings, except galvanized items, which will be exposed when building is completed, shall receive a coat of primer.
3. The primer specified shall be spray applied, filling joints and corners and covering surfaces with a smooth unbroken film. The minimum dry film thickness of the primer shall be 2.0 mils.
4. Do not prime surfaces that will be fireproofed, field welded, in contact with concrete or high strength bolted.
H. Comply with fabrication tolerance limits of AISC’s “Code of Standard Practice for Steel Buildings and Bridges” for structural steel.
2.4 SHOP AND FIELD QUALITY CONTROL
A. A special inspector, approved by the building official and other regulatory agencies to inspect the Work of this section, shall inspect high-strength bolted connections. The Owner will
provide an approved independent testing laboratory to perform tests and prepare test reports in accordance with CBC 1704A. The IOR shall be responsible for monitoring the work of the special inspector and testing laboratories to ensure that the testing program is satisfactorily completed.
B. An AWS CWI certified special inspector, approved by DSA and other regulatory agencies to inspect the Work of this section, shall inspect welded connections. The Owner will provide an approved independent testing laboratory to perform tests and prepare test reports in accordance with CBC 1704A. The IOR shall be responsible for monitoring the work of the special inspector and testing laboratories to ensure that the testing program is satisfactorily completed.
C. The independent testing laboratory shall conduct and interpret test and state in each report whether test specimens comply with requirements, and specifically state any deviations there from.
D. Provide access to all places where structural steel Work is being fabricated or produced so required inspection and testing can be performed.
E. The independent testing laboratory may inspect and/or test structural steel at plant before shipment; however, Architect reserves the right at any time before Final Completion to deem materials not in compliance with the specified requirements as defective Work.
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F. Correct defects in structural Work when inspections and laboratory test reports indicate noncompliance with specified requirements. Perform additional tests as may be required to reconfirm noncompliance of original Work, and as may be required to show demonstrate compliance of corrected Work.
G. Welding: Inspect and test during fabrication and erection of structural steel assemblies as follows:
1. General: Refer to welding general notes on drawing sheet.
2. Shop and Field Welded Connections: In addition to visual inspection, shop and field welded connections will be tested and inspected according to AWS D1.1 and the following inspection procedures, at testing agency's option:
a. Liquid Penetrant Inspection: ASTM E 165.
b. Magnetic Particle Inspection: ASTM E 709; performed on root pass and on finished weld. Cracks or zones of incomplete fusion or penetration will not be accepted.
c. Ultrasonic Inspection: ASTM E 164.
d. Radiographic Inspection: ASTM E 94.
3. In addition to visual inspection, test, sample and inspect field-welded shear connectors according to requirements in AWS D1.1 for stud welding and as follows:
a. Perform bend tests if visual inspections reveal either a less-than-continuous 360-degree flash or welding repairs to any shear connector. b. Conduct tests on additional shear connectors if weld fracture occurs on shear connectors already tested, according to requirements in AWS D1.1.
4. Certify welders
and conduct inspections and tests as required. Record types and locations of defects found in the Work. Record Work required and performed to correct deficiencies.
5. Inspect welds. Welds shall be visually inspected before performing any non- destructive testing. Groove weld shall be inspected by ultrasonic or other approved non-destructive test methods. Testing shall be performed to AWS D1.1 Table 6.2 statically loaded non-tubular connections.
6. Ultrasonic testing shall be performed by a specially trained and qualified technician who shall operate the equipment, examine welds, and maintain a record of welds examined, defects found, and disposition of each defect. Repair and test defective welds.
7. Rate of Testing: Completed welds contained in joints and splices shall be tested 100 percent either by ultrasonic testing or by radiography.
8. Welds, when installed in column splices, shall be tested by either ultrasonic testing or radiography.
9. Base metal thicker than 1-1/2 inches, when subjected to through-thickness weld shrinkage strains, shall be ultrasonically inspected by shear wave methods for discontinuities directly behind such welds. Tests shall be performed at least 48 hours after completed joint has cooled down to ambient air temperature.
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10. Any material discontinuities shall be reviewed based on the defect rating in accordance with the criteria of AWS D1.1 Table 6.2 by the Architect and the building official and other regulatory agencies.
11. Other method of non-destructive testing and inspection, for example, liquid dye penetrate testing, magnetic particle inspection or radiographic inspection may be performed on weld if required.
12. Lamellar Tearing: Lamellar-tearing resulting from welding is a crack (with zero tolerance) and shall be repaired in accordance with AWS D1.1.
13. Lamination: The rejection criteria shall be based on ASTM A435.
14. Where testing reveals lamination or conditions of lamellar tearing in base metal, the steel fabricator shall submit a proposed method of repair for review and approval by the Architect, and SEoR prior to commencing repair work. Test repaired areas as required.
14. Magnetic Particle Testing: Magnetic particle testing when required shall be provided in accordance with AWS D1.1 for procedure and technique. The standards of acceptance shall be in accordance with AWS D1.1 – Qualification.
H. Lamellar Tearing: Prior to welding plates 1 to 1-1/2 inches thick and greater and rolled shapes within the distance from 3 inches above the top of the joint to 3 inches below the bottom of the joint shall be checked by ultrasonic testing for laminations in base metal which may interfe
re with the inspection of the completed joint. Should these defects occur, members will be reviewed by the SEOR
I. Prior Testing of Base Material: Test material before fabrication.
J. Lines and levels of erected steel shall be certified by a State of California licensed surveyor as set forth in related Division 01 section.
K. Record Drawings: After steel has been erected, correct or revise Shop Drawings and erection diagrams to correspond with reviewed changes performed in the field.
PART 3 - EXECUTION
3.1 PREPARATION
A. Verify governing dimensions and conditions of the Work before commencing erection Work.
1. Report discrepancies between drawings and field dimensions to Architect before commencing work.
2. Beginning of installation means erector accepts existing conditions and surfaces underlying or adjacent to work of this section.
B. Provide temporary shoring and bracing, and other support during performance of the Work.
Remove after steel is in place and connected, and after cast-in-place concrete has reached its design strength.
3.2 ERECTION
A. Install structural steel accurately in locations, to elevations indicated, and according to AISC specifications and CBC requirements.
B. Clean surfaces of base plates and bearing plates.
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1. Install base and bearing plates for structural members on wedges, shims, or setting nuts as required.
2. Tighten anchor bolts after supported members have been positioned and plumbed.
Do not remove wedges or shims; cut off flush with edge of base or bearing plate before packing with grout.
C. Maintain erection tolerances of structural steel within AISC Code of Standard Practice for Steel Buildings and Bridges.
1. Members and components, plumbed, leveled and aligned to a tolerance not to exceed one-half the amount permitted for structural steel.
D. Align and adjust various members forming part of complete frame or structure before permanently fastening. Before assembly, clean bearing surfaces and other surfaces that will be in permanent contact after assembly. Perform necessary adjustments to compensate for discrepancies in elevations and alignment.
1. Level and plumb individual members of structure.
E. Do not permit thermal cutting during erection of structural steel.
F. Where indicated for field connections, provide standard bolts complying with ASTM A325.
G. Install high strength steel bolts at locations indicated. Assembly and installation shall be in accordance with CBC requirements.
1. Allowable hole sizes: 1/16 inch larger than bolt size.
2. Use friction type connection with hardened ASTM F436 steel circular, square or rectangular washer under high strength bolt nut.
3. Thoroughly clea
n area under bolt head, nut and washer. Remove all paint, lacquer, oil or other coatings except organic zinc-rich paints in accordance with SSPC, SP-2.
4. Tighten bolts by power torque wrench or hand wrench until twist-off for “Tension Control Bolt/Nut/Washer Assemblies” (ASTM F1852).
H. Contractor shall be responsible for correcting detailing and fabrication errors and for correct fitting of all members and components.
I. Erect structural steel plumb and level and to proper tolerances as set forth in the AISC Manual. Provide temporary bracing, supports or connections required for complete safety of structure until final permanent connections are installed.
J. Install column bases within a tolerance of 1/8 inch of detailed centerlines, level at proper elevations. Support bases on double nuts and solidly fill spaces under bases with dry-pack cement grout.
K. Provide anchor bolts with templates and diagrams. Contractor shall be responsible for proper location and installation of bolts. Correct deficiencies and errors.
L. Galvanized Surfaces: Clean field welds, bolted connections, and abraded areas and apply galvanizing repair paint according to ASTM A780.
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3.3 FITTING
A. Closely fit members, finished true to line and in precise position required to allow accurate erection and proper joining in the field.
B. Drilling to enlarge unfair holes will not be allowed. Allow only enough drifting during assembly to bring parts into position, but not sufficient enough to enlarge holes or distort the metal. Do not heat rolled sections, unless approved by Architect, and SEOR prior to heating.
3.4 PUNCHING AND DRILLING
A. Punch material 1/16 inch larger than nominal diameter of bolt, wherever thickness of metal is equal to or less than the diameter of the bolt plus 1/8 inch.
B. Drill or sub-punch and ream where metal is equal to or more than the diameter of the bolt plus 1/8 inch. Make diameter for sub-punched and sub-drilled holes 1/16 inch larger than nominal diameter of bolt.
C. Precisely locate holes to ensure passage of bolt through assembled materials without drifting.
Do not enlarge holes by reaming unless the SEOR has reviewed and approved each specific condition; flame cutting to enlarge holes is not acceptable. Structural Steel members with poorly matched holes will be rejected.
3.5 FINISHING
A. After erection, spots or surfaces where paint has been removed, damaged, or burned off and field rivets, bolts, and other field connections not concealed in the work, shall be cleaned of dirt, oil,
grease, and burned paint and furnished with a spot coat of the same primer installed during shop priming.
B. Touchup Painting: Immediately after erection, clean field welds, bolted connections, and abraded areas of shop paint. Install paint to exposed areas with the same material installed during shop painting. Install by brush or spray to provide a minimum dry film thickness of 1.5 mils.
3.6 FIELD QUALITY CONTROL
A. Owner will provide an approved special inspector and an approved independent testing laboratory to perform field inspections and tests and to prepare test reports.
B. Correct deficiencies in or remove and replace structural steel that inspections and test reports indicate do not comply with specified requirements.
3.7 CLEAN UP
A. Remove rubbish, debris and waste materials and legally dispose of off the Project Site.
STRUCTURAL STEEL
Contract No. 5554 051200 - 13
3.8 PROTECTION
A. Protect the Work of this section until Substantial Completion.
3.9 HANDLING
A. Both in shop and in the field, transport, handle and erect to prevent damage or overstressing of any component.
END OF SECTION 051200
ARCHITECTURALLY EXPOSED STRUCTURAL STEEL FRAMING
Contract No. 5554 051213 - 1
SECTION 051213 ARCHITECTURALLY EXPOSED STRUCTURAL STEEL FRAMING PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.
