Agenda packet — Vernon City Council, March 1, 2022 (part 3 of 7)

ARTICLE 17-MISCELLANEOUS PROVISIONS

17.01 COMPLIANCE WITH APPLICABLE LAWS
A. Notices, Compliance
Contractor shall give all notices required by governmental authorities and comply with all applicable laws and lawful orders of governmental authorities, including but not limited to the provisions of the California Code of Regulations applicable to contractors performing construction and all laws, ordinances, rules, regulations and lawful orders relating to safety, prevailing wage and equal employment opportunities.

B. Taxes, Employee Benefits
Contractor shall pay at its own expense, at no cost to the City and without adjustment to the Contract Sum, all local, state and federal taxes, including, without limitation all sales, consumer, business license, use and similar taxes on materials, labor or other items furnished for the Work or portions thereof provided by Contractor or Subcontractors, all taxes arising out of its operations under the Contract Documents and all benefits, insurance, taxes and contributions for social security and unemployment insurance which are measured by wages, salaries or other remuneration paid to Contractor's employees. If under federal excise tax law any transaction hereunder constitutes a sale on which a federal excise tax is imposed and the sale is exempt from such excise tax because it is a sale to meat for its exclusive use, then City, upon request, will execute documents necessary to show that is a political subdivision of the State for the purposes of such exemption and that the sale is for the exclusive use of the City, in which case no excise tax for such materials shall be included in the Bid or Contract Sum.

C. Notice of Violations
Contractor shall immediately notify the City and Director in writing of any instruction received from the City, Director, Architect or other person or entity that, if implemented, would cause a violation of any applicable law or lawful order of a governmental authority. If Contractor fails to provide such notice, then Director shall be entitled to assume that such instruction is in compliance with applicable laws and lawful orders of governmental authorities. If Contractor observes that any portion of the Drawings and Specifications or Work are at variance with applicable laws or lawful orders of governmental authorities, or should Contractor become aware of conditions not covered by the Contract Documents which will result in Work being at variance therewith, Contractor shall promptly notify Director in writing. If, without such notice to Director, Contractor or any Subcontractor performs any Work which it knew, or through the exercise of reasonable care should have known, was contrary to lawful orders of governmental authorities or applicable laws, then Contractor shall bear all resulting losses at its own expense, at no cost to City and without adjustment to the Contract Sum.

17.02 OWNERSHIP OF DESIGN DOCUMENTS
A. Property of City
All Design Documents, Contract Documents and Submittals (including, without limitation, all copies thereof) and all designs and building designs depicted therein are and shall remain the sole and exclusive property of the City and the City shall solely and exclusively hold all copyrights thereto.

Without derogation the City’s rights under this Paragraph, the Contractor and Subcontractors are

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granted a limited, non-exclusive license, revocable at will of City, to use and reproduce applicable portions of the Contract Documents and Submittals as appropriate to and for use in the execution of the Work and for no other purpose.

B. Documents on Site
Contractor shall keep on the Project site, at all times and for use by City, Director, Inspectors of Record and City’s Consultants, a complete set of the Contract Documents that have been approved by applicable Governmental Authorities.

C. Delivery to City
All Design Documents, Contract Documents and Submittals in the possession of Contractor or Subcontractors shall be returned to the City upon the earlier of Final Completion or termination of the Construction Contract; provided, however, that Contractor and each Subcontractor shall have the right to retain one (1) copy of the Contract Documents and Submittals for its permanent records D. Subcontractors
Contractor shall take all necessary steps to assure that a provision is included in all subcontracts with Subcontractors, of every tier, who perform Work on the Project establishing, protecting and preserving the, City’s rights set forth in this Paragraph.

17.03 AMENDMENTS
The Contract Documents may be amended only by a written instrument duly executed by the parties or their respective successors or assigns.

17.04 WAIVER
Either party's waiver of any breach or failure to enforce any of the terms, covenants, conditions or other provisions of the Contract Documents at any time shall not in any way limit or waive that party's right thereafter to enforce or compel strict compliance with every term, covenant, condition or other provision, any course of dealing or custom of the trade notwithstanding. Furthermore, if the parties make and implement any interpretation of the Contract Documents without documenting such interpretation by an instrument in writing signed by both parties, such interpretation and implementation thereof will not be binding in the event of any future disputes.

17.05 INDEPENDENT CONTRACTOR
Contractor is an independent contractor, and nothing contained in the Contract Documents shall be construed as constituting any relationship with City other than that of Project owner and independent contractor. In no event shall the relationship between City and Contractor be construed as creating any relationship whatsoever between City and Contractor's employees. Neither Contractor nor any of its employees is or shall be deemed to be an employee of City. Except as otherwise specified in the Contract Documents, Contractor has sole authority and responsibility to employ, discharge and otherwise control its employees and has complete and sole responsibility as a principal for its agents, for all Subcontractors and for all other Persons that Contractor or any Subcontractor hires to perform or assist in performing the Work.

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17.06 SUCCESSORS AND ASSIGNS
The Contract Documents shall be binding upon and inure to the benefit of City and Contractor and their permitted successors, assigns and legal representatives.

A. City may assign all or part of its right, title and interest in and to any Contract Documents, including rights with respect to the Payment and Performance Bonds, to (a) any other governmental person as permitted by governmental rules, provided that the successor or assignee has assumed all of City's obligations, duties and liabilities under the Contract Document then in effect; and (b) any other Person with the prior written approval of Contractor.

B. Contractor may collaterally assign its rights to receive payment under the Contract Documents.

Contractor may not delegate any of its duties hereunder, except to Subcontractors as expressly otherwise permitted in the Contract Documents. Contractor's assignment or delegation of any of its Work under the Contract Documents shall be ineffective to relieve Contractor of its responsibility for the Work assigned or delegated, unless City, in its sole discretion, has approved such relief from responsibility.

Any assignment of money shall be subject to all proper set-offs and withholdings in favor of City and to all deductions provided for in the Contract. All money withheld, whether assigned or not, shall be subject to being used by City for completion of the Work, should Contractor be in default.

C. Except for the limited circumstances set forth in Paragraph 17.06-B, above, Contractor may not, without the prior written consent of City in its sole discretion, voluntarily or involuntarily assign, convey, transfer, pledge, mortgage or otherwise encumber its rights or interests under the Contract Documents. No partner, joint venturer, member or shareholder of Contractor may assign, convey, transfer, pledge, mortgage or otherwise encumber its ownership interest in Contractor without the prior written consent of City, in City’s sole discretion.

17.07 SURVIVAL
Contractor’s representations and warranties, the dispute resolution provisions contained in Article 15, and all other provisions which by their inherent character should survive termination of the Contract and/or Final Acceptance, shall survive the termination of the Contract and the Final Acceptance Date.

17.08 LIMITATION ON THIRD PARTY BENEFICIARIES
It is not intended by any of the provisions of the Contract Documents to create any third party beneficiary hereunder or to authorize anyone not a party hereto to maintain a suit for personal injury or property damage pursuant to the terms or provisions hereof, except to the extent that specific provisions (such as the warranty and indemnity provisions) identify third parties and state that they are entitled to benefits hereunder. The duties, obligations and responsibilities of the parties to the Contract Documents with respect to such third parties shall remain as imposed by law. The Contract Documents shall not be construed to create a contractual relationship of any kind between City and a Subcontractor or any other Person except Contractor.

17.09 PERSONAL LIABILITY OF CITY EMPLOYEES
City’s authorized representatives are acting solely as agents and representatives of City when carrying out the provisions of or exercising the power or authority granted to them under the Contract. They shall not be liable either personally or as employees of City for actions in their ordinary course of employment.

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No agent, consultant, Council member, officer or authorized employee of City, shall be personally responsible for any liability arising under the Contract.

17.10 NO ESTOPPEL
City shall not, nor shall any officer thereof, be precluded or estopped by any measurement, estimate or certificate made or given by the City representative or other officer, agent, or employee of City under any provisions of the Contract from at any time (either before or after the final completion and acceptance of the Work and payment therefor) pursuant to any such measurement, estimate or certificate showing the true and correct amount and character of the work done, and materials furnished by Contractor or any person under the Contract or from showing at any time that any such measurement, estimate or certificate is untrue and incorrect, or improperly made in any particular, or that the work and materials, or any part thereof, do not in fact conform to the Contract Documents. Notwithstanding any such measurement, estimate or certificate, or payment made in accordance therewith, City shall not be precluded or estopped from recovering from Contractor and its Sureties such damages as City may sustain by reason of Contractor’s failure to comply or to have complied with the Contract Documents.

17.11 GOVERNING LAW
The laws of the State of California govern the construction and interpretation of the Contract Documents, without regard to conflict of law principles. Unless the Contract Documents provide otherwise, any reference to laws, ordinances, rules, or regulations include their later amendment, modifications, and successor legislation. If Contractor or City brings a lawsuit to enforce or interpret one or more provisions of the Contract Documents, jurisdiction is in the Superior Court of the County of Los Angeles, California, or where otherwise appropriate, in the United States District Court, Central District of California. Contractor and City acknowledge that the Contract Documents were negotiated, entered into, and executed—and the Work was performed—in the City of Vernon, California.

17.12 FURTHER ASSURANCES
Contractor shall promptly execute and deliver to City all such instruments and other documents and assurances as are reasonably requested by City to further evidence the obligations of Contractor hereunder, including assurances regarding assignments of Subcontractors contained herein.