1.2 SUMMARY
A. Section includes architecturally exposed structural steel (AESS).
1. Requirements in Section 051200 "Structural Steel Framing" also apply to AESS.
B. Related Requirements:
1. Section 051200 "Structural Steel Framing" for additional requirements applicable to AESS.
2. Section 055000 "Metal Fabrications" for steel lintels and shelf angles not attached to structural- steel frame not defined as structural steel.
3. Section 099113 "Exterior Painting" and Section 099123 "Interior Painting".
1.3 DEFINITIONS
A. AESS: Structural steel designated as "architecturally exposed structural steel" or "AESS" in the Contract Documents.
B. Category 1 AESS: AESS that is within 96 inches (2400 mm) vertically and 36 inches (900 mm) horizontally of a walking surface and that is visible to a person standing on that walking surface or is designated as "Category 1 architecturally exposed structural steel" or "AESS-1" in the Contract Documents.
1.4 COORDINATION
A. Coordinate selection of shop primers with topcoats to be applied over them. Comply with paint and coating manufacturers' written recommendations to ensure that shop primers and topcoats are compatible with one another.
1.5 ACTION SUBMITTALS
A. Shop Drawings: Show fabrication of AESS components. Shop Drawings for structural steel may be used
for AESS provided items of AESS are specifically identified and requirements below are met for AESS.
ARCHITECTURALLY EXPOSED STRUCTURAL STEEL FRAMING
Contract No. 5554 051213 - 2
1. Include details of cuts, connections, splices, camber, holes, and other pertinent data.
2. Include embedment Drawings.
3. 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. Indicate grinding, finish, and profile of welds.
4. Indicate type, size, and length of bolts, distinguishing between shop and field bolts. Identify pretensioned and slip-critical, high-strength bolted connections. Indicate orientation of bolt heads.
5. Indicate exposed surfaces and edges and surface preparation being used.
6. Indicate special tolerances and erection requirements.
B. Samples: Submit Samples of AESS to set quality standards for exposed welds for Category 1 AESS.
1. Two steel plates, 3/8 by 8 by 4 inches (9.5 by 200 by 100 mm), with long edges joined by a groove weld and with weld ground smooth.
1.6 INFORMATIONAL SUBMITTALS
A. Qualification Data: For Installer/fabricator.
B. Paint Compatibility Certificates: From manufacturers of topcoats applied over shop primers, certifying that shop primers are compatible with topcoats.
1.7 QUALITY ASSURANCE
A. Fabricator Qualifications: A qualified fabricator that participates in the AISC Quality Certification Program and is designated an AISC-Certified Plant, Category STD, or is accredited by the IAS Fabricator Inspection Program for Structural Steel
(AC 172).
B. Installer Qualifications: A qualified installer who participates in the AISC Quality Certification Program and is designated an AISC-Certified Erector, Category ACSE.
C. Shop-Painting Applicators: Qualified according to AISC's Sophisticated Paint Endorsement P1 D. Mockups: Build mockups of AESS to set quality standards for fabrication and installation.
1. Build mockup of typical portion of AESS as shown on Drawings.
2. Coordinate painting requirements with Section 099113 "Exterior Painting" and Section 099123 "Interior Painting."
3. Coordinate high-performance coatings requirements with Section 099600 "High-Performance Coatings."
4. Coordinate intumescent mastic fireproofing requirements with Section 078123 "Intumescent Mastic Fireproofing."
5. Approved mockups may become part of the completed Work if undisturbed at time of Substantial Completion.
ARCHITECTURALLY EXPOSED STRUCTURAL STEEL FRAMING
Contract No. 5554 051213 - 3
1.8 DELIVERY, STORAGE, AND HANDLING
A. Use special care in handling to prevent twisting, warping, nicking, and other damage. Store materials to permit easy access for inspection and identification. Keep steel members off ground and spaced by using pallets, dunnage, or other supports and spacers. Protect steel members and packaged materials from corrosion and deterioration.
1. Do not store materials on structure in a manner that might cause distortion, damage, or overload to members or supporting structures. Repair or replace damaged materials or structures as directed.
1.9 FIELD CONDITIONS
A. Field Measurements: Where AESS is indicated to fit against other construction, verify actual dimensions by field measurements before fabrication.
PART 2 - PRODUCTS
2.1 BOLTS, CONNECTORS, AND ANCHORS
A. Tension-Control, High-Strength Bolt-Nut-Washer Assemblies: ASTM F 1852, Type 1, round-head assemblies, consisting of steel structural bolts with splined ends, heavy-hex carbon-steel nuts, and hardened carbon-steel washers.
1. Finish: Plain
B. Corrosion-Resisting (Weathering Steel), Tension-Control, High-Strength Bolt-Nut-Washer Assemblies:
ASTM F 1852, Type 3, round-head assemblies, consisting of steel structural bolts with splined ends, heavy-hex carbon-steel nuts, and hardened carbon-steel washers.
2.2 FILLER
A. Filler: Polyester filler intended for use in repairing dents in automobile bodies.
2.3 PRIMER
A. Primer: Comply with [Section 099113 "Exterior Painting" and Section 099123 "Interior Painting." B. Primer: SSPC-Paint 25, Type I, zinc oxide, alkyd, linseed oil primer.
C. Primer: SSPC-P
aint 25 BCS, Type I, zinc oxide, alkyd, linseed oil primer.
D. Primer: SSPC-Paint 23, latex primer.
E. Primer: Fabricator's standard lead- and chromate-free, non asphaltic, rust-inhibiting primer complying with MPI#79 and compatible with topcoat.
ARCHITECTURALLY EXPOSED STRUCTURAL STEEL FRAMING
Contract No. 5554 051213 - 4
F. Etching Cleaner for Galvanized Metal: MPI#25.
G. Galvanizing Repair Paint: A 780/A 780M.
H. Shop Primer for Galvanized Steel: MPI#26, cementitious galvanized metal primer
2.4 FABRICATION
A. Shop fabricate and assemble AESS to the maximum extent possible. Locate field joints at concealed locations if possible. Detail assemblies to minimize handling and to expedite erection.
B. In addition to special care used to handle and fabricate AESS, comply with the following:
1. Fabricate with exposed surfaces smooth, square, and free of surface blemishes including pitting, rust, scale, and roughness.
2. Grind sheared, punched, and flame-cut edges of Category 1 AESS to remove burrs and provide smooth surfaces and edges.
3. Fabricate Category 1 AESS with exposed surfaces free of mill marks, including rolled trade names and stamped or raised identification.
4. Fabricate Category 1 AESS with exposed surfaces free of seams to maximum extent possible.
5. Remove blemishes by filling or grinding or by welding and grinding, before cleaning, treating, and shop priming.
6. Fabricate with piece marks fully hidden in the completed structure or made with media that permits full removal after erection.
7. Fabricate Category 1AESS to the tolerances specified in AISC 303 for steel that is designated AESS.
8. Seal-weld open ends of hollow structural sections with 3/8-inch (9.5-mm) closure plates for Category 1 AESS.
C.
Curved Members: Fabricate indicated members to curved shape by rolling to final shape in fabrication shop.
1. Distortion of webs, stems, outstanding flanges, and legs of angles shall not be visible from a distance of 20 feet (6 m) under any lighting conditions.
2. Tolerances for walls of hollow steel sections after rolling shall be approximately 1/2 inch (13 mm).
D. Coping, Blocking, and Joint Gaps: Maintain uniform gaps of 1/8 inch (3.2 mm) with a tolerance of 1/32 inch (0.8 mm) for Category 1 AESS.
E. Bolt Holes: Cut, drill, mechanically thermal cut, or punch standard bolt holes perpendicular to metal surfaces.
F. Cleaning Corrosion-Resisting Structural Steel: Clean and prepare steel surfaces that are to remain unpainted according to SSPC-SP 6/NACE No. 3, "Commercial Blast Cleaning." G. Holes: Provide holes required for securing other work to structural steel and for other work to pass through steel members.
ARCHITECTURALLY EXPOSED STRUCTURAL STEEL FRAMING
Contract No. 5554 051213 - 5
1. Cut, drill, or punch holes perpendicular to steel surfaces. Do not thermally cut bolt holes or enlarge holes by burning.
2. Baseplate Holes: Cut, drill, mechanically thermal cut, or punch holes perpendicular to steel surfaces.
3. Weld threaded nuts to framing and other specialty items indicated to receive other work.
2.5 SHOP CONNECTIONS
A. High-Strength Bolts: Shop install high-strength bolts according to RCSC's "Specification for Structural Joints Using ASTM A 325 or A 490 Bolts" for type of bolt and type of joint specified.
1. Joint Type: Snug tightened.
B. Weld Connections: Comply with AWS D1.1/D1.1M for tolerances, appearances, welding procedure specifications, weld quality, and methods used in correcting welding work, and comply with the following:
1. Assemble and weld built-up sections by methods that will maintain true alignment of axes without exceeding specified tolerances.
2. Use weld sizes, fabrication sequence, and equipment for AESS that limit distortions to allowable tolerances.
3. Provide continuous, sealed welds at angle to gusset-plate connections and similar locations where Category 1 AESS is exposed to weather.
4. Provide continuous welds of uniform size and profile where [Category 1] <Insert category> AESS is welded.
5. Grind butt and groove welds flush to adjacent surfaces within tolerance of plus 1/16 inch, minus zero inch (plus 1.5 mm, minus zero mm) for Category 1 AESS.
6. Make butt
and groove welds flush to adjacent surfaces within tolerance of plus 1/16 inch, minus zero inch (plus 1.5 mm, minus zero mm) for Category 1 AESS. Do not grind unless required for clearances or for fitting other components, or unless directed to correct unacceptable work.
7. Remove backing bars or runoff tabs; back-gouge and grind steel smooth for Category 1 AESS.
8. At locations where welding on the far side of an exposed connection of Category 1 AESS occurs, grind distortions and marking of the steel to a smooth profile aligned with adjacent material.
9. Make fillet welds for Category 1 AESS oversize and grind to uniform profile with smooth face and transition.
10. Make fillet welds for Category 1 AESS of uniform size and profile with exposed face smooth and slightly concave. Do not grind unless directed to correct unacceptable work.
2.6 GALVANIZING
A. Hot-Dip Galvanized Finish: Apply zinc coating by the hot-dip process to structural steel according to ASTM A 123/A 123M.
ARCHITECTURALLY EXPOSED STRUCTURAL STEEL FRAMING
Contract No. 5554 051213 - 6
1. Do not quench or apply post-galvanizing treatments that might interfere with paint adhesion.
2. Fill vent and drain holes that are exposed in the finished Work, unless indicated to remain as weep holes, by plugging with zinc solder and filing off smooth.
3. Galvanize attached to structural-steel frame and located in exterior walls.
2.7 SHOP PRIMING
A. Shop prime steel surfaces except the following:
1. Surfaces embedded in concrete or mortar. Extend priming of partially embedded members to a depth of 2 inches (50 mm).
2. Surfaces to be field welded.
3. Surfaces to be high-strength bolted with slip-critical connections.
4. Surfaces to receive sprayed fire-resistive materials.
5. Galvanized surfaces.
B. Surface Preparation: Clean surfaces to be painted. Remove loose rust and mill scale and spatter, slag, or flux deposits. Prepare surfaces according to the following specifications and standards:
1. SSPC-SP 2, "Hand Tool Cleaning."
2. SSPC-SP 3, "Power Tool Cleaning."
3. SSPC-SP 7/NACE No. 4, "Brush-off Blast Cleaning."
4. SSPC-SP 14/NACE No. 8, "Industrial Blast Cleaning."
5. SSPC-SP 11, "Power Tool Cleaning to Bare Metal."
6. SSPC-SP 6/NACE No. 3, "Commercial Blast Cleaning."
7. SSPC-SP 10/NACE No. 2, "Near-White Blast Cleaning."
8. SSPC-SP 5/NACE No. 1, "White Metal Blast Cleaning."
9. SSPC-SP 8, "Pickling."
C. Preparing Galvanized Steel for Shop Priming: After galvanizing, thoroughly clean steel of grease, dirt, oil, flux, and other foreign matter, and treat
with etching cleaner.
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 of 1.5 mils (0.038 mm). Use priming methods that result in full coverage of joints, corners, edges, and exposed surfaces.
1. Stripe paint corners, crevices, bolts, welds, and sharp edges.
2. 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.
ARCHITECTURALLY EXPOSED STRUCTURAL STEEL FRAMING
Contract No. 5554 051213 - 7
PART 3 - EXECUTION
3.1 EXAMINATION
A. Verify, with steel erector present, elevations of concrete- and masonry-bearing surfaces and locations of anchor rods, bearing plates, and other embedment’s for compliance with requirements.
1. Prepare a certified survey of bearing surfaces, anchor rods, bearing plates, and other embedment’s showing dimensions, locations, angles, and elevations.
B. Examine AESS for twists, kinks, warping, gouges, and other imperfections before erecting.
C. Proceed with installation only after unsatisfactory conditions have been corrected.
3.2 PREPARATION
A. Provide temporary shores, guys, braces, and other supports during erection to keep AESS 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. If possible, locate welded tabs for attaching temporary bracing and safety cabling where they will be concealed from view in the completed Work.
2. Do not remove temporary shoring supporting composite deck construction until cast-in-place concrete has attained its design compressive strength.
3.3 ERECTION
A. Set AESS accurately in locations and to elevations indicated and according to AISC 303 and AISC 360.
1. Erect Category 1 AESS to the tolerances specified in AISC 303 for steel that is designated AESS.
B. Do not use thermal cutting during erection unless approved by Architect. Finish thermally cut sections within smoothness limits in AWS D1.1/D1.1M.
3.4 FIELD CONNECTIONS
A. High-Strength Bolts: Install high-strength bolts according to RCSC's "Specification for Structural Joints Using ASTM A 325 or A 490 Bolts" for type of bolt and type of joint specified.
1. Joint Type: Snug tightened
2. Orient bolt heads as indicated on Drawings.
ARCHITECTURALLY EXPOSED STRUCTURAL STEEL FRAMING
Contract No. 5554 051213 - 8
B. Weld Connections: Comply with requirements in "Weld Connections" Paragraph in "Shop Connections" Article.
1. Remove backing bars or runoff tabs; back-gouge and grind steel smooth for Category 1 AESS.
2. Remove erection bolts in Category 1 AESS, fill holes, and grind smooth.
3. Fill weld access holes in Category 1 AESS and grind smooth.
3.5 FIELD QUALITY CONTROL
A. Testing Agency: Owner will engage a qualified independent testing and inspecting agency to inspect AESS as specified in Section 051200 "Structural Steel Framing." The testing agency is not responsible for enforcing requirements relating to aesthetic effect.
B. Architect will observe AESS in place to determine acceptability relating to aesthetic effect.
3.6 REPAIRS AND PROTECTION
A. Remove welded tabs that were used for attaching temporary bracing and safety cabling and that are exposed to view in the completed Work. Grind steel smooth.
B. Galvanized Surfaces: Clean field welds, bolted connections, and abraded areas and repair galvanizing to comply with ASTM A 780/A 780M.
C. Touchup Painting: Immediately after erection, clean field welds, bolted connections, and abraded areas of shop paint, and paint exposed areas 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.
D. Touchup Painti
ng: Cleaning and touchup painting are specified in Section 099113 "Exterior Painting" and Section 099123 "Interior Painting."
E. Touchup Priming: Cleaning and touchup priming are specified in Section 099600 "High-Performance Coatings."
END OF SECTION 051213
STEEL DECKING
Contract No. 5554 053100 - 1
SECTION 053100 STEEL DECKING
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Roof deck.
B. Related Requirements:
1. Section 033000 "Cast-in-Place Concrete" for normal-weight and lightweight structural concrete fill over steel deck.
2. Section 035216 "Lightweight Insulating Concrete" for lightweight insulating concrete fill over steel deck.
3. Section 051200 "Structural Steel Framing" for shop- and field-welded shear connectors.
4. Section 055000 "Metal Fabrications" for framing deck openings with miscellaneous steel shapes.
1.2 ACTION SUBMITTALS
A. Product Data:
1. Roof deck.
B. Shop Drawings:
1. Include layout and types of deck panels, anchorage details, reinforcing channels, pans, cut deck openings, special jointing, accessories, and attachments to other construction.
1.3 INFORMATIONAL SUBMITTALS
1. Welding certificates.
2. Product Certificates: For each type of steel deck.
B. Test and Evaluation Reports:
1. Product Test Reports: For tests performed by a qualified testing agency, indicating that each of the following complies with requirements:
a. Power-actuated mechanical fasteners.
2. Research Reports: For steel deck, from ICC-ES showing compliance with the building code.
C. Field Quality-Control Submittals:
STEEL DECKING
Contract No. 5554 053100 - 2
1. Field quality-control reports.
D. Qualification Statements: For welding personnel.
1.4 QUALITY ASSURANCE
A. Qualifications:
1. Welding Qualifications: Qualify procedures and personnel in accordance with SDI QA/QC and the following welding codes:
a. AWS D1.1/D1.1M.
b. AWS D1.3/D1.3M.
B. Electrical Raceway Units: Provide UL-labeled cellular floor-deck units complying with UL 209 and listed in UL's "Electrical Construction Equipment Directory" for use with standard header ducts and outlets for electrical distribution systems.
C. FM Approvals' RoofNav Listing: Provide steel roof deck evaluated by FM Approvals and listed in its "RoofNav" for Class 1 fire rating and [Class 1-60] [Class 1-75] [Class 1-90] windstorm ratings.
Identify materials with FM Approvals Certification markings.
1.5 DELIVERY, STORAGE, AND HANDLING
A. Protect steel deck from corrosion, deformation, and other damage during delivery, storage, and handling.
B. Store products in accordance with SDI MOC3. Stack steel deck on platforms or pallets and slope to provide drainage. Protect with a waterproof covering and ventilate to avoid condensation.
1. Protect and ventilate acoustical cellular roof deck with factory-installed insulation to maintain insulation free of moisture.
PART 2 - PRODUCTS
A. AISI Specifications: Comply with calculated structural characteristics of steel deck in accordance with AISI S100.
B. Fire-Resistance Ratings: Comply with ASTM E119; testing by a qualified testing agency. Identify products with appropriate markings of applicable testing agency.
1. Indicat
e design designations from UL's "Fire Resistance Directory" or from listings of another qualified testing agency.
2.2 ROOF DECK
A. Basis of Design; Metal Deck
STEEL DECKING
Contract No. 5554 053100 - 3
B. Roof Deck: Fabricate panels, without top-flange stiffening grooves, to comply with SDI RD and with the following:
1. Prime-Painted Steel Sheet: ASTM A1008/A1008M, Structural Steel (SS), [Grade 33 (230)] [Grade 40 (275)] [Grade 80 (550)] minimum, shop primed with manufacturer's standard baked-on, rust-inhibitive primer.
a. Color: Per Architect’s selection
2. Galvanized-Steel Sheet: ASTM A653/A653M, Structural Steel (SS), [Grade 33 (230)] [Grade 40 (275)] [Grade 80 (550)], [G60 (Z180)] [G90 (Z275)] zinc coating.
3. Galvanized- and Shop-Primed Steel Sheet: ASTM A653/A653M, Structural Steel (SS), [Grade 33 (230)] [Grade 40 (275)] [Grade 80 (550)], G60 (Z180) zinc coating; cleaned, pretreated, and primed with manufacturer's standard baked-on, rust-inhibitive primer. a. Color: Per Architect’s selection
4. Aluminum-Zinc-Alloy-Coated Steel Sheet: ASTM A792/A792M, Structural Steel (SS), Grade 33 (230) minimum, AZ50 (AZ150) aluminum-zinc-alloy coating.
5. Deck Profile: Per Plans
6. Cellular Deck Profile: Per Plans
7. Profile Depth: Per Plans
8. Design Uncoated-Steel Thickness: As indicated.
9. Design Uncoated-Steel Thicknesses; Deck Unit/Bottom Plate: As indicated
10. Span Condition: As indicated.
11. Side Laps: Overlapped.
2.3 ACCESSORIES
A. Provide manufacturer's standard accessory materials for deck that comply with requirements indicated.
B. Mechanical Fasteners: Corrosion-resistant, low-velocity, power-actuated or pneumatically driven carbon-steel fasteners; or self-drilling, self-threading screws.
C. Side-Lap Fasteners: Corrosion-resistant, hexagonal washer head; self-drilling, carbon-stee l screws,
No. 10 (4.8-mm) minimum diameter.
D. Flexible Closure Strips: Vulcanized, closed-cell, synthetic rubber.
E. Miscellaneous Sheet Metal Deck Accessories: Steel sheet, minimum yield strength of 33,000 psi (230 MPa), not less than 0.0359-inch (0.91-mm) design uncoated thickness, of same material and finish as deck; of profile indicated or required for application.
F. Pour Stops and Girder Fillers: Steel sheet, minimum yield strength of 33,000 psi (230 MPa), of same material and finish as deck, and of thickness and profile indicated.
G. Column Closures, End Closures, Z-Closures, and Cover Plates: Steel sheet, of same material, finish, and thickness as deck unless otherwise indicated.
STEEL DECKING
Contract No. 5554 053100 - 4
H. Piercing Hanger Tabs: Piercing steel sheet hanger attachment devices for use with floor deck.
I. Weld Washers: Uncoated steel sheet, shaped to fit deck rib, [0.0598 inch (1.52 mm)] [0.0747 inch (1.90 mm)] thick, with factory-punched hole of 3/8-inch (9.5-mm) minimum diameter.
J. Shear Stud Connectors: ASTM A108, AISI C-1015 through C-1020, headed-stud type, cold-finished carbon steel; AWS D1.1/D1.1M, Type B.