17.13 SEVERABILITY
If any clause, provision, section, paragraph or part of the Contract is ruled invalid by a court having proper jurisdiction, then the parties shall: (a) promptly meet and negotiate a substitute for such clause, provision, section, paragraph or part, which shall, to the greatest extent legally permissible, effect the original intent of the parties, including an equitable adjustment to the Contract Price to account for any change in the Work resulting from such invalidated portion; and (b) if necessary or desirable, apply to the court or other decision maker (as applicable) which declared such invalidity for an interpretation of the invalidated portion to guide the negotiations. The invalidity or unenforceability of any such clause, provision, section, paragraph or part shall not affect the validity or enforceability of the balance of the Contract, which shall be construed and enforced as if the Contract did not contain such invalid or unenforceable clause, provision, section, paragraph or part.

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17.14 HEADINGS
The captions of the sections of the Contract are for convenience only and shall not be deemed part of the Contract or considered in construing the Contract.

17.15 ENTIRE AGREEMENT
The Contract Documents contain the entire understanding of the parties with respect to the subject matter hereof and supersede all prior agreements, understandings, statements, representations and negotiations between the parties with respect to its subject matter.

17.16 COUNTERPARTS
This instrument may be executed in two or more counterparts, each of which shall be deemed an original, but all of which together shall constitute one and the same instrument. [END OF ARTICLE]

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EXHIBIT A1
Bond No.:

Premium Amount: $
Bond’s Effective Date:

PERFORMANCE BOND
RECITALS:

1. The City of Vernon, California (“City”), has awarded to

(Name, address, and telephone of Contractor)
________________________________________________________________________________ (“Principal”), a Contact (the “Contract) for the Work described as follows:

Specification No. : in Vernon, CA.

2. Principal is required under the terms of the Contract and all contract documents referenced in it (“Contract Documents”) to furnish a bond guaranteeing Principal’s faithful performance of the Work.

3. The Contract and Contract Documents, including all their amendments and supplements, are incorporated into this Bond and made a part of it by this reference.

OBLIGATION:

THEREFORE, for value received, We, Principal and
______________________________________________________________________________________________ (Name, address, and telephone of Surety)
______________________________________________________________________________________ (“Surety”), a duly admitted surety insurer under California’s laws, agree as follows:

By this Bond, We jointly and severally obligate and bind ourselves, and our respective heirs, executors, administrators, successors, and assigns to pay City the penal sum of
Dollars ($ ) (“the Bonded Sum”), this amount
comprising not less than the total Contract Sum, in lawful money of the United States of America.

The Licensed Agent for Surety is:
(Name, address, and telephone)
Registered Agent’s California Department of Insurance License No. .

THE CONDITION OF THIS BOND’S OBLIGATION IS THAT, if Principal promptly and faithfully performs the undertakings, terms, covenants, conditions, and agreements in the Contract and Contract Documents (including all their amendments and supplements), all within the time and in the manner that those documents specify, then this obligation becomes null and void. Otherwise, this Bond remains in full force and effect, and the following terms and conditions apply to this Bond:

1. This Bond specifically guarantees Principal’s performance of each obligation and all obligations under the Contract and Contract Documents, as they may be amended and supplemented including, but not limited to, Principal’s liability for liquidated damages, Warranties, Guarantees, Correction, and Maintenance obligations as specified in the Contract and Contract Documents except that Surety’s total obligation, as described here, will not exceed the Bonded Sum.

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2. For those obligations of Principal that survive Final Completion of the Work described in the Contract and Contract Documents, the guarantees in this Bond also survive Final Completion of the Work.

3. When City declares that Principal is in default under the Contract, or Contract Documents, or both, Surety shall promptly: (a) remedy the default; (b) complete the Project according to the Contract Documents’ terms and conditions then in effect; or (c) using a procurement methodology approved by City, select a contractor or contractors acceptable to City to complete all of the Work, and arrange for a contract between the contractor(s) and City. Surety shall make available, as the Work progresses, sufficient funds to pay the cost of completion less the balance of the Contract Sum, and to pay and perform all obligations of Principal under the Contract and Contract Documents including other costs and damages for which Surety is liable under this Bond except that Surety’s total obligation, as described here, will not exceed the Bonded Sum.

4. An alteration, modification, change, addition, deletion, omission, agreement, or supplement to the Contract, Contract Documents, or the nature of the Work performed under the Contract or Contract Documents including, without limitation, an extension of time for performance does not, in any way, affect Surety’s obligations under this Bond. Surety waives any notice of alteration, modification, change, addition, deletion, omission, agreement, supplement, or extension of time.

5. Surety’s obligations under this Bond are separate, independent from, and not contingent upon any other surety’s guaranteeing Principal’s faithful performance of the Work.

6. No right of action accrues on this Bond to any entity other than City or its successors and assigns.

7. If an action at law or in equity is necessary to enforce or interpret this Bond’s terms, Surety must pay in addition to the Bonded Sum City’s reasonable attorneys’ fees and litigation costs, in an amount the court fixes.

8. Surety shall mail City written notice at least 30 days before: (a) the effective date on which the Surety will cancel, terminate, or withdraw from this Bond; or (b) this Bond becomes void or unenforceable for any reason. [Signatures to this Exhibit A1, Performance Bond, Begin on Next Page].

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On the date set forth below, Principal and Surety duly executed this Performance Bond, with the name of each party appearing below and signed by its representative(s) under the authority of its governing body.

Date:

PRINCIPAL: SURETY:

(Company Name) (Company Name)

(Signature) (Signature)
By: By:
(Name and Title) (Name and Title)
Address for Serving Notices or Other Documents: Address for Serving Notices or Other Documents:

▪ THIS BOND MUST BE EXECUTED IN DUPLICATE.
▪ EVIDENCE MUST BE ATTACHED OF THE AUTHORITY OF ANY PERSON SIGNING AS ATTORNEY-IN-FACT. ▪ THE ATTORNEY-IN-FACT’S SIGNATURE MUST BE NOTARIZED.
▪ A CORPORATE SEAL MUST BE IMPRESSED ON THIS FORM WHEN THE PRINCIPAL, OR THE SURETY, OR BOTH, ARE A CORPORATION.

APPROVED AS TO SURETY AND APPROVED AS TO FORM:

AMOUNT OF BONDED SUM:

By: By:

Abraham Alemu, General Manager of Public Utilities Zaynah N. Moussa, Interim City Attorney

CORPORATE SEAL CORPORATE SEAL CORPORATE SEAL

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BOND ACKNOWLEDGMENT
FOR
SURETY’S ATTORNEY-IN-FACT

STATE OF CALIFORNIA )
) ss

COUNTY OF )
On this day of , 20 ,
before me, (name), a Notary Public for said County, personally appeared (name), who proved to me on the basis of
satisfactory evidence to be the person whose name is subscribed to this instrument as the attorney in fact of , and acknowledged to me that he/she subscribed the
name of thereto as principal, and his/he own name as
attorney in fact.

I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct.

Notary Public
SEAL

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EXHIBIT A2
Bond No.:

Premium Amount: $
Bond’s Effective Date:

PAYMENT BOND
(LABOR AND MATERIALS)
RECITALS:

1. The City of Vernon, California (“City”), has awarded to __________________________________________________________________________________________ (Name, address, and telephone of Design-Builder)
________________________________________________________________________________ (“Principal”), a Contract (the “Contract”) for the Work described as follows:

Specification No. : in Vernon, CA.

2. Principal is required under California Civil Code Sections 9550-9566 and the terms of the Contract and all contract documents referenced in it (“Contract Documents”) to furnish a bond guaranteeing Principal’s paying claims, demands, liens, or suits for any work, labor, services, materials, or equipment furnished or used in the Work.

3. The Contract and Contract Documents, including all their amendments and supplements, are incorporated into this Bond and made a part of it by this reference.

OBLIGATION:

The Licensed Agent for Surety is:
(Name, address, and telephone)
Registered Agent’s California Department of Insurance License No. .

THE CONDITION OF THIS BOND’S OBLIGATION IS THAT, if Principal or a subcontractor fails to pay (a) any person named in California Civil Code Section 9100, or any successor legislation; (b) any amount due under California’s Unemployment Insurance Code, or any successor legislation, for work or labor performed under the Contract or Contract Documents; or (c) any amount under Unemployment Insurance Code Section 13020, or any successor legislation, that Principal or a subcontractor must deduct, withhold, and pay over to the Employment Development Department from the wages of its employees, for work or labor performed under the Contract or Contract Documents, then Surety shall pay for the same in an amount not-to-exceed the Bonded Sum.

Otherwise, this obligation becomes null and void. While this Bond remains in full force and effect, the following terms and conditions apply to this Bond:

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1. This Bond inures to the benefit of any of the persons named in California Civil Code Section 3181, or any successor legislation, giving those persons or their assigns a right of action in any suit brought upon this Bond, unless California Civil Code Section 3267, or any successor legislation, applies.

2. An alteration, modification, change, addition, deletion, omission, agreement, or supplement to the Contract, Contract Documents, or the nature of the Work performed under the Contract or Contract Documents including, without limitation, an extension of time for performance does not, in any way, affect Surety’s obligations under this Bond. Surety waives any notice of alteration, modification, change, addition, deletion, omission, agreement, supplement, or extension of time.

3. Surety’s obligations under this Bond are separate, independent from, and not contingent upon any other surety’s paying claims, demands, liens, or suits for any work, labor, services, materials, or equipment furnished or used in the Work.

4. If an action at law or in equity is necessary to enforce or interpret this Bond’s terms, Surety must pay in addition to the Bonded Sum City’s reasonable attorneys’ fees and litigation costs, in an amount the court fixes.

5. Surety shall mail City written notice at least 30 days before: (a) the effective date on which the Surety will cancel, terminate, or withdraw from this Bond; or (b) this Bond becomes void or unenforceable for any reason. [Signatures to this Exhibit A2, Payment Bond, Begin on Next Page].

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On the date set forth below, Principal and Surety duly executed this Payment Bond, with the name of each party appearing below and signed by its representative(s) under the authority of its governing body.

Date:

PRINCIPAL: SURETY:

(Company Name) (Company Name)

(Signature) (Signature)
By: By:
(Name and Title) (Name and Title)
Address for Serving Notices or Other Documents: Address for Serving Notices or Other Documents:

APPROVED AS TO SURETY AND APPROVED AS TO FORM:

AMOUNT OF BONDED SUM:

By: By:

Abraham Alemu, General Manager of Public Utilities Zaynah N. Moussa, Interim City Attorney

CORPORATE SEAL CORPORATE SEAL CORPORATE SEAL CORPORATE SEAL

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BOND ACKNOWLEDGMENT
FOR
SURETY’S ATTORNEY-IN-FACT

STATE OF CALIFORNIA )
) ss

COUNTY OF )
On this day of , 20 ,
before me, (name), a Notary Public for said County, personally appeared (name), who proved to me on the basis of
satisfactory evidence to be the person whose name is subscribed to this instrument as the attorney in fact of, and acknowledged to me that he/she subscribed the name of thereto as principal, and his/he own name as attorney in fact.

I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct.

Notary Public
SEAL

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EXHIBIT A3
Bond No.:

Premium Amount: $
Bond’s Effective Date:

MAINTENANCE BOND
RECITALS:

1. The City of Vernon, California (“City”), has awarded to

(Name, address, and telephone of Contractor)
_______________________________________________________________________________________ (“Principal”), a Contract (the “Contract”) for the Work described as follows:

Specification No. : in Vernon, CA.

2. Principal is required under the terms of the Contract— and all contract documents referenced in it (“Contract Documents”)— after completion of the Work and before the filing and recordation of a Notice of Completion for the Work, to furnish a bond to secure claims for Maintenance equal to ten percent (10%) of the total amount of the Contract Which shall hold good for a period of one (1) year from the date the City’s Notice of Completion and Acceptance of the Work is filed with the County Recorder, to protect the City against the result of faulty material or workmanship during that time.

3. The Contract and Contract Documents, including all their amendments and supplements, are incorporated into this Bond and made a part of it by this reference.

OBLIGATION:

THEREFORE, for value received, We, Principal and
(Name, address, and telephone of Surety)
______________________________________________________________________________________ (“Surety”), a duly admitted surety insurer under California’s laws, agree as follows:

By this Bond, We jointly and severally obligate and bind ourselves, and our respective heirs, executors, administrators, successors, and assigns to pay City the penal sum of
Dollars ($ ) (“the Bonded Sum”), this amount
comprising not less than ten percent (10%) of the total Contract Sum, in lawful money of the United States of America.

The Licensed Agent for Surety is:
(Name, address, and telephone)
Registered Agent’s California Department of Insurance License No. .

THE CONDITION OF THIS BOND’S OBLIGATION IS THAT if the said Principal or any of his or her or its subcontractors, or the heirs, executors, administrators, successors, or assigns or assigns of any, all, or either of them, shall fail to execute within a reasonable amount of time, or fail to respond within seven (7) days with a written schedule acceptable to the City for same, repair or replacement of any and all Work, together with any other adjacent Work which may be displaced by so doing, that proves to be defective in its workmanship or material for the period of one (1) year (except when otherwise required in the Contract to be for a longer period) from the date the City’s Notice of Completion and Acceptance, or equivalent, is filed with the County Recorder, ordinary wear and tear and unusual abuse or neglect excepted with respect to such Work and labor, the Surety herein shall pay for the same, in an amount not exceeding the sum specified in this Bond.

1. When City declares that Principal is in default under the Contract, or Contract Documents, or both, Surety shall promptly

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remedy the default using a procurement methodology approved by City, select a contractor or contractors acceptable to City to complete all of the Work, and arrange for a contract between the contractor(s) and City. Surety shall make available sufficient funds to pay the cost of repair or replacement of any and all Work and to pay and perform all obligations of Principal under the Contract and Contract Documents including other costs and damages for which Surety is liable under this Bond except that Surety’s total obligation, as described here, will not exceed the Bonded Sum.

2. Should the condition of this bond be fully performed, then this obligation shall become null and void, otherwise it shall be and remain in full force and effect.

3. Surety, for value received, hereby stipulates and agrees that no change, extension of time, alteration, or addition to the terms of said Contract or to the Work to be performed thereunder or the specifications accompanying the same shall in any manner affect its obligations on this bond, and it does hereby waive notice of any such change, extension, alteration, or addition.

4. Surety’s obligations under this Bond are separate, independent from, and not contingent upon any other surety’s guaranteeing Principal’s faithful performance of the Work.

5. No right of action accrues on this Bond to any entity other than City or its successors and assigns.

6. If an action at law or in equity is necessary to enforce or interpret this Bond’s terms, Surety must pay, in addition to the Bonded Sum, City’s reasonable attorneys’ fees and litigation costs, in an amount the court fixes.

7. Surety shall mail City written notice at least 30 days before: (a) the effective date on which the Surety will cancel, terminate, or withdraw from this Bond; or (b) this Bond becomes void or unenforceable for any reason.

8. Death of the Principal shall not relieve Surety of its obligations hereunder. [Signatures to this Exhibit A3, Maintenance Bond, Begin on Next Page].

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On the date set forth below, Principal and Surety duly executed this Maintenance Bond, with the name of each party appearing below and signed by its representative(s) under the authority of its governing body.

Date:

PRINCIPAL: SURETY:

(Company Name) (Company Name)

(Signature) (Signature)
By: By:
(Name and Title) (Name and Title)
Address for Serving Notices or Other Documents: Address for Serving Notices or Other Documents:

APPROVED AS TO SURETY AND APPROVED AS TO FORM:

AMOUNT OF BONDED SUM:

By: By:

Abraham Alemu, General Manager of Public Utilities Zaynah N. Moussa, Interim City Attorney

CORPORATE SEAL CORPORATE SEAL CORPORATE SEAL CORPORATE SEAL

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BOND ACKNOWLEDGMENT
FOR
SURETY’S ATTORNEY-IN-FACT

STATE OF CALIFORNIA )
) ss

I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct.

Notary Public
SEAL

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EXHIBIT A4

INSURANCE REQUIREMENTS

1.0 REQUIRED INSURANCE POLICIES
At its own expense, Contractor shall obtain, pay for, and maintain – and shall require each of its Subcontractors to obtain and maintain – for the duration of the Agreement, policies of insurance meeting the following requirements:

A. Workers’ Compensation/Employer’s Liability Insurance shall provide workers’ compensation statutory benefits as required by law.

1. Employer’s Liability insurance shall be in an amount not less than:
(a) ONE MILLION DOLLARS ($1,000,000) per accident for bodily injury or disease; (b) ONE MILLION DOLLARS ($1,000,000) per employee for bodily injury or disease; and
(c) ONE MILLION DOLLARS ($1,000,000) policy limit.

B. Commercial General Liability (“CGL”) (primary). City and its employees and agents shall be added as additional insureds, not limiting coverage for the additional insured to “ongoing operations” or in any way excluding coverage for completed operations. Coverage shall apply on a primary, non-contributing basis in relation to any other insurance or self-insurance, primary or excess, available to City or any employee, representative or agent of City.

Coverage shall not be limited to the vicarious liability or supervisory role of any additional insured. Coverage shall contain no contractors’ limitation or other endorsement limiting the scope of coverage for liability arising from explosion, collapse, or underground property damage.

1. CGL insurance must not be written for less than the limits of liability specified as follows:
(a) TWO MILLION DOLLARS ($2,000,000) per occurrence for bodily injury (including accidental death) to any one person;
(b) TWO MILLION DOLLARS ($2,000,000) per occurrence for personal and advertising injury to any one person;
(c) TWO MILLION DOLLARS ($2,000,000) per occurrence for property damage; and (d) FOUR MILLION DOLLARS ($4,000,000) general aggregate limit.

2. CGL insurance must include all major divisions of coverage and must cover:
(a) Premises Operations (including Explosion, Collapse, and Underground [“X,C,U”] coverages as applicable);
(b) Independent Contractor’s Protective;

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(c) Independent Contractors;
(d) Products and Completed Operations (maintain same limits as above until five (5) years after recordation of Notice of Completion);
(e) Personal and Advertising Injury (with Employer’s Liability Exclusion deleted); (f) Contractual Liability (including specified provision for Contractor’s obligation under Article 11 of the General Conditions); and
(g) Broad Form Property Damage.