K. Flat Sump Plates: Single-piece steel sheet, 0.0747 inch (1.90 mm) thick, of same material and finish as deck. For drains, cut holes in the field.
L. Recessed Sump Pans: Single-piece steel sheet, 0.0747 inch (1.90 mm) thick, of same material and finish as deck, with 3-inch- (76-mm-) wide flanges and [level ] [sloped] recessed pans of 1-1/2-inch (38-mm) minimum depth. For drains, cut holes in the field.
M. Galvanizing Repair Paint: [ASTM A780/A780M] [SSPC-Paint 20 or MIL-P-21035B, with dry film containing a minimum of 94 percent zinc dust by weight].
N. Repair Paint: Manufacturer's standard rust-inhibitive primer of same color as primer.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Examine supporting frame and field conditions for compliance with requirements for installation tolerances and other conditions affecting performance of the Work.
B. Proceed with installation only after unsatisfactory conditions have been corrected.
3.2 INSTALLATION, GENERAL
A. Install deck panels and accessories in accordance with SDI C, SDI NC, and SDI RD, as applicable; manufacturer's written instructi
ons; and requirements in this Section.
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. Place deck panels on supporting frame and adjust to final position with ends accurately aligned and bearing on supporting frame before being permanently fastened. Do not stretch or contract side-lap interlocks.
1. Align cellular deck panels over full length of cell runs and align cells at ends of abutting panels.
E. Place deck panels flat and square and fasten to supporting frame without warp or deflection.
F. Cut and neatly fit deck panels and accessories around openings and other work projecting through or adjacent to deck.
STEEL DECKING
Contract No. 5554 053100 - 5
G. Provide additional reinforcement and closure pieces at openings as required for strength, continuity of deck, and support of other work.
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. Mechanical fasteners may be used in lieu of welding to fasten deck. Locate mechanical fasteners and install in accordance with deck manufacturer's written instructions.
J. Shear Stud Connectors: Prepare steel surfaces as recommended by manufacturer of shear connectors.
Weld using end welding of headed-stud shear connectors in accordance with AWS D1.1/D1.1M and manufacturer's written instructions.
3.3 INSTALLATION OF ROOF DECK
A. Fasten roof-deck panels to steel supporting members by arc spot (puddle) welds of the surface diameter indicated or arc seam welds with an equal perimeter that is not less than 1-1/2 inches (38 mm) long, and as follows:
1. Weld Diameter: [5/8 inch (16 mm)] [3/4 inch (19 mm)], nominal.
2. Weld Spacing: Weld edge and interior ribs of deck units with a minimum of two welds per deck unit at each support. Space welds [18 inches (460 mm) apart, maximum] [12 inches (300 mm) apart in Zone 1 and 6 inches (150 mm) apart in Zones 2 and 3, based on roof-area
definitions in FM Global Loss Prevention Data Sheet 1-28] [as indicated].
3. Weld Washers: Install weld washers at each weld location.
B. Side-Lap and Perimeter Edge Fastening: Fasten side laps and perimeter edges of panels between supports, at intervals not exceeding the lesser of one-half of the span or [18 inches (460 mm)] [36 inches (1 m)], and as follows:
1. Mechanically fasten with self-drilling, No. 10 (4.8-mm-) diameter or larger, carbon-steel screws.
2. Mechanically clinch or button punch.
3. Fasten with a minimum of 1-1/2-inch- (38-mm-) long welds.
C. End Bearing: Install deck ends over supporting frame with a minimum end bearing of 1-1/2 inches (38 mm), with end joints as follows:
1. End Joints: Lapped 2 inches (50 mm) minimum.
D. Roof Sump Pans and Sump Plates: Install over openings provided in roof deck and [weld] [mechanically fasten] flanges to top of deck. Space [welds] [mechanical fasteners] not more than 12 inches (300 mm) apart with at least one [weld] [fastener] at each corner.
1. Install reinforcing channels or zees in ribs to span between supports and [weld] [or] [mechanically fasten].
STEEL DECKING
Contract No. 5554 053100 - 6
E. Miscellaneous Roof-Deck Accessories: Install ridge and valley plates, finish strips, end closures, and reinforcing channels in accordance with deck manufacturer's written instructions. [Weld] [or] [mechanically fasten] to substrate to provide a complete deck installation.
1. Weld cover plates at changes in direction of roof-deck panels unless otherwise indicated.
F. Flexible Closure Strips: Install flexible closure strips over partitions, walls, and where indicated. Install with adhesive in accordance with manufacturer's written instructions to ensure complete closure.
3.4 REPAIR
A. Galvanizing Repairs: Prepare and repair damaged galvanized coatings on both surfaces of deck with galvanized repair paint in accordance with ASTM A780/A780M and manufacturer's written instructions.
B. Repair Painting:
1. Wire brush and clean rust spots, welds, and abraded areas on [both surfaces] [top surface] of prime-painted deck immediately after installation, and apply repair paint.
2. Apply repair paint, of same color as adjacent shop-primed deck, to bottom surfaces of deck exposed to view.
3. Wire brushing, cleaning, and repair painting of bottom deck surfaces are included in Section 099113 "Exterior Painting" and Section 099123 "Interior Painting."
4. Wire brushing, cleaning, and repair painting of rust spots, welds, and abraded areas of both deck surfaces are included in Section 099113 "Exterior Painting" and Section 099123 "Interior Painting."
3.5 FIELD QUA
LITY CONTROL
A. Testing Agency: Engage a qualified testing agency to perform tests and inspections.
B. Tests and Inspections:
1. Special inspections and qualification of welding special inspectors for cold-formed steel floor and roof deck in accordance with quality-assurance inspection requirements of SDI QA/QC. a. Field welds will be subject to inspection.
2. Steel decking will be considered defective if it does not pass tests and inspections.
3. Shear Stud Connectors: In addition to visual inspection, test and inspect field-welded shear connectors in accordance with requirements in AWS D1.1/D1.1M for stud welding and as follows:
a. Perform bend tests if visual inspections reveal either a less-than-continuous 360-degree flash or welding repairs to any shear connector.
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b. Conduct tests in accordance with requirements in AWS D1.1/D1.1M on additional shear connectors if weld fracture occurs on shear connectors that are already tested.
C. Prepare test and inspection reports.
END OF SECTION 053100
SHEET METAL FLASHINGS AND TRIM
Contract No. 5554 076200 - 1
SECTION 076200 SHEET METAL FLASHING AND TRIM
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions, apply to this Section.
1.2 SUMMARY
A. Section Includes:
1. Manufactured through-wall flashing with snap lock receiver with counterflashing.
2. Manufactured reglets with counterflashing
3. Formed low-slope roof sheet metal fabrications.
4. Formed equipment support flashing.
1.3 COORDINATION
A. Coordinate sheet metal flashing and trim layout and seams with sizes and locations of penetrations to be flashed, and joints and seams in adjacent materials.
B. Coordinate sheet metal flashing and trim installation with adjoining roofing and wall materials, joints, and seams to provide leakproof, secure, and noncorrosive installation.
1.4 PREINSTALLATION MEETINGS
A. Preinstallation Conference: Conduct conference at Project site.
1. Review construction schedule. Verify availability of materials, Installer's personnel, equipment, and facilities needed to make progress and avoid delays.
2. Review special roof details, roof drainage, roof-penetration flashing, equipment curbs, and condition of other construction that affect sheet metal flashing and trim.
3. Review requirements for insurance and certificates if applicable.
4. Review sheet metal flashing observation and repair procedures after flashing installation.
1.5 ACTION SUBMITTALS
A. Product Data: For each type of product.
1. Include construction details, material descriptions, dimensions of individual components and profiles, and finishes for each manufactured product and accessory.
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Contract No. 5554 076200 - 2
B. Samples for Initial Selection: For each type of sheet metal and accessory indicated with factory- applied finishes.
C. Samples for Verification: For each type of exposed finish.
1. Sheet Metal Flashing: 12 inches long by actual width of unit, including finished seam and in required profile. Include fasteners, cleats, clips, closures, and other attachments.
2. Trim, Metal Closures, Expansion Joints, Joint Intersections, and Miscellaneous Fabrications: 12 inches long and in required profile. Include fasteners and other exposed accessories.
3. Unit-Type Accessories and Miscellaneous Materials: Full-size Sample.
4. Anodized Aluminum Samples: Samples to show full range to be expected for each color required.
1.6 INFORMATIONAL SUBMITTALS
A. Qualification Data: For fabricator.
B. Product Certificates: For each type of coping and roof edge flashing that is SPRI ES-1 tested and FM Approvals approved.
C. Sample Warranty: For special warranty.
1.7 CLOSEOUT SUBMITTALS
A. Maintenance Data: For sheet metal flashing and trim, and its accessories, to include in maintenance manuals.
1.8 QUALITY ASSURANCE
A. Fabricator Qualifications: Employs skilled workers who custom fabricate sheet metal flashing and trim similar to that required for this Project and whose products have a record of successful in-service performance.
1. For copings and roof edge flashings that are SPRI ES-1 tested and FM Approvals approved, shop shall be listed as able to fabricate required details as tested and approved.
1.9 DELIVERY, STORAGE, AND HANDLING
A. Do not store sheet metal flashing and trim materials in contact with other materials that might cause staining, denting, or other surface damage. Store sheet metal flashing and trim materials away from uncured concrete and masonry.
B. Protect strippable protective covering on sheet metal flashing and trim from exposure to sunlight and high humidity, except to extent necessary for period of sheet metal flashing and trim installation.
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Contract No. 5554 076200 - 3
1.10 WARRANTY
A. Special Warranty on Finishes: Contractor agrees provide proof of warranty and coordinate with the manufacturer and city for any future work for the repair and finish or replace sheet metal flashing and trim that shows evidence of deterioration of factory-applied finishes within specified warranty period.
1. Exposed Panel Finish: Deterioration includes, but is not limited to, the following:
a. Color fading more than 5 Hunter units when tested according to ASTM D 2244. b. Chalking in excess of a No. 8 rating when tested according to ASTM D 4214. c. Cracking, checking, peeling, or failure of paint to adhere to bare metal.
2. Finish Warranty Period: 20 years from date of Substantial Completion.
PART 2 - PRODUCTS
2.1 PERFORMANCE REQUIREMENTS
A. General: Sheet metal flashing and trim assemblies shall withstand wind loads, structural movement, thermally induced movement, and exposure to weather without failure due to defective manufacture, fabrication, installation, or other defects in construction. Completed sheet metal flashing and trim shall not rattle, leak, or loosen, and shall remain watertight.
B. Sheet Metal Standard for Flashing and Trim: Comply with NRCA's "The NRCA Roofing Manual" and SMACNA's "Architectural Sheet Metal Manual" requirements for dimensions and profiles shown unless more stringent requirements are indicated.
C. Sheet Metal Standard for Copper: Comply with CDA's "Copper in Architecture Handbook." Conform to dimensions and profiles shown unless more stringent requirements are indicated.