3. Umbrella or Excess Liability Insurance (over primary), if provided, shall be at least as broad as any underlying coverage. Coverage shall be provided on a “pay on behalf” basis, with defense costs payable in addition to policy limits. There shall be no cross liability exclusion and no contractor’s limitation endorsement. The policy shall have starting and ending dates concurrent with the underlying coverages. The Named Insured may determine the layering of primary and excess liability insurance provided that if such layering differs from that described here, the actual coverage program meets the minimum total required limits and complies with all other requirements listed here.

C. Business Automobile Liability Insurance

1. Business Automobile Liability Insurance must cover all vehicles, whether rented, leased, hired, scheduled, owned or non-owned. If Contractor does not own any vehicles, this requirement may be satisfied by a non-owned vehicle endorsement to the general and umbrella liability policies. Business Automobile Liability Insurance coverage amounts shall not be less than the following:
(a) TWO MILLION DOLLARS ($2,000,000) per occurrence for bodily injury (including accidental death) to any one person; and
(b) TWO MILLION DOLLARS ($2,000,000) per occurrence for property damage; or (c) TWO MILLION DOLLARS ($2,000,000) combined single limit.

D. Contractors Pollution Liability Insurance (CPL)

1. Contractor or Subcontractor shall obtain, pay for, and maintain for the duration of the Contract Contractors Pollution Liability insurance that provides coverage for liability caused by pollution conditions arising out of the operations of the Contractor. Coverage shall be included on behalf of the insured for covered claims arising out of the actions of independent contractors. If the insured is using Subcontractors, the policy must include work performed “by or on behalf” of the insured.

2. The policy limit shall provide coverage of no less than one million dollars ($1,000,000) per claim and in the aggregate. Coverage shall apply to bodily injury; property damage, including loss of use of damaged property or of property that has not been physically inured; cleanup costs; and costs of defense, including costs and expenses incurred in the investigation, defense, or settlement of claims.

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3. All activities contemplated in the Contract shall be specifically scheduled on the CPL policy as “covered operations.” In addition, the policy shall provide coverage for the hauling of waste from the Project site to the final disposal location, including non-owned disposal sites.

4. The policy shall specifically provide for a duty to defend on the part of the insurer. City, its officers, employees and agents shall be added to the policy as additional insureds by endorsement.

E. Builder’s Risk Insurance

1. Builder’s Risk Insurance covering all real and personal property for “all risks” of loss or “comprehensive perils” coverage including but not limited to the perils of earth movement including earthquake and flood for all buildings, structures, fixtures, materials, supplies, machinery and equipment to be used in or incidental to the construction at the site, off site, or in transit, for the full replacement value of such properties. Coverage shall be included for property of others in the care, custody or control of the insured for which any insured may be liable. The City will purchase a builder’s risk policy for the Project instead of a contractor purchased policy. Bidder should not include cost for this coverage in his/her bid.

2.0 GENERAL REQUIREMENTS—ALL POLICIES
A. Qualifications of Insurer. At all times during the term of this Contract, Contractor’s insurance company must meet all of the following requirements:

1. “Admitted” insurer by the State of California Department of Insurance or be listed on the California Department of Insurance’s “List of Surplus Line Insurers” (“LESLI”);

2. Domiciled within, and organized under the laws of, a State of the United States; and

3. Carry an A.M. Best & Company minimum rating of “A:VII”.

B. Continuation Coverage. For insurance coverages that are required to remain in force after the Final Payment, and if reasonably available, Contractor shall submit to City, with the final Application for Payment, all certificates and additional insured endorsements evidencing the continuation of such coverage.

C. Deductibles or Self-Insured Retentions. All deductibles or self-insured retentions are subject to City’s review and approval, in its sole discretion.

D. Commercial General Liability and Business Automobile insurance policies must be written on an “occurrence” basis and must add the City of Vernon and its officers, agents, employees and representatives as additional insureds.

E. Contractor’s Insurance Primary. Other insurance (whether primary, excess, contingent or selfinsurance, or any other basis) available to City, or its representatives, or both, is excess over Contractor’s insurance.

City’s insurance, or self-insurance, or both, will not contribute with Contractor’s insurance policy.

F. Waiver of Subrogation. Contractor and Contractor’s insurance company waive— and shall not exercise— any right of recovery or subrogation that Contractor or the insurer may have against City, or its representatives, or both.

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G. Separation of Insureds. Contractor’s insurance policy applies separately to each insured or additional insured who is seeking coverage, or against whom a claim is made or suit is brought, except that the naming of multiple insureds will not increase an insurance company’s limits of liability.

H. Claims by Other Insureds. Contractor’s insurance policy applies to a claim or suit brought by an additional insured against a Named Insured or other insured, arising out of bodily injury, personal injury, advertising injury, or property damage.

I. Premiums. City is not liable for a premium payment or another expense under Contractor’s policy J. At any time during the duration of this Contract, City may do any one or more of the following:

1. Review this Agreement’s insurance coverage requirements;

2. Require that Contractor obtain, pay for, and maintain more insurance depending on City’s assessment of any one or more of the following factors:
(a) City’s risk of liability or exposure arising out of, or in any way connected with, the services of Contractor under this Agreement;
(b) The nature or number of accidents, claims, or lawsuits arising out of, or in any way connected with, the services of Contractor under this Agreement; or (c) The availability, or affordability, or both, of increased liability insurance coverage.

3. Obtain, pay for, or maintain a bond (as a replacement for an insurance coverage) from a California corporate surety, guaranteeing payment to City for liability, or costs, or both, that City incurs during City’s investigation, administration, or defense of a claim or a suit arising out of this Agreement; or
K. Contractor shall maintain the insurance policy without interruption, from the Project’s commencement date to the Final Payment date, or until a date that City specifies for any coverage that Contractor must maintain after the Final Payment.

L. Contractor shall not allow any insurance to expire, cancel, terminate, lapse, or non-renew.

Contractor’s insurance company shall mail City written notice at least thirty (30) days in advance of the policy’s cancellation, termination, non-renewal, or reduction in coverage and ten (10) days before its insurance policy’s expiration, cancellation, termination, or non-renewal, Contractor shall deliver to City evidence of the required coverage as proof that Contractor’s insurance policy has been renewed or replaced with another insurance policy which, during the duration of this Agreement, meets all of this Agreement’s insurance requirements.

M. At any time, upon City’s request, Contractor shall furnish satisfactory proof of each type of insurance coverage required— including a certified copy of the insurance policy or policies; certificates, endorsements, renewals, or replacements; and documents comprising Contractor’s self-insurance program— all in a form and content acceptable to the City Attorney or City’s Risk Manager.

N. If Contractor hires, employs, or uses one or more Subcontractor(s) to perform work, services, operations, or activities on Contractor’s behalf, Contractor shall ensure that the Subcontractor complies with the following.

1. Meets, and fully complies with, this Agreement’s insurance requirements; and

Page 110 of 117 ends

2. Furnishes City at any time upon its request, with a complete copy of the Subcontractor’s insurance policy or policies for City’s review, or approval, or both. Failure of City to request copies of such documents shall not impose any liability on City, or its employees.

O. Contractor’s failure to comply with an insurance provision in this Agreement constitutes a material breach upon which City may immediately terminate or suspend Contractor’s performance of this Agreement, or invoke another remedy that this Agreement or the law allows. At its discretion and without waiving any other rights it may have pursuant to law, City has the right but not a duty to obtain or renew the insurance and pay all or part of the premiums. Upon demand, Contractor shall repay City for all sums or monies that City paid to obtain, renew, or reinstate the insurance, or City may offset the cost of the premium against any sums or monies that City may owe Contractor.

3.0 CONTRACTOR’S SUBMITTAL OF CERTIFICATES AND ENDORSEMENTS A. Contractor shall have its insurance carrier(s) or self-insurance administrator(s) complete and execute the following insurance documents and shall deliver said documents at the same time Contractor delivers this Agreement to City. City will neither sign this Agreement nor issue a “Notice to Proceed” until the City Attorney or City’s Risk Manager has reviewed and approved all insurance documents. City's decision as to the acceptability of all insurance documents is final. Sample insurance documents in the City’s approved format are set forth in this 4.

B. Required Submittals for Commercial General Liability and Business Automobile Insurance and Contractor’s Pollution Liability Insurance. The following submittals must be on forms satisfactory to the City Attorney or City’s Risk Manager, and signed by the insurance carrier or its authorized representative – which fully meet the requirements of, and contain provisions entirely consistent with, all of the insurance requirements set forth herein.

1. “Certificate of Insurance”

2. “Additional Insured Endorsement”

3. Subrogation Endorsement: “Waiver of Transfer to Rights of Recover Against Others” Both Certificates of Insurance and Additional Insured Endorsements must read as follows: “The City of Vernon, and its officers, agents, employees and representatives are included as additional insureds under the policy(s). This insurance is primary to all other insurance of the City. The City’s insurance and self-insurance will apply in excess of, and will not contribute with this insurance. This insurance applies separately to each insured or additional insured who is seeking coverage, or against whom a claim is made or a suit is brought. The issuing company shall mail thirty (30) days advance notice to the City for any policy cancellation, termination, non-renewal, or reduction in coverage.” C. Required Submittals for Workers’ Compensation Insurance. Contractor shall provide City with a certificate of insurance and a subrogation endorsement on forms satisfactory to the City Attorney or City’s Risk Manager, and signed by the insurance carrier or its authorized representative – which fully meet the requirements of, and contain provisions entirely consistent with, this Contract’s workers compensation insurance requirements. If Contractor is self-insured for workers’ compensation, a copy of the “Certificate of Consent to Self-insure” from the State of California is required; or if Contractor is lawfully exempt from workers’ compensation laws, an “Affirmation of Exemption from Labor Code §3700” form is required.