D. FM Approvals Listing: Manufacture and install copings and roof edge flashings that are listed in FM Approvals' "RoofNav" and approved for windstorm classification, Class 1-60. Identify materials with name of fabricator and design approved by FM Approvals.
E. SPRI Wind Design Standard: Manufacture and install copings and roof edge flashings tested according to SPRI ES-1 and capable of resisting the following design pressure:
1. Design Pressure: 30 psf.
F. Thermal Movements: Allow for thermal movements from ambient and surface temperature changes to prevent buckling, opening of joints, overstressing of components, failure of joint sealants, failure of connections, and other detrimental effects. Base calculations on surface temperatures of materials due to both solar heat gain and nighttime-sky heat loss.
1. Temperature Change: 120 deg F, ambient; 180 deg F, material surfaces.
2.2 SHEET METALS
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Contract No. 5554 076200 - 4
A. General: Protect mechanical and other finishes on exposed surfaces from damage by applying strippable, temporary protective film before shipping.
B. Aluminum Sheet: ASTM B 209, alloy as standard with manufacturer for finish required, with temper as required to suit forming operations and performance required; with smooth, flat surface.
1. Exposed Coil-Coated Finish:
a. Two-Coat Fluoropolymer: AAMA 2605. Fluoropolymer finish containing not less than 70 percent PVDF resin by weight in color coat. Prepare, pretreat, and apply coating to exposed metal surfaces to comply with coating and resin manufacturers' written instructions.
2. Color: As selected by Architect from manufacturer's full range.
3. Concealed Finish: Pretreat with manufacturer's standard white or light-colored acrylic or polyester backer finish, consisting of prime coat and wash coat with minimum total dry film thickness of 0.5 mil.
C. Stainless-Steel Sheet: ASTM A 240/A 240M, Type 304, dead soft, fully annealed; with smooth, flat surface.
1. Finish: 2D (dull, cold rolled).
2.3 UNDERLAYMENT MATERIALS
A. Felt: ASTM D 226/D 226M, Type II (No. 30), asphalt-saturated organic felt; nonperforated.
B. Synthetic Underlayment: Laminated or reinforced, woven polyethylene or polypropylene, synthetic roofing underlayment; bitumen free; slip resistant; suitable for high temperatures over 220 deg F; and complying with physical requirements of ASTM D 226/D 226M for Type I and Type II felts.
C. Self-Adhering, High-Temperature Sheet: Minimum 30 mils thick, consisting of a slip- resistant polyethylene- or polypropylene-film top surface laminated to a layer of butyl- or SBS-modified asphalt adhesive, with release-paper backing; specifically designed to withstand high metal temperatures beneath metal roofing. Provide primer according to written recommendations of underlayment manufacturer.
1. Thermal Stability: ASTM D 1970; stable after testing at 240 deg F or higher.
2. Low-Temperature Flexibility: ASTM D 1970; passes after testing at minus 20 deg F or lower.
D. Slip Sheet: Rosin-sized building paper, 3 lb/100 sq. ft. minimum.
2.4 MISCELLANEOUS MATERIALS
A. General: Provide materials and types of fasteners, protective coatings, sealants, and other miscellaneous items as required for complete sheet metal flashing and trim installation and as recommended by manufacturer of primary sheet metal or manufactured item unless otherwise
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Contract No. 5554 076200 - 5
indicated.
B. Fasteners: Wood screws, annular threaded nails, self-tapping screws, self-locking rivets and bolts, and other suitable fasteners designed to withstand design loads and recommended by manufacturer of primary sheet metal or manufactured item.
1. General: Blind fasteners or self-drilling screws, gasketed, with hex-washer head. a. Exposed Fasteners: Heads matching color of sheet metal using plastic caps or factory-applied coating. Provide metal-backed EPDM or PVC sealing washers under heads of exposed fasteners bearing on weather side of metal. b. Blind Fasteners: High-strength aluminum or stainless-steel rivets suitable for metal being fastened.
c. Spikes and Ferrules: Same material as gutter; with spike with ferrule matching internal gutter width.
2. Fasteners for Aluminum Sheet: Aluminum or Series 300 stainless steel.
3. Fasteners for Stainless-Steel Sheet: Series 300 stainless steel.
C. Sealant Tape: Pressure-sensitive, 100 percent solids, polyisobutylene compound sealant tape with release-paper backing. Provide permanently elastic, nonsag, nontoxic, nonstaining tape 1/2 inch wide and 1/8 inch thick.
D. Elastomeric Sealant: ASTM C 920, elastomeric polyurethane and silicone polymer sealant; of type, grade, class, and use classifications required to seal joints in sheet metal flashing and trim and remain watertight.
E. Butyl Sealant: ASTM C 1311, single-component, solvent-release butyl rubber sealant; polyisobutylene plasticized; heavy bodied for hooked-type expansion joints with limited movement.
F. Epoxy Seam Sealer: Two-part, noncorrosive, aluminum seam-cementing compound, recommended by aluminum manufacturer for exterior nonmoving joints, including riveted joints.
G. Bituminous Coating: Cold-applied asphalt emulsion according to ASTM D 1187.
H. Asphalt Roofing Cement: ASTM D 4586, asbestos free, of consistency required for application.
2.5 MANUFACTURED SHEET METAL FLASHING AND TRIM
A. Through-Wall, Ribbed, Sheet Metal Flashing: Manufacture through-wall sheet metal flashing for embedment in masonry, with ribs at 3-inch intervals along length of flashing to provide integral mortar bond. Manufacture through-wall flashing with snap lock receiver on exterior face to receive counterflashing.
1. Stainless Steel: 0.016 inch thick.
B. Reglets: Units of type, material, and profile required, formed to provide secure interlocking of separate reglet and counterflashing pieces, and compatible with flashing indicated with factory- mitered and -welded corners and junction and with interlocking counterflashing on exterior face,
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Contract No. 5554 076200 - 6
of same metal as reglet.
1. Material: Stainless steel, 0.019 inch thick; Aluminum, 0.024 inch thick.
2. Surface-Mounted Type: Provide with slotted holes for fastening to substrate, with neoprene or other suitable weatherproofing washers, and with channel for sealant at top edge.
3. Stucco Type: Provide with upturned fastening flange and extension leg of length to match thickness of applied finish materials.
4. Concrete Type: Provide temporary closure tape to keep reglet free of concrete materials, special fasteners for attaching reglet to concrete forms, and guides to ensure alignment of reglet section ends.
5. Masonry Type: Provide with offset top flange for embedment in masonry mortar joint.
6. Accessories:
a. Flexible-Flashing Retainer: Provide resilient plastic or rubber accessory to secure flexible flashing in reglet where clearance does not permit use of standard metal counterflashing or where Drawings show reglet without metal counterflashing.
b. Counterflashing Wind-Restraint Clips: Provide clips to be installed before counterflashing to prevent wind uplift of counterflashing's lower edge.
7. Finish: Mill and where exposed with manufacturer's standard color coating.
2.6 FABRICATION, GENERAL
A. General: Custom fabricate sheet metal flashing and trim to comply with details shown and recommendations in cited sheet metal standard that apply to design, dimensions, geometry, metal thickness, and other characteristics of item required. Fabricate sheet metal flashing and trim in shop to greatest extent possible.
1. Fabricate sheet metal flashing and trim in thickness or weight needed to comply with performance requirements, but not less than that specified for each application and metal.
2. Obtain field measurements for accurate fit before shop fabrication.
3. Form sheet metal flashing and trim to fit substrates without excessive oil canning, buckling, and tool marks; true to line, levels, and slopes; and with exposed edges folded back to form hems.
4. Conceal fasteners and expansion provisions where possible. Do not use exposed fasteners on faces exposed to view.
B. Fabrication Tolerances: Fabricate sheet metal flashing and trim that is capable of installation to a tolerance of 1/4 inch in 20 feet on slope and location lines indicated on Drawings and within 1/8- inch offset of adjoining faces and of alignment of matching profiles.
C. Fabrication Tolerances: Fabricate sheet metal flashing and trim that is capable of installation to tolerances specified in MCA's "Guide Specification for Residential Metal Roofing." D. Expansion Provisions: Form metal for thermal expansion of exposed flashing and trim.
1. Form expansion joints of intermeshing hooked flanges, not less than 1 inch deep, filled with butyl sealant concealed within joints.
2. Use lapped expansion joints only where indicated on Drawings.
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Contract No. 5554 076200 - 7
E. Sealant Joints: Where movable, non expansion-type joints are required, form metal to provide for proper installation of elastomeric sealant according to cited sheet metal standard.
F. Fabricate cleats and attachment devices from same material as accessory being anchored or from compatible, noncorrosive metal.
G. Fabricate cleats and attachment devices of sizes as recommended by cited sheet metal standard and by FM Global Property Loss Prevention Data Sheet 1-49 for application, but not less than thickness of metal being secured.
H. Seams: Fabricate nonmoving seams with flat-lock seams. Tin edges to be seamed, form seams, and solder.
I. Seams: Fabricate nonmoving seams with flat-lock seams. Form seams and seal with elastomeric sealant unless otherwise recommended by sealant manufacturer for intended use.
J. Seams for Aluminum: Fabricate nonmoving seams with flat-lock seams. Form seams and seal with epoxy seam sealer.
K. Do not use graphite pencils to mark metal surfaces.
2.7 ROOF-DRAINAGE SHEET METAL FABRICATIONS
A. Downspouts: Fabricate rectangular downspouts to dimensions indicated, complete with mitered elbows. Furnish with metal hangers from same material as downspouts and anchors.
1. Fabricated Hanger Style: to match existing in according to SMACNA's "Architectural Sheet Metal Manual."
2. Manufactured Hanger Style: to match existing in according to SMACNA's "Architectural Sheet Metal Manual."
3. Fabricate from the following materials:
a. Aluminum: 0.024 inch thick.
2.8 LOW-SLOPE ROOF SHEET METAL FABRICATIONS
A. Roof Edge Flashing: Fabricate in minimum 96-inch long, but not exceeding 12-foot long sections.
Furnish with 6-inch wide, joint cover plates. Shop fabricate interior and exterior corners.
1. Joint Style: [Overlapped, 4 inches wide. Butted with expansion space and 6-inch wide, concealed backup plate.
2. Fabricate with scuppers spaced 10 feet apart, to dimensions required with 4-inch wide flanges and base extending 4 inches beyond cant or tapered strip into field of roof. Fasten gravel guard angles to base of scupper.
3. Fabricate from the Following Materials:
a. Aluminum: 0.050 inch thick.
b. Stainless Steel: 0.019 inch thick.
B. Copings: Fabricate in minimum 96-inch long, but not exceeding 12-foot long, sections. Fabricate joint plates of same thickness as copings. Furnish with continuous cleats to support edge of
SHEET METAL FLASHINGS AND TRIM
Contract No. 5554 076200 - 8
external leg and drill elongated holes for fasteners on interior leg. Miter corners, fasten and seal watertight. Shop fabricate interior and exterior corners.
1. Coping Profile: To match existing in according to SMACNA's "Architectural Sheet Metal Manual."
2. Joint Style: Butted with expansion space and 6-inch wide, concealed backup plate.
3. Fabricate from the Following Materials:
a. Aluminum: 0.050 inch thick.
C. Base Flashing: Shop fabricate interior and exterior corners. Fabricate from the following materials:
1. Aluminum: 0.040 inch thick.
2. Stainless Steel: 0.019 inch thick.
D. Counterflashing: Shop fabricate interior and exterior corners. Fabricate from the following materials:
1. Aluminum: 0.032 inch thick.
2. Stainless Steel: 0.019 inch thick.
E. Flashing Receivers: Fabricate from the following materials:
1. Aluminum: 0.032 inch thick.
2. Stainless Steel: 0.016 inch thick.
F. Roof-Penetration Flashing: Fabricate from the following materials:
1. Stainless Steel: 0.019 inch thick.
G. Roof-Drain Flashing: Fabricate from the following materials:
1. Stainless Steel: 0.016 inch thick.
2.9 WALL SHEET METAL FABRICATIONS
A. Through-Wall Flashing: Fabricate continuous flashings in minimum 96-inch long, but not exceeding 12-foot long, sections, under copings, and at shelf angles. Fabricate discontinuous lintel, sill, and similar flashings to extend 6 inches beyond each side of wall openings; and form with 2-inch high, end dams. Fabricate from the following materials:
1. Stainless Steel: 0.016 inch thick.
B. Opening Flashings in Frame Construction: Fabricate head, sill, jamb, and similar flashings to extend 4 inches beyond wall openings. Form head and sill flashing with 2-inch high, end dams.
Fabricate from the following materials:
1. Aluminum: 0.032 inch thick.
2. Stainless Steel: 0.016 inch thick.
2.10 MISCELLANEOUS SHEET METAL FABRICATIONS
A. Equipment Support Flashing: Fabricate from the following materials:
1. Stainless Steel: 0.019 inch thick.
SHEET METAL FLASHINGS AND TRIM
Contract No. 5554 076200 - 9
PART 3 - EXECUTION
3.1 EXAMINATION
A. Examine substrates, areas, and conditions, with Installer present, for compliance with requirements for installation tolerances, substrate, and other conditions affecting performance of the Work.
1. Verify compliance with requirements for installation tolerances of substrates.
2. Verify that substrate is sound, dry, smooth, clean, sloped for drainage, and securely anchored.
3. Verify that air- or water-resistant barriers have been installed over sheathing or backing substrate to prevent air infiltration or water penetration.
B. Proceed with installation by replacing all flashing, gutters, coping, edge metal, and downspouts in kind and match existing color only after unsatisfactory conditions have been corrected.
3.2 UNDERLAYMENT INSTALLATION
A. Felt Underlayment: Install felt underlayment, wrinkle free, using adhesive to minimize use of mechanical fasteners under sheet metal flashing and trim. Apply in shingle fashion to shed water, with lapped joints of not less than 2 inches.
B. Synthetic Underlayment: Install synthetic underlayment, wrinkle free, according to manufacturers' written instructions, and using adhesive where possible to minimize use of mechanical fasteners under sheet metal.
C. Self-Adhering Sheet Underlayment: Install self-adhering sheet underlayment, wrinkle free. Prime substrate if recommended by underlayment manufacturer. Comply with temperature restrictions of underlayment manufacturer for installation; use primer for installing underlayment at low temperatures. Apply in shingle fashion to shed water, with end laps of not less than 6 inches staggered 24 inches between courses. Overlap side edges not less than 3-1/2 inches. Roll laps and edges with roller. Cover underlayment within 14 days.
D. Apply slip sheet, wrinkle free, over underlayment before installing sheet metal flashing and trim.
3.3 INSTALLATION, GENERAL
A. General: Anchor sheet metal flashing and trim and other components of the Work securely in place, with provisions for thermal and structural movement. Use fasteners protective coatings, separators, sealants, and other miscellaneous items as required to complete sheet metal flashing and trim system.
1. Install sheet metal flashing and trim true to line, levels, and slopes. Provide uniform, neat seams with minimum exposure of solder, welds, and sealant.
2. Install sheet metal flashing and trim to fit substrates and to result in watertight performance.
Verify shapes and dimensions of surfaces to be covered before fabricating sheet metal.
3. Space cleats not more than 12 inches apart. Attach each cleat with at least two fasteners.
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Contract No. 5554 076200 - 10
Bend tabs over fasteners.
4. Install exposed sheet metal flashing and trim with limited oil canning, and free of buckling and tool marks.
5. Torch cutting of sheet metal flashing and trim is not permitted.
6. Do not use graphite pencils to mark metal surfaces.
B. Metal Protection: Where dissimilar metals contact each other, or where metal contacts pressure- treated wood or other corrosive substrates, protect against galvanic action or corrosion by painting contact surfaces with bituminous coating or by other permanent separation as recommended by sheet metal manufacturer or cited sheet metal standard.
1. Coat concealed side of uncoated-aluminum and stainless-steel sheet metal flashing and trim with bituminous coating where flashing and trim contact wood, ferrous metal, or cementitious construction.
2. Underlayment: Where installing sheet metal flashing and trim directly on cementitious or wood substrates, install underlayment and cover with slip sheet.
C. Expansion Provisions: Provide for thermal expansion of exposed flashing and trim. Space movement joints at maximum of 10 feet with no joints within 24 inches of corner or intersection.
1. Form expansion joints of intermeshing hooked flanges, not less than 1 inch deep, filled with sealant concealed within joints.
2. Use lapped expansion joints only where indicated on Drawings.
D. Fasteners: Use fastener sizes that penetrate substrate not less than recommended by fastener manufacturer to achieve maximum pull-out resistance.
E. Conceal fasteners and expansion provisions where possible in exposed work and locate to minimize possibility of leakage. Cover and seal fasteners and anchors as required for a tight installation.
F. Seal joints as required for watertight construction.
1. Use sealant-filled joints unless otherwise indicated. Embed hooked flanges of joint members not less than 1 inch into sealant. Form joints to completely conceal sealant. When ambient temperature at time of installation is between 40 and 70 deg F, set joint members for 50 percent movement each way. Adjust setting proportionately for installation at higher ambient temperatures. Do not install sealant-type joints at temperatures below 40 deg F.
2. Prepare joints and apply sealants to comply with requirements in Section 079200 "Joint Sealants."
G. Rivets: Provide rivet joints in uncoated aluminum where necessary for strength.
3.4 ROOF-DRAINAGE SYSTEM INSTALLATION
A. General: Install sheet metal roof-drainage items to produce complete roof-drainage system according to cited sheet metal standard unless otherwise indicated. Coordinate installation of roof perimeter flashing with installation of roof-drainage system.
B. Downspouts: Join sections with 1-1/2-inch telescoping joints.
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Contract No. 5554 076200 - 11
1. Provide hangers with fasteners designed to hold downspouts securely to walls. Locate hangers at top and bottom and at approximately 60 inches o.c.
2. Provide elbows at base of downspout to direct water away from building.
3. Connect downspouts to underground drainage system.
C. Expansion-Joint Covers: Install expansion-joint covers at locations and of configuration indicated. Lap joints minimum of 4 inches in direction of water flow.
3.5 ROOF FLASHING INSTALLATION
A. General: Install sheet metal flashing and trim to comply with performance requirements, sheet metal manufacturer's written installation instructions, and cited sheet metal standard.
Provide concealed fasteners where possible, and set units true to line, levels, and slopes. Install work with laps, joints, and seams that are permanently watertight and weather resistant.
B. Roof Edge Flashing: Anchor to resist uplift and outward forces according to recommendations in cited sheet metal standard unless otherwise indicated. Interlock bottom edge of roof edge flashing with continuous cleat anchored to substrate at staggered 3-inch centers.
C. Roof Edge Flashing: Anchor to resist uplift and outward forces according to recommendations in FM Global Property Loss Prevention Data Sheet 1-49 for FM Approvals' listing for required windstorm classification.
D. Copings: Anchor to resist uplift and outward forces according to recommendations in cited sheet metal standard unless otherwise indicated.
1. Interlock exterior bottom edge of coping with continuous cleat anchored to substrate at 24-inch centers.
2. Anchor interior leg of coping with washers and screw fasteners through slotted holes at 24-inch centers.
E. Copings: Anchor to resist uplift and outward forces according to recommendations in FM Global Property Loss Prevention Data Sheet 1-49 for specified FM Approvals' listing for required windstorm classification.
F. Pipe or Post Counterflashing: Install counterflashing umbrella with close-fitting collar with top edge flared for elastomeric sealant, extending minimum of 4 inches over base flashing. Install stainless-steel draw band and tighten.
G. Counterflashing: Coordinate installation of counterflashing with installation of base flashing.
Insert counterflashing in reglets or receivers and fit tightly to base flashing. Extend counterflashing 4 inches over base flashing. Lap counterflashing joints minimum of 4 inches.
Secure in waterproof manner by means of interlocking folded seam or blind rivets and sealant at 36-inch centers unless otherwise indicated.
H. Roof-Penetration Flashing: Coordinate installation of roof-penetration flashing with installation of roofing and other items penetrating roof. Seal with elastomeric sealant and clamp flashing to pipes that penetrate roof.
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Contract No. 5554 076200 - 12
3.6 WALL FLASHING INSTALLATION
A. General: Install sheet metal wall flashing to intercept and exclude penetrating moisture according to cited sheet metal standard unless otherwise indicated. Coordinate installation of wall flashing with installation of wall-opening components such as windows, doors, and louvers.
B. Opening Flashings in Frame Construction: Install continuous head, sill and similar flashings to extend 4 inches beyond wall openings.
3.7 MISCELLANEOUS FLASHING INSTALLATION
A. Equipment Support Flashing: Coordinate installation of equipment support flashing with installation of roofing and equipment. Weld or seal flashing with elastomeric sealant to equipment support member.
B. Overhead-Piping Safety Pans: Suspend pans from structure above, independent of other overhead items such as equipment, piping, and conduit, unless otherwise indicated on Drawings. Pipe and install drain line to plumbing waste or drainage system.
3.8 ERECTION TOLERANCES
A. Installation Tolerances: Shim and align sheet metal flashing and trim within installed tolerance of 1/4 inch in 20 feet on slope and location lines indicated on Drawings and within 1/8-inch offset of adjoining faces and of alignment of matching profiles.
B. Installation Tolerances: Shim and align sheet metal flashing and trim within installed tolerances specified in MCA's "Guide Specification for Residential Metal Roofing."
3.9 CLEANING AND PROTECTION
A. Clean exposed metal surfaces of substances that interfere with uniform oxidation and weathering.
B. Clean and neutralize flux materials. Clean off excess solder.
C. Clean off excess sealants.
D. Remove temporary protective coverings and strippable films as sheet metal flashing and trim are installed unless otherwise indicated in manufacturer's written installation instructions. On completion of sheet metal flashing and trim installation, remove unused materials and clean finished surfaces as recommended by sheet metal flashing and trim manufacturer. Maintain sheet metal flashing and trim in clean condition during construction.