D. Required Evidence of Builder’s Risk Coverage. City will provide a certificate of insurance and a declarations page on a form satisfactory to the City Attorney or City’s Risk Manager, and signed by the insurance carrier or its authorized representative. The policy terms must fully meet the requirements of, and contain provisions entirely consistent with, all of the insurance requirements set forth herein. The City shall be named as a loss payee on the insurance policy for the full replacement value of all buildings, structures, fixtures and materials to be constructed, maintained, repaired or supplied pursuant to this Contract.

E. Contractor agrees to monitor and review all such coverage and assumes all responsibility for

Page 111 of 117 ends

ensuring that all required coverage is provided. Contractor agrees to obtain certificates evidencing such coverage.

F. Contractor agrees to provide immediate notice to City of any claim or loss against Contractor that includes City or any other indemnitee as a defendant. City assumes no obligation or liability by such notice, but has the right (but not the duty) to monitor the handling of any such claim or claims if they are likely to involve City.

G. No liability policy shall contain any provision or definition that would serve to eliminate so-called “third party action over” claims, including any exclusion for bodily injury to an employee of the insured or of any contractor or subcontractor.

H. Any “self-insured retention” must be declared and approved by City. City reserves the right to require the self-insured retention to be eliminated or replaced by a deductible. Self-funding, policy fronting or other mechanisms to avoid risk transfer are not acceptable. If Contractor has such a program, Contractor must fully disclose such program to City.

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EXHIBIT A5
Statement of Intent to Comply with Minimum Requirements of the Stormwater Permit

CITY OF VERNON

VERNON PUBLIC UTILITIES
Construction Stormwater Program
Permit Number: Date:

Applicant: Phone:

Project Address:

Property Owner:

Contractor:

Contractor’s Address:

The National Pollutant Discharge Elimination System (NPDES) is a portion of the Clean Water Act that applies to the protection of receiving waters. Under permits from the Los Angeles Regional Water Quality Control Board (RWQCB), certain activities are subject to RWQCB enforcement. To meet the standards of the Waste Discharge Requirements for Municipal Separate Storm Sewer System (MS4) Discharges within the Coastal Watershed of Los Angeles County, Except those Discharges Originating from the City of Long Beach MS4 (CAS004001), the City of Vernon has adopted minimum standards for stormwater runoff from development construction activities.

These minimum standards require the implementation of an effective combination of erosion and sediment control Best Management Practices (BMPs) to prevent erosion and sediment loss, and the discharge of construction waste at each site. At a minimum, the construction activity associated with the construction project identified above shall be conducted in such a manner that:
➢ Prevents illicit construction-related discharges of pollutants into the MS4 and receiving waters. ➢ Implements and maintains structural and non-structural BMPs to reduce pollutants in stormwater runoff from construction sites.
➢ Reduces construction site discharges of pollutants to the MS4 to the maximum extent practicable. ➢ Prevents construction site discharges to the MS4 from causing or contributing to a violation of water quality standards.

Note: The Stormwater BMP Construction Handbook sheets developed by the California Stormwater Quality Association shall be used as guidance in determining and implementing required BMPs. The BMP sheets may be reviewed at the Public Utilities Department counter during regular business hours. A General Construction Permit shall be obtained and maintained for all construction sites one (1) acre or greater. Additional conditions may be required for these sites.

Page 113 of 117 ends

I have read and understand the requirements listed above and certify that I will comply with the minimum requirements above.

Signature:

Print Name:

Title:

Property Owner:

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EXHIBIT A6
Statement of Intent to Comply with Minimum Requirements of the California Covid-19 Industry Guidance: Construction

CITY OF VERNON

PUBLIC UTILITIES DEPARTMENT
Project Address:

Property Owner:

Contractor:

Contractor’s Address:

The latest COVID-19 industry guidelines can be accessed at the following web address:
https://www.dir.ca.gov/dosh/coronavirus/Guidance-by-Industry.html This document provides guidance for the construction industry to support a safe, clean environment for workers. The guidance is not intended to revoke or repeal any worker rights, either statutory, regulatory or collectively bargained, and is not exhaustive, as it does not include county health orders, nor is it a substitute for any existing safety and health-related regulatory requirements such as those of Cal/OSHA.1 Stay current on changes to public health guidance and state/local orders, as the COVID-19 situation continues. Cal/OSHA has more safety and health guidance on their Cal/OSHA COVID-19 Infection Prevention for Construction 2 Employers and Workers webpage.

CDC has additional guidance for businesses and employers.

I have read and understand the requirements listed above and certify that I will comply with the minimum requirements above.

Signature: Date: ___________________
Print Name:

Title:

Page 115 of 117 ends

EXHIBIT B1
TECHNICAL SPECIFICATIONS AND PLANS FOR WELL NO. 22

SPECIFIC FOR THIS PROJECT
Technical Specifications – Issued for Construction
Vernon Well No. 22 Equipment and Site Improvements
December 2021
Prepared For:

City of Vernon Public Utilities Department
4305 S. Santa Fe Ave.

Vernon, CA 90058
Prepared by:

Pacific Advanced Civil Engineering, Inc.
17520 Newhope Street, Suite 200
Fountain Valley, CA 92708
1-(714)-481-7300
Contact Person:

Duncan Lee, P.E. PACE JN #B626
DIVISION 00

BIDDING REQUIREMENTS, CONTRACT FORMS,

AND CONDITIONS OF THE CONTRACT
SECTION 00020

CONTRACT DOCUMENTS TABLE OF CONTENTS
Contract Documents Table of Contents
Vernon Well No. 22 Equipment and Site Improvements Page 00020-1 Section Pages

BIDDING REQUIREMENTS, CONTRACT FORMS, AND

CONDITIONS OF THE CONTRACT
DIVISION 00 - BIDDING REQUIREMENTS, CONTRACT FORMS, AND CONDITIONS OF THE CONTRACT 00020 Table of Contents............................................................................... 00020-1 - 00020-4

CONDITIONS OF THE CONTRACT
00700 Special Conditions ............................................................................. 00700-1 - 00700-9

TECHNICAL SPECIFICATIONS
DIVISION 01 - GENERAL REQUIREMENTS
01010 Summary of Work ............................................................................ 01010-1 - 01010-4 01025 Measurement and Payment .............................................................. 01025-1 - 01025-1 01040 Coordination....................................................................................... 01040-1 - 01040-1 01045 Cutting and Patching ......................................................................... 01045-1 - 01045-1 01070 Abbreviations of Institutions ............................................................ 01070-1 - 01070-4 01090 Reference Standards .......................................................................... 01090-1 - 01090-2 01292 Schedule of Values ............................................................................ 01292-1 - 01292-1 01294 Applications for Payment ................................................................. 01294-1 - 01294-2 01300 Submittals ........................................................................................... 01300-1 - 01300-4 01310 Progress Schedules and Reports ...................................................... 01310-1 - 01310-3 01312 Project Meetings ................................................................................ 01312-1 - 01312-3 01329 Safety Plan .......................................................................................... 01329-1 - 01329-2 01400 Quality Control .................................................................................. 01400-1 - 01400-2 01420 As Built Drawings ............................................................................. 01420-1 - 01420-1 01450 Services of Manufacturer’s Representative .................................... 01450-1 - 01450-2 01454 Testing Lab Services ......................................................................... 01454-1 - 01454-2 01505 Mobilization ....................................................................................... 01505-1 - 01505-1 01510 Temporary Utilities ........................................................................... 01510-1 - 01510-3 01520 Security ............................................................................................... 01520-1 - 01520-1 01530 Protection of Existing Facilities ....................................................... 01530-1 - 01530-3 01550 Site Access and Storage .................................................................... 01550-1 - 01550-2 01560 Temporary Environmental Controls ............................................... 01560-1 - 01560-2 01563 Dust Control ....................................................................................... 01563-1 - 01563-1 01565 Erosion and Sediment Controls ....................................................... 01565-1 - 01565-2 01600 Products, Material, Equipment and Substitutions .......................... 01600-1 - 01600-2 01700 Project Closeout ................................................................................. 01700-1 - 01700-3 01710 Final Cleaning .................................................................................... 01710-1 - 01710-2 01722 Field Engineering .............................................................................. 01722-1 - 01722-2 01730 Operating and Maintenance Data .................................................... 01730-1 - 01730-2 01740 Construction Progress Photos .......................................................... 01740-1 - 01740-1 SECTION 00020

CONTRACT DOCUMENTS TABLE OF CONTENTS
Contract Documents Table of Contents
Vernon Well No. 22 Equipment and Site Improvements Page 00020-2 Section Pages
DIVISION 02 - SITEWORK
02084 Underground Precast Concrete Utility Structures .......................... 02084-1 - 02084-6 02085 Frames, Grates, Rings, and Covers ................................................. 02085-1 - 02085-2 02100 Site Preparation .................................................................................. 02100-1 - 02100-2 02200 Earthwork ........................................................................................... 02200-1 - 02200-7 02315 Roadway Excavation ........................................................................ 02315-1 - 02315-3 02318 Trenching............................................................................................ 02318-1 - 02318-7 02461 AC Pavement and Base .................................................................... 02461-1 - 02461-13 02500 Pipeline Connections to Existing Water Lines ............................... 02500-1 - 02500-2 02560 Reinforced Concrete Cylinder Pipe ...........................................................02560-1 - 02560-9 02565 Ductile Iron Pipe ............................................................................................02565-1 - 02565-6 02643 Pipeline Testing and Disinfection .................................................... 02643-1 - 02643-3 02667 Testing and Disinfection of Hydraulic Structures .......................... 02667-1 - 02667-3 02772 Concrete Curbs, Gutters, and Sidewalks ........................................ 02772-1 - 02772-3 DIVISION 03 - CONCRETE
03100 Concrete Formwork .......................................................................... 03100-1 - 03100-5 03200 Reinforcement Steel .......................................................................... 03200-1 - 03200-5 03290 Joints in Concrete .............................................................................. 03290-1 - 03290-4 03300 Cast-in-Place Concrete ...................................................................... 03300-1 - 03300-20 03315 Grout ................................................................................................... 03315-1 - 03315-6 03700 Concrete Saw-Cutting and Core-Drilling ....................................... 03700-1 - 03700-2 DIVISION 04 – MASONRY
04200 Reinforced Concrete Block Masonry ............................................. 04200-1 - 04200-5 DIVISION 05 - METALS
05120 Structural Steel ................................................................................... 05120-1 - 05120-2 05500 Miscellaneous Metal Fabrications ................................................... 05500-1 - 05500-12 05501 Misc. Metals, Fasteners and Special Finishes ................................ 05501-1 - 05501-10 05565 Commercial Steel Security Fence System ...................................... 05565-1 - 05565-4 DIVISION 06 - WOOD AND PLASTICS – (Not Used)
DIVISION 07 - THERMAL AND MOISTURE PROTECTION
07220 Roof Accessories ............................................................................... 07220-1 - 07220-2 07412 Metal Wall and Soffit Panels ........................................................... 07412-1 - 07412-9 07723 Equipment Roof Hatch ..................................................................... 07723-1 - 07723-3 07920 Caulking and Sealant ........................................................................ 07920-1 - 07920-2 DIVISION 08 - DOORS AND WINDOWS
08110 Steel Doors and Frames .................................................................... 08110-1 - 08110-4 08710 Finish Hardware ................................................................................ 08710-1 - 08710-3 SECTION 00020

CONTRACT DOCUMENTS TABLE OF CONTENTS
Contract Documents Table of Contents
Vernon Well No. 22 Equipment and Site Improvements Page 00020-3 Section Pages
DIVISION 09 - FINISHES
09800 Special Coatings ................................................................................ 09800-1 - 09800-9 09900 Painting ............................................................................................... 09900-1 - 09900-7 DIVISION 10 – SPECIALTIES
10200 Louvers ............................................................................................... 10200-1 - 10200-5 10440 Signage ............................................................................................... 10440-1 - 10440-1 DIVISION 11 - EQUIPMENT
11000 Equipment General Provisions ........................................................ 11000-1 - 11000-8 11100 Pumps, General .................................................................................. 11100-1 - 11100-4 11110 Chemical Feed System ..................................................................... 11110-1 - 11110-4 11150 Close Coupled End Suction Pump .................................................. 11150-1 - 11150-5 DIVISION 12 – FURNISHINGS – (Not Used)
DIVISION 13 - SPECIAL CONSTRUCTION
13000 Fiber Reinforced Polymer (FRP) Buildings ................................... 13000-1 - 13000-4 13200 Double Wall HDPE Polyethylene Storage Tanks ......................... 13200-1 - 13200-6 DIVISION 14 - CONVEYING SYSTEMS – (Not Used)
DIVISION 15 - MECHANICAL
15000 Piping, General .................................................................................. 15000-1 - 15000-6 15003 Ductile Iron Pipe, Fittings, and Valves............................................ 15003-1 - 15003-11 15005 Piping Identification and Signage Systems .................................... 15005-1 - 15005-2 15006 Pipe Supports ..................................................................................... 15006-1 - 15006-5 15026 Steel Pipe, Mortar Lined and Coated ............................................. 15026-1 - 15026-14 15140 Electric Actuators .............................................................................. 15140-1 - 15140-6 15200 Valves, General .................................................................................. 15200-1 - 15200-4 15201 Valve and Gate Actuators ................................................................. 15201-1 - 15201-2 15202 Butterfly Valves ................................................................................. 15202-1 - 15202-2 15203 Check Valves ..................................................................................... 15203-1 - 15203-2 15230 Miscellaneous Valves ....................................................................... 15230-1 - 15230-2 15500 Ventilating, Heating and Air Conditioning .................................... 15500-1 - 15500-5 DIVISION 16 – ELECTRICAL
16000 General Electrical Requirements ..................................................... 16000-1 - 16000-7 16100 Basic Electrical Materials and Methods .......................................... 16100-1 - 16100-16 16111 Conduits .............................................................................................. 16111-1 - 16111-4 16118 Concrete Pull Boxes .......................................................................... 16118-1 - 16118-1 16120 Surge Protection Device ................................................................... 16120-1 - 16120-4 16123 600 Volt Class Cable ......................................................................... 16123-1 - 16123-3 16124 Instrumentation Class Cable ............................................................. 16124-1 - 16124-2 SECTION 00020

CONTRACT DOCUMENTS TABLE OF CONTENTS
Contract Documents Table of Contents
Vernon Well No. 22 Equipment and Site Improvements Page 00020-4 Section Pages
DIVISION 16 – ELECTRICAL (continued)
16130 Outlet, Pull, and Junction Boxes ...................................................... 16130-1 - 16130-5 16141 Wiring Devices .................................................................................. 16141-1 - 16141-5 16143 Terminal Blocks ................................................................................ 16143-1 - 16143-2 16150 Induction Motors ............................................................................... 16150-1 - 16150-5 16160 Enclosures .......................................................................................... 16160-1 - 16160-1 16170 Grounding .......................................................................................... 16170-1 - 16170-3 16190 Supporting Devices ........................................................................... 16190-1 - 16190-4 16195 Electrical Identification ..................................................................... 16195-1 - 16195-4 16200 Cathodic Protection ........................................................................... 16200-1 - 16200-17 16400 Services and Distribution .................................................................. 16400-1 - 16400-2 16429 Low-Voltage Distribution Switchboards ........................................ 16429-1 - 16429-6 16440 Disconnect Switches ......................................................................... 16440-1 - 16440-1 16461 Transformers – Dry Type ................................................................. 16461-1 - 16461-1 16470 Panelboards ........................................................................................ 16470-1 - 16470-2 16476 Low Voltage Circuit Breakers ......................................................... 16476-1 - 16476-2 16477 600 VOLT Fuses ............................................................................... 16477-1 - 16477-3 16480 Motor Controllers .............................................................................. 16480-1 - 16480-4 16481 Motor Control Centers (MCC) ........................................................ 16481-1 - 16481-3 16482 Low-Voltage Variable Frequency Drives ...................................... 16482-1 - 16482-13 16500 Lighting............................................................................................... 16500-1 - 16500-5 16611 Static Uninterruptible Power Supply ............................................... 16611-1 - 16611-1 16902 Electrical Controls, Relays, and Alarms ......................................... 16902-1 - 16902-4 16903 Programmable Logic Controllers .................................................... 16903-1 - 16903-4 16950 Electrical Testing ............................................................................... 16950-1 - 16950-9 16951 Short Circuit and Coordination Report ........................................... 16951-1 - 16951-4 DIVISION 17 – INSTRUMENTATION
17000 General Instrumentation .................................................................. 17000-1 - 17000-4 17100 Control Systems Integration ............................................................. 17100-1 - 17100-2 17500 Control Strategy ................................................................................. 17500-1 - 17500-6 17510 Field Instruments ............................................................................... 17510-1 - 17510-7 17520 Local Control Panels ......................................................................... 17520-1 - 17520-9 17600 Local Control Panels ......................................................................... 17600-1 - 17600-5 APPENDIX A - Vernon Standard Drawings
- END OF SECTION -
Special Conditions
Vernon Well No. 22 Equipment and Site Improvements Page 00700-1 SECTION 00700

SPECIAL CONDITIONS
PART 1 – GENERAL

1.1 CONTRACT DOCUMENTS
A. The Contract Documents which constitute the contract between the CITY and the CONTRACTOR with regard to the subject matter as set forth in Section I of such contract (“Contract Agreement”) and include the Contract Agreement, plans, drawings, supplemental drawings and the technical specifications.

B. All terms and conditions established in the Contract Agreement shall supersede all general conditions of these specifications to be followed in the event of any conflict or discrepancies.

1.2 DEFINITIONS AND MEANINGS OF TERMS
A. Whenever in the Contract Documents the following terms or pronouns referring to them are used, the intent and meaning shall be interpreted as follows which shall be applicable to both the singular and plural thereof:

B. The Contract shall mean the Contract executed by the CITY and the CONTRACTOR, of which these General Conditions form a part; the terms Contract and Agreement are synonymous.