E. Replace sheet metal flashing and trim that have been damaged or that have deteriorated beyond successful repair by finish touchup or similar minor repair procedures.
END OF SECTION
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076200
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TRIM
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JOINT SEALANTS
Contract No. 5554 07 9200-1 SECTION 07 92 00 JOINT SEALANTS
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Silicone joint sealants.
2. Urethane joint sealants.
3. Latex joint sealants.
4. Preformed joint sealants.
1.2 ACTION SUBMITTALS
A. Product Data: For each joint-sealant product indicated.
B. Product test reports.
C. Warranties.
1.3 QUALITY ASSURANCE
A. Testing Agency Qualifications: Qualified according to ASTM C 1021 to conduct the testing indicated.
1.4 WARRANTY
A. Special Installer's Warranty: Manufacturer's standard form in which Installer agrees to repair or replace joint sealants that do not comply with performance and other requirements specified in this Section within specified warranty period.
1. Warranty Period: Two years from date of Substantial Completion.
B. Special Manufacturer's Warranty: Manufacturer's standard form in which joint-sealant manufacturer agrees to furnish joint sealants to repair or replace those that do not comply with performance and other requirements specified in this Section within specified warranty period.
PART 2 - PRODUCTS
2.1 MATERIALS, GENERAL
A. Low-Emitting Interior Sealants: Sealants and sealant primers used inside the weatherproofing system shall comply with the testing and product requirements of the California Department of
JOINT SEALANTS
Contract No. 5554 07 9200-2 Health Services' "Standard Practice for the Testing of Volatile Organic Emissions from Various Sources Using Small-Scale Environmental Chambers."
B. Liquid-Applied Joint Sealants: Comply with ASTM C 920 and other requirements indicated for each liquid-applied joint sealant specified, including those referencing ASTM C 920 classifications for type, grade, class, and uses related to exposure and joint substrates.
C. Stain-Test-Response Characteristics: Where sealants are specified to be nonstaining to porous substrates, provide products that have undergone testing according to ASTM C 1248 and have not stained porous joint substrates indicated for Project.
2.2 SILICONE JOINT SEALANTS
A. Mildew-Resistant Neutral-Curing Silicone Joint Sealant: ASTM C 920.
1. Manufacturers: Subject to compliance with requirements, available manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following:
a. BASF Building Systems.
b. Dow Corning Corporation.
c. GE Advanced Materials - Silicones.
d. May National Associates, Inc.
e. Pecora Corporation.
f. Polymeric Systems, Inc.
g. Schnee-Morehead, Inc.
h. Sika Corporation; Construction Products Division.
i. Tremco Incorporated.
2. Type: Single component (S).
3. Grade: Nonsag (NS).
4. Class: 100/50.
5. Uses Related to Exposure: Traffic (T).
2.3 URETHANE JOINT SEALANTS
A. Urethane Joint Sealant : ASTM C 920.
1. Manufacturers: Subject to compliance with requirements, available manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following:
a. BASF Building Systems.
b. Bostik, Inc.
c. Lymtal, International, Inc.
d. May National Associates, Inc.
e. Pacific Polymers International, Inc.
f. Pecora Corporation.
g. Polymeric Systems, Inc.
JOINT SEALANTS
Contract No. 5554 07 9200-3 h. Schnee-Morehead, Inc.
i. Sika Corporation; Construction Products Division.
j. Tremco Incorporated.
2. Type: Single component (S).
3. Grade: Nonsag (NS).
4. Class: 100/50.
5. Uses Related to Exposure: Traffic (T).
2.4 LATEX JOINT SEALANTS
A. Latex Joint Sealant: Acrylic latex or siliconized acrylic latex, ASTM C 834, Type OP, Grade NF.
1. Manufacturers: Subject to compliance with requirements, available manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following:
2. Basis-of-Design Product: Subject to compliance with requirements, provide comparable product by one of the following:
a. BASF Building Systems.
b. Bostik, Inc.
c. May National Associates, Inc.
d. Pecora Corporation.
e. Schnee-Morehead, Inc.
f. Tremco Incorporated.
2.5 PREFORMED JOINT SEALANTS
A. Preformed Foam Joint Sealant: Manufacturer's standard preformed, precompressed, open-cell foam sealant manufactured from urethane foam with minimum density of 10 lb/cu. ft. (160 kg/cu. m) and impregnated with a nondrying, water-repellent agent. Factory produce in precompressed sizes in roll or stick form to fit joint widths indicated; coated on one side with a pressure-sensitive adhesive and covered with protective wrapping.
1. Manufacturers: Subject to compliance with requirements, available manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following:
a. Dayton Superior Specialty Chemicals.
b. EMSEAL Joint Systems, Ltd.
c. Sandell Manufacturing Co.
d. Schul International, Inc.
e. Willseal USA, LLC.
JOINT SEALANTS
Contract No. 5554 07 9200-4
2.6 JOINT SEALANT BACKING
A. Cylindrical Sealant Backings: ASTM C 1330, Type O (open-cell material) and of size and density to control sealant depth and otherwise contribute to producing optimum sealant performance.
B. Bond-Breaker Tape: Polyethylene tape or other plastic tape recommended by sealant manufacturer.
2.7 MISCELLANEOUS MATERIALS
A. Primer: Material recommended by joint-sealant manufacturer where required for adhesion of sealant to joint substrates indicated, as determined from preconstruction joint-sealant-substrate tests and field tests.
B. Cleaners for Nonporous Surfaces: Chemical cleaners acceptable to manufacturers of sealants and sealants backing materials.
C. Masking Tape: Nonstaining, nonabsorbent material compatible with joint sealants and surfaces adjacent to joints.
PART 3 - EXECUTION
3.1 PREPARATION
A. Surface Cleaning of Joints: Clean out joints immediately before installing joint sealants to comply with joint-sealant manufacturer's written instructions.
1. Remove laitance and form-release agents from concrete.
2. Clean nonporous joint substrate surfaces with chemical cleaners or other means that do not stain, harm substrates, or leave residues capable of interfering with adhesion of joint sealants.
B. Joint Priming: Prime joint substrates where recommended by joint-sealant manufacturer or as indicated by preconstruction joint-sealant-substrate tests or prior experience. Apply primer to comply with joint-sealant manufacturer's written instructions. Confine primers to areas of joint- sealant bond; do not allow spillage or migration onto adjoining surfaces.
C. Masking Tape:
Use masking tape where required to prevent contact of sealant or primer with adjoining surfaces that otherwise would be permanently stained or damaged by such contact or by cleaning methods required to remove sealant smears. Remove tape immediately after tooling without disturbing joint seal.
3.2 INSTALLATION
A. Sealant Installation Standard: Comply with recommendations in ASTM C 1193 for use of joint sealants as applicable to materials, applications, and conditions indicated.
JOINT SEALANTS
Contract No. 5554 07 9200-5 B. Install sealant backings of kind indicated to support sealants during application and at position required to produce cross-sectional shapes and depths of installed sealants relative to joint widths that allow optimum sealant movement capability.
1. Do not leave gaps between ends of sealant backings.
2. Do not stretch, twist, puncture, or tear sealant backings.
3. Remove absorbent sealant backings that have become wet before sealant application and replace them with dry materials.
C. Install bond-breaker tape behind sealants where sealant backings are not used between sealants and backs of joints.
D. Install sealants using proven techniques that comply with the following and at the same time backings are installed:
1. Place sealants so they directly contact and fully wet joint substrates.
2. Completely fill recesses in each joint configuration.
3. Produce uniform, cross-sectional shapes and depths relative to joint widths that allow optimum sealant movement capability.
E. Tooling of Nonsag Sealants: Immediately after sealant application and before skinning or curing begins, tool sealants according to requirements specified in subparagraphs below to form smooth, uniform beads of configuration indicated; to eliminate air pockets; and to ensure contact and adhesion of sealant with sides of joint.
1. Remove excess sealant from surfaces adjacent to joints.
2. Use tooling agents that are approved in writing by sealant manufacturer and that do not discolor sealants or adjac
ent surfaces.
3. Provide concave joint profile per Figure 8A in ASTM C 1193, unless otherwise indicated.
3.3 FIELD QUALITY CONTROL
A. Field-Adhesion Testing: Field test joint-sealant adhesion to joint substrates as follows:
1. Test Method: Test joint sealants according to Method A, Field-Applied Sealant Joint Hand Pull Tab, in Appendix X1 in ASTM C 1193 or Method A, Tail Procedure, in ASTM C 1521.
B. Evaluation of Field-Adhesion Test Results: Sealants not evidencing adhesive failure from testing or noncompliance with other indicated requirements will be considered satisfactory. Remove sealants that fail to adhere to joint substrates during testing or to comply with other requirements. Retest failed applications until test results prove sealants comply with indicated requirements.
3.4 JOINT-SEALANT SCHEDULE
A. Joint-Sealant Application: Exterior joints in horizontal traffic surfaces
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Contract No. 5554 07 9200-6
1. Joint Locations:
a. Isolation and contraction joints in cast-in-place concrete slabs. b. Tile control and expansion joints.
c. Other joints as indicated.
2. Joint Sealant: Silicone.
3. Joint-Sealant Color: As selected by Architect from manufacturer's full range of colors.
B. Joint-Sealant Application: Exterior joints in vertical surfaces and horizontal nontraffic surfaces.
1. Joint Locations:
a. Construction joints in cast-in-place concrete.
b. Perimeter joints between materials listed above and frames of doors, windows, and, louvers where occur.
c. Control and expansion joints in ceilings and other overhead surfaces. d. Other joints as indicated.
2. Joint Sealant: Urethane.
3. Joint-Sealant Color: As selected by Architect from manufacturer's full range of colors.
C. Joint-Sealant Application: Interior joints in horizontal traffic surfaces.
1. Joint Locations:
a. Isolation joints in cast-in-place concrete slabs.
b. Other joints as indicated.
2. Joint Sealant: Preformed foam.
3. Joint-Sealant Color: As selected by Architect from manufacturer's full range of colors.
D. Joint-Sealant Application: Interior joints in vertical surfaces and horizontal nontraffic surfaces.
1. Joint Locations:
a. Control and expansion joints on exposed interior surfaces of exterior walls. b. Perimeter joints of exterior openings where indicated. c. Tile control and expansion joints.
d. Vertical joints on exposed surfaces of walls and partitions. e. Joints on underside of plant-precast structural concrete beams and planks. f. Perimeter joints between interior wall surfaces and frames of interior doors and
windows.
g. Other joints as indicated.