C. The term CITY shall mean the respective party to the Contract; the CITY being the City of Vernon Public Works Department. The term CITY may also mean consultants, engineers, or other professionals contracted by the CITY to review, supervise, or consult on the project.

D. The term DISTRICT shall mean City of Vernon Public Works Department.

E. The term AGENCY shall mean City of Vernon Public Works Department.

F. The term COUNTY shall mean Los Angeles County, CA.

G. The term CONTRACTOR shall mean the respective party to the contract.

H. The term WORK shall refer to all the items listed in the contract documents to be executed by the CONTRACTOR.

I. The term SUBCONTRACTOR shall mean any individual, partnership or corporation having a direct contract with the CONTRACTOR to perform any part of the work.

J. The term ENGINEER or DESIGN ENGINEER shall mean Pacific Advance Civil Engineering, Inc. (PACE).

K. The UTILITY ENGINEER shall refer to City of Vernon Public Utilities Department.

L. Addenda shall mean written or graphic instruments issued prior to the execution of the Agreement which modify or interpret the Contract Documents, Final Design Plans, by additions, deletions, clarifications or corrections.

M. Bonds shall mean Performance and Payment Bonds and other instruments of security, furnished by the CONTRACTOR and its surety in accordance with the Contract Documents.

N. Change Order shall mean a written order to the CONTRACTOR authorizing an addition, deletion or revision in the Work within the general scope of the Contract Documents, or authorizing an adjustment in the Contract price or Contract time.

Special Conditions
Vernon Well No. 22 Equipment and Site Improvements Page 00700-2 O. Contractual Agreement shall mean the signed agreement between the CITY and the CONTRACTOR for the work intended.

P. Contract Documents shall have the meaning described in Section 1.1 herein.

Q. Contract price shall mean the total monies payable to the CONTRACTOR under the terms and conditions of the Contract Documents.

R. Contract time in days shall mean the number of consecutive calendar days stated in the Contract Documents for the completion of the Work.

S. Drawings shall mean the part of the Contract Documents, which show the characteristics and scope of the Work to be performed and which have been prepared or approved by the ENGINEER. Supplemental drawings shall mean part of the Contract Documents, which shows additional details of the work to be performed.

T. Notice to proceed shall mean written communication issued by the CITY to the CONTRACTOR authorizing him to proceed with the Work and establishing the date of commencement of the Work.

U. Project shall mean the undertaking to be performed as provided in the Contract Documents.

V. Submittals shall mean all drawings, diagrams, illustrations, brochures, schedules and other data which are prepared by the CONTRACTOR, a subcontractor, manufacturer, supplier or distributor, which illustrate how specific portions of the Work shall be fabricated or installed; the terms shop drawings and submittals are synonymous.

W. Specifications shall mean a part of the Contract Documents consisting of written descriptions of a technical nature of materials, equipment, construction systems, standards and workmanship.

X. Substantial completion shall have the meaning defined in the Contract Agreement.

Y. Suppliers shall mean any person, supplier or organization who supplies materials or equipment for the Work, including that fabricated to a special design, but who does not perform labor at the site.

Z. Work shall mean all (i) obligations, responsibilities and duties undertaken by the CONTRACTOR in order to successfully construct, complete and operate (for Startup Completion) the Project, including all labor, materials, equipment and other incidentals, and the furnishing thereof, (ii) Design and Engineering Services, (iii) Training Services, and (iv) Initial Operations, pursuant to the Contract Documents.

AA. Written notice shall mean any notice to any party of the Agreement relative to any part of this Agreement in writing and considered delivered and the service thereof completed, when posted by certified or registered mail to the said party at his last given address, or delivered in person to said party of his authorized representative on the Work.

BB. Engineering Supplemental Information (ESI) shall mean written communications issued by the ENGINEER to the CONTRACTOR providing the CONTRACTOR with additional clarifications of the Contract Documents that the ENGINEER deem necessary to ensure the design intent.

CC. Request for Information (RFI) shall mean written communications issued by the CONTRACTOR to the ENGINEER requesting additional information or clarification regarding a specific item in the Contract Documents.

1.3 CONTRACTOR'S RESPONSIBILITY
A. General: It is the responsibility of the CONTRACTOR and each subcontractor to visit the site and satisfy himself as to the various existing conditions affecting the work as required.

Special Conditions
Vernon Well No. 22 Equipment and Site Improvements Page 00700-3 B. Underground Utilities: The information shown on the drawings was obtained from drawings furnished by the CITY, and surveys furnished to the CITY. The CONTRACTOR shall make such investigation as deemed necessary to be satisfied as to the actual location, size, type of material, buried depth, and other factors relating to these services.

1.4 PERMITS, FEES, AND SALES TAX
A. The CONTRACTOR shall submit the required fees, drawings and application for the applicable permits prior to commencement of work.

1.5 PRE-CONSTRUCTION MEETING
A. General: Before issuance of Notice to Proceed, a pre-construction meeting shall be held at the location, date and time designated by ENGINEER and CITY. Attendees shall include the ENGINEER, CITY's representatives, General CONTRACTOR's project manager and field superintendent, and representatives from each subcontractor for the project as appropriate.

1.6 CONSTRUCTION PROGRESS MEETINGS
A. Progress meetings shall be held according to the agreed upon schedule. All matters bearing on progress and performance of the work since preceding progress meeting shall be discussed and resolved including, without limitation, any previously unresolved matters, deficiencies in the work or methods being employed for the work, and problems, difficulties, or delays which may be encountered.

1.7 PROTECTION OF WORK
A. CONTRACTOR shall provide all protection required to insure that all work completed will not be harmed.

B. The CONTRACTOR may at his option and expense install any lawful security measures he deems necessary to protect his materials, equipment or finished work. Type of security devices or quantity shall be the sole responsibility of the CONTRACTOR. The CONTRACTOR is to provide security and protect the project until the CITY has occupied the space or CITY has accepted the space.

C. Protection:

1. The CONTRACTOR shall be solely responsibility for the protection of all materials and work.

2. The CONTRACTOR shall include in his proposal the cost of any temporary partitions, sheathing, plastic covering, etc., as may be required to maintain affected areas. Remove all such temporary work at the proper time during the construction period and repair all damage related to same.

3. The CONTRACTOR is solely responsible for the protection of the area in which work is being performed.

4. Provide construction fencing as required to secure the site (See also section 01561, Temporary Fencing).

1.8 ACCESS TO SITE
A. All access to the site by the General CONTRACTOR, Subcontractors, workmen, material/equipment suppliers, etc., shall be via approved access locations as designated by the CITY. All vehicular or equipment activity shall be strictly confined to the construction limits as indicated by CITY.

B. Remove all temporary construction and temporary facilities at close of the job or when no longer needed.

Special Conditions
Vernon Well No. 22 Equipment and Site Improvements Page 00700-4

1.9 MATERIALS TESTING
A. All materials to be incorporated into the work shall be subject to sampling, testing, and approval as required by specifications. CITY shall be responsible for retaining the services of an independent testing Owner for special inspections.

B. All materials and/or equipment shall be handled in such a manner as to preserve their quality and fitness for the work.

C. Unless otherwise specified, samples and tests shall be made in accordance with either: the Standard Methods of AASHTO, ASTM, or CalTrans which were in effect and published at the time of advertising for bids. The laboratory responsible for the test(s) shall furnish at least one copy of the test results to the CONTRACTOR, the ENGINEER, and to the appropriate material supplier.

D. All materials and/or equipment not conforming to the requirements of the Specifications, whether in place or not, will be rejected. Rejected materials and/or equipment shall be removed immediately from the site of work unless otherwise permitted by the ENGINEER. No rejected material and/or equipment, the defects of which have been subsequently corrected, shall be used until approved in writing by the ENGINEER.

CONTRACTOR shall be responsible for re-testing of all rejected materials.

1.10 SPECIAL INSPECTIONS
A. Various categories for inspection/ observation of work progress during the course of construction are listed, but not limited to specifications and notes in the drawings. The CITY requires on-site observation of the work at these various stages prior to covering the work. A list of such inspections will be reviewed at the PreConstruction Conference and subsequent job meetings, and it is understood that the CONTRACTOR will not cover work until such observation has been completed. The CITY and CITY representatives will be responsible for reasonable cooperation with CONTRACTOR requests for observation of the work. The CONTRACTOR shall include anticipated observation requests at weekly update of scheduled activities.

1.11 PRIOR APPROVALS
A. If the General or Prime CONTRACTOR wishes to use items of equipment and/or materials other than those identified in the drawings or specifications, a written request for approval shall be submitted to the ENGINEER prior to the confirmation of contract price. Any requests submitted after this time are not under obligation to be accepted. Request from subcontractors will not be considered.

B. Proposed substitutions that have not received prior approval are undertaken at the CONTRACTOR’s risk to be deemed equivalent during the construction submittal process.

C. Each request shall include all basic data and characteristics clearly legible. The specified item as well as the proposed item shall be formatted in such manner that a direct comparison can be readily made. ENGINEER shall not be required to perform research to accomplish the comparison. It is the bidder’s responsibility to submit complete descriptive and technical information for the ENGINEER and CITY to perform a complete and proper appraisal.