2. Joint Sealant: Latex.
JOINT SEALANTS
Contract No. 5554 07 9200-7
3. Joint-Sealant Color: As selected by Architect from manufacturer's full range of colors.
E. Joint-Sealant Application: Mildew-resistant interior joints in vertical surfaces and horizontal nontraffic surfaces.
1. Joint Sealant Location:
a. Joints between plumbing fixtures and adjoining walls, floors, and counters. b. Tile control and expansion joints where indicated.
c. Other joints as indicated.
2. Joint Sealant: Silicone.
3. Joint-Sealant Color: As selected by Architect from manufacturer's full range of colors.
END OF SECTION 07 9200
JOINT SEALANTS
Contract No. 5554 07 9200-8
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HOLLOW METAL DOORS AND FRAMES
Contract No. 5554 081113 - 1
SECTION 081113 HOLLOW METAL DOORS AND FRAMES
PART 1 - GENERAL
1.1 SUMMARY
A. Section includes hollow-metal work.
1.2 DEFINITIONS
A. Minimum Thickness: Minimum thickness of base metal without coatings according to NAAMM- HMMA 803 or SDI A250.8.
1.3 ACTION SUBMITTALS
A. Product Data: For each type of product.
B. LEED Submittals:
1. Product Data for Credit MR 4: For products having recycled content, documentation indicating percentages by weight of postconsumer and preconsumer recycled content. Include statement indicating cost for each product having recycled content.
C. Shop Drawings: Include elevations, door edge details, frame profiles, metal thicknesses, preparations for hardware, and other details.
D. Samples for Initial Selection: For units with factory-applied color finishes.
E. Samples for Verification: For each type of exposed finish required.
F. Schedule: Prepared by or under the supervision of supplier, using same reference numbers for details and openings as those on Drawings.
1.4 INFORMATIONAL SUBMITTALS
A. Product test reports.
PART 2 - PRODUCTS
2.1 MANUFACTURERS
A. Manufacturers: Subject to compliance with requirements, available manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following:
1. Amweld International, LLC.
HOLLOW METAL DOORS AND FRAMES
Contract No. 5554 081113 - 2
2. Apex Industries, Inc.
3. Ceco Door Products; an Assa Abloy Group company.
4. Commercial Door & Hardware Inc.
5. Concept Frames, Inc.
6. Curries Company; an Assa Abloy Group company.
7. Custom Metal Products.
8. Daybar.
9. Deansteel.
10. de La Fontaine Industries.
11. DKS Steel Door & Frame Sys. Inc.
12. Door Components, Inc.
13. Fleming-Baron Door Products.
14. Gensteel Doors Inc.
15. Greensteel Industries, Ltd.
16. HMF Express.
17. Hollow Metal Inc.
18. Hollow Metal Xpress.
19. J/R Metal Frames Manufacturing, Inc.
20. Karpen Steel Custom Doors & Frames.
21. L.I.F. Industries, Inc.
22. LaForce, Inc.
23. Megamet Industries, Inc.
24. Mesker Door Inc.
25. Michbi Doors Inc.
26. MPI Group, LLC (The).
27. National Custom Hollow Metal.
28. North American Door Corp.
29. Philipp Manufacturing Co (The).
30. Pioneer Industries, Inc.
31. Premier Products, Inc.
32. Republic Doors and Frames.
33. Rocky Mountain Metals, Inc.
34. Security Metal Products Corp.
35. Shanahans Manufacturing Ltd.
36. Steelcraft; an Ingersoll-Rand company.
37. Steward Steel; Door Division.
38. Stiles Custom Metal, Inc.
39. Titan Metal Products, Inc.
40. Trillium Steel Doors Limited.
41. West Central Mfg. Inc.
2.2 REGULATORY REQUIREMENTS
A. Fire-Rated Assemblies: Complying with NFPA 80 and listed and labeled by a qualified testing agency acceptable to authorities having jurisdiction for fire-protection ratings and temperature-rise limits indicated, based on testing at positive pressure according to NFPA 252 or UL 10C.
1. Smoke- and Draft-Control Assemblies: Provide an assembly with gaskets listed and labeled for smoke and draft control by a qualified testing agency acceptable to authorities having jurisdiction, based on testing according to UL 1784 and installed in compliance with NFPA 105.
HOLLOW METAL DOORS AND FRAMES
Contract No. 5554 081113 - 3
B. Fire-Rated, Borrowed-Light Assemblies: Complying with NFPA 80 and listed and labeled by a testing and inspecting agency acceptable to authorities having jurisdiction for fire-protection ratings indicated, based on testing according to NFPA 257 or UL 9.
2.3 INTERIOR DOORS AND FRAMES
A. Standard-Duty Doors and Frames: SDI A250.8, Level 1. At locations indicated in the Door and Frame Schedule
1. Physical Performance: Level C according to SDI A250.4.
2. Doors:
a. Type: As indicated in the Door and Frame Schedule.
b. Thickness: 1-3/4 inches (44.5 mm)
c. Face: Metallic-coated, cold-rolled steel sheet, minimum thickness of 0.032 inch (0.8 mm).
d. Edge Construction: Model 2, Seamless.
e. Core: Manufacturer's standard.
3. Frames:
a. Materials: Metallic-coated, cold-rolled steel sheet, minimum thickness of 0.042 inch (1.0 mm).
b. Construction: Full profile welded.
4. Exposed Finish: Factory.
B. Recycled Content of Steel Products: Postconsumer recycled content plus one-half of pre-consumer recycled content not less than 25 percent.
C. Cold-Rolled Steel Sheet: ASTM A 1008/A 1008M, Commercial Steel (CS), Type B; suitable for exposed applications.
D. Hot-Rolled Steel Sheet: ASTM A 1011/A 1011M, Commercial Steel (CS), Type B; free of scale, pitting, or surface defects; pickled and oiled.
E. Metallic-Coated Steel Sheet: ASTM A 653/A 653M, Commercial Steel (CS), Type B.
F. Frame Anchors: ASTM A 879/A 879M, Commercial Steel (CS), 04Z (12G) coating designation; mill
phosphatized.
1. For anchors built into exterior walls, steel sheet complying with ASTM A 1008/A 1008M or ASTM A 1011/A 1011M, hot-dip galvanized according to ASTM A 153/A 153M, Class B.
G. Inserts, Bolts, and Fasteners: Hot-dip galvanized according to ASTM A 153/A 153M.
H. Power-Actuated Fasteners in Concrete: From corrosion-resistant materials.
I. Grout: ASTM C 476, except with a maximum slump of 4 inches (102 mm), as measured according to ASTM C 143/C 143M.
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Contract No. 5554 081113 - 4
J. Mineral-Fiber Insulation: ASTM C 665, Type I (blankets without membrane facing).
K. Glazing: Section 088000 "Glazing."
L. Bituminous Coating: Cold-applied asphalt mastic, compounded for 15-mil (0.4-mm) dry film thickness per coat.
2.4 FABRICATION
A. Fabricate hollow-metal work to be rigid and free of defects, warp, or buckle. Accurately form metal to required sizes and profiles, with minimum radius for metal thickness. Where practical, fit and assemble units in manufacturer's plant. To ensure proper assembly at Project site, clearly identify work that cannot be permanently factory assembled before shipment.
B. Hollow-Metal Doors:
1. Exterior Doors: Provide weep-hole openings in bottoms of exterior doors to permit moisture to escape. Seal joints in top edges of doors against water penetration.
2. Astragals: Provide overlapping astragal on one leaf of pairs of doors where required by NFPA 80 for fire-performance rating or where indicated.
C. Hollow-Metal Frames: Where frames are fabricated in sections due to shipping or handling limitations, provide alignment plates or angles at each joint, fabricated of same thickness metal as frames.
1. Sidelight and Transom Bar Frames: Provide closed tubular members with no visible face seams or joints, fabricated from same material as door frame. Fasten members at crossings and to jambs by butt welding.
2. Provide countersunk, flat-
or oval-head exposed screws and bolts for exposed fasteners unless otherwise indicated.
3. Grout Guards: Weld guards to frame at back of hardware mortises in frames to be grouted.
4. Floor Anchors: Weld anchors to bottoms of jambs with at least four spot welds per anchor; however, for slip-on drywall frames, provide anchor clips or countersunk holes at bottoms of jambs.
5. Jamb Anchors: Provide number and spacing of anchors as follows:
a. Masonry Type: Locate anchors not more than 16 inches (406 mm) from top and bottom of frame. Space anchors not more than 32 inches (813 mm) o.c., to match coursing, and as follows:
1) Two anchors per jamb up to 60 inches (1524 mm) high. 2) Three anchors per jamb from 60 to 90 inches (1524 to 2286 mm) high. 3) Four anchors per jamb from 90 to 120 inches (2286 to 3048 mm) high. 4) Four anchors per jamb plus one additional anchor per jamb for each 24 inches (610 mm) or fraction thereof above 120 inches (3048 mm) high. b. Stud-Wall Type: Locate anchors not more than 18 inches (457 mm) from top and bottom of frame. Space anchors not more than 32 inches (813 mm) o.c. and as follows:
HOLLOW METAL DOORS AND FRAMES
Contract No. 5554 081113 - 5
1) Three anchors per jamb up to 60 inches (1524 mm) high. 2) Four anchors per jamb from 60 to 90 inches (1524 to 2286 mm) high. 3) Five anchors per jamb from 90 to 96 inches (2286 to 2438 mm) high. 4) Five anchors per jamb plus one additional anchor per jamb for each 24 inches (610 mm) or fraction thereof above 96 inches (2438 mm) high. c. Compression Type: Not less than two anchors in each frame. d. Post installed Expansion Type: Locate anchors not more than 6 inches (152 mm) from top and bottom of frame. Space anchors not more than 26 inches (660 mm) o.c.
6. Door Silencers: Except on weather-stripped frames, drill stops to receive door silencers. a. Single-Door Frames: Drill stop in strike jamb to receive three door silencers. b. Double-Door Frames: Drill stop in head jamb to receive two door silencers.
D. Hardware Preparation: Factory prepared hollow-metal work to receive templated mortised hardware; include cutouts, reinforcement, mortising, drilling, and tapping according to SDI A250.6, the Door Hardware Schedule, and templates.
1. Reinforce doors and frames to receive non-templated, mortised, and surface-mounted door hardware.
2. Comply with applicable requirements in SDI A250.6 and BHMA A156.115 for preparation of hollow-metal work for hardware.
E. Stops and Moldings: Provide stops and moldings around glazed lites and louvers where indicated.
Form corners of stops and moldings with butted-
hairline joints.
1. Single Glazed Lites: Provide fixed stops and moldings welded on secure side of hollow-metal work.
2. Multiple Glazed Lites: Provide fixed and removable stops and moldings so that each glazed lite is capable of being removed independently.
3. Provide fixed frame moldings on outside of exterior and on secure side of interior doors and frames.
4. Provide loose stops and moldings on inside of hollow-metal work.
5. Coordinate rabbet width between fixed and removable stops with glazing and installation types indicated.
2.5 STEEL FINISHES
A. Prime Finish: Clean, pretreat, and apply manufacturer's standard primer.