D. If alternate manufacturers are accepted, the CONTRACTOR shall be responsible for any and all re-design or re-engineering required to accommodate alternate products. Change order proposals that add cost to the project as the result of redesign requirements for alternate manufacturers, or as the result of alternate manufacturers that do not meet the requirements of the construction documents, will not be accepted.

Special Conditions
Vernon Well No. 22 Equipment and Site Improvements Page 00700-5

1.12 FINAL DESIGN PLANS
A. The intent of the Final Design Plans is that the CONTRACTOR shall furnish all labor, materials, tools, equipment, and transportation necessary for the proper execution of the Work in accordance with the Contract Documents and all incidental work necessary to complete the project in an acceptable manner, ready for use, occupancy or operation by the CITY.

B. The CONTRACTOR shall keep one set of the Final Design Plans on the site of the work. This set shall be kept current by the addition of all reviewed changes, addenda and amendments thereto.

C. The Final Design Plans are intended to be explanatory to each other, but should any discrepancy appear or any misunderstanding arise as to the importance of anything contained in either, the CONTRACTOR shall obtain the necessary interpretation from the ENGINEER. Corrections of errors or omissions in the Final Design Plans may be made by the CONTRACTOR; when such corrections are necessary for the proper fulfillment of their intention. However, any changes or corrections to be performed after Notice to Proceed shall require the approval of both the ENGINEER and the CONTRACTOR.

D. All work or materials shown on the Plans and not mentioned in the Specifications, or any work specified and not shown on the Plans, shall be furnished, performed, and done by the CONTRACTOR as if same were both mentioned in the Specifications and shown on the Drawings.

1.13 SUBMITTAL/SHOP DRAWINGS
A. The CONTRACTOR shall submit shop and working drawings of concrete reinforcement, structural details, piping layout, wiring, materials and equipment fabricated especially for the Contract, and materials and equipment for which such drawings are specifically requested within these Contract Documents.

B. Such drawings shall show the principal dimensions, weight, structural and operating features, space required, clearances, type and/or brand of finish or shop coat, grease fittings, etc. depending on the subject of the drawing. When it is customary to do so, when the dimensions are of particular importance, or when so specified, the drawings shall be certified by the manufacturer or fabricator as correct for the Contract.

C. When so specified or if considered by the ENGINEER to be acceptable, manufacturer's specifications, catalog data, descriptive matter, illustrations, etc., may be submitted in place of shop and working drawings. In such case, the requirements shall be as specified for shop and working drawings, insofar as possible, except that the submission shall be per section 01300 of these Specifications.

D. No material or equipment shall be purchased or fabricated especially for the Contract until the required shop and working drawings have been submitted as herein above provided and reviewed for conformance to the Contract requirements by the ENGINEER. All such materials and equipment and the work involved in their installation or incorporation into the Work shall then be as shown in and represented by said drawings.

E. Until the necessary review has been made, the CONTRACTOR shall not proceed with any construction portion of the Work, the design or details of work, materials, equipment or other features for which review is required.

F. All shop and working drawings shall be prepared on standard size, 11-inch by 17-inch sheets except those, which are made by changing existing standard shop or working drawings. All drawings shall be clearly marked with the names of the Project Name, CONTRACTOR, and building, equipment, or structure to which the drawing applies, and shall be suitably numbered.

G. The review of shop and working drawings hereunder will be general only, and nothing contained in these general conditions shall relieve, diminish or alter in any respect the responsibilities of the CONTRACTOR under the Contract Documents and in particular, the specific responsibility of the CONTRACTOR for details and dimensions necessary for proper fitting and construction of the work as required by the Contract and for achieving the result and performance specified there under.

Special Conditions
Vernon Well No. 22 Equipment and Site Improvements Page 00700-6

1.14 STANDARD SPECIFICATIONS
A. Where standard specifications, such as those of the American Society for Testing and Materials, the American National Standards Institute, the American Water Works Association, the American Association of State Highway and Transportation Officials, the Federal Aviation Owner, the Federal Specifications, etc. are referred to in the Specifications and Contract Documents and on the Drawings, said references shall be construed to mean the latest amended and/or revised versions of the said standard or tentative specification.

1.15 SPECIFIC BRANDS, MAKERS OR MANUFACTURERS
A. Wherever in the Specifications one or more specific brands, makers or manufacturers are set out and qualified by the "or equal" clause, it is intended to denote the quality standard of the article desired, but unless otherwise noted does not restrict the CONTRACTOR to the specific brand, make or manufacturer.

1.16 "OR EQUAL" CLAUSE
A. Whenever the words "or approved equal," or "or equal," or "similar to," etc., appear in the Specifications, they shall be interpreted to mean an item of material or equipment that, in the opinion of the ENGINEER is similar to that named, suited to the same use, capable of performing the same function as that named, has a record of service equal to that named, and is equal in quality, capacity and/or efficiency to that named.

B. If alternate manufacturers are accepted, the CONTRACTOR shall be responsible for any and all re-design or re-engineering required to accommodate alternate products. Change order proposals that add cost to the project as the result of redesign requirements for alternate manufacturers, or as the result of alternate manufacturers that do not meet the requirements of the construction documents, will not be accepted.

1.17 SAFETY
A. The CONTRACTOR shall take all necessary precautions and provide all necessary safeguards to prevent personal injury and property damage. The CONTRACTOR shall provide protection for all persons including but not limited to his employees and employees of other contractors or subcontractors; members of the public; and employees, agents, and representatives of the CITY, and regulatory agencies that may be on or about the Work. The CONTRACTOR shall provide protection for all public and private property including but not limited to structures, pipes, and utilities, above and below the ground.

B. The CONTRACTOR shall provide and maintain all necessary safety equipment such as fences, barriers, signs, lights, walkways, guards and fire prevention and fire-fighting equipment and shall take such other action as is required to fulfill his obligations under this subsection.

C. The CONTRACTOR shall comply with all federal, state and local laws, ordinances, rules and regulations and lawful orders of authorities having jurisdiction for the safety of persons and protection of property.

D. The CONTRACTOR shall designate a responsible member of his organization at the site whose duty shall be the prevention of accidents. This responsible person shall have the authority to take immediate action to correct unsafe or hazardous conditions and to enforce safety precautions and programs.

1.18 MATERIALS – SAMPLES – REVIEW
A. Unless otherwise expressly provided on the Drawings or in any of the other Contract Documents, only new materials and equipment shall be incorporated in the Work. All materials and equipment furnished by the CONTRACTOR to be incorporated in the Work shall be subject to the review of the ENGINEER. No material shall be processed or fabricated for the Work or delivered to the Work site without prior concurrence of the ENGINEER.

Special Conditions
Vernon Well No. 22 Equipment and Site Improvements Page 00700-7 B. Facilities and labor for the storage, handling, and inspection of all materials and equipment shall be the responsibility of the CONTRACTOR. Defective materials and equipment shall be identified to the ENGINEER and removed immediately from the site of the Work.

C. If the ENGINEER so requires, either prior to or after commencement of the Work, the CONTRACTOR shall submit samples of materials for such special tests, as the ENGINEER deems necessary to demonstrate that they conform to the Specifications.

1.19 SANITARY FACILITIES
A. The CONTRACTOR shall provide adequate sanitary facilities for the use of those employed on the Work.

Such facilities shall be made available when the first employees arrive on the site of the Work, shall be properly secluded from public observation, and shall be constructed and maintained during the progress of the Work in suitable numbers and at such points and in such manner as may be required.

B. The CONTRACTOR shall maintain the sanitary facilities in a satisfactory and sanitary condition at all times and shall enforce their use. He shall rigorously prohibit the committing of nuisances on the site of the Work, on the lands of the CITY, or on adjacent property.

1.20 EMPLOYMENT QUALIFICATIONS
A. No person under the age of eighteen (18) years and no convict labor shall be employed to perform any work under this Contract. No person whose age or physical condition is such as to make his employment dangerous to his health or safety or to the health or safety of others shall be employed to perform any work under this Contract, provided that this shall not operate against the employment of physically handicapped persons, otherwise employable, where such persons may be safely assigned to work which they can ably perform. There shall be no discrimination because of race, creed, color, sex or political affiliation in the employment of persons for work under this Contract.

1.21 WORK ON "PRIVATE PROPERTY"
A. Private property is defined as property other than that belonging to the CITY. Highway and railroad rights-ofway, public parks, school yards and other such properties shall be considered "private properties" for the purpose of this Paragraph.

B. In connection with water line, sewer line, gas line or similar work performed on "private property," the CONTRACTOR shall confine his equipment, the storage of materials and the operations of his workman to the limits indicated on the Drawings, or to lands and rights-of-way provided for the Project by the CITY, and shall take every precaution to avoid damage to the buildings, grounds and facilities of the CITY or private property.

C. Fences, walls, hedges, shrubs, etc., shall be carefully removed, preserved, and replaced when the construction is completed. Grassed areas, other than lawns, shall be graded, fertilized and seeded when construction is completed and in accordance with the requirements of the technical Specifications. Where ditches or excavations cross lawns, the sod shall be removed carefully and replaced when the backfilling has been completed. If sod is damaged or not handled properly, it shall be replaced with new sod equal to existing sod at the CONTRACTOR’s expense. When construction is completed, the facilities and grounds of the CITY’s property shall be restored to as good or better condition than found as quickly as possible at the CONTRACTOR’s expense.

D. When directed by the CITY, large trees or other facilities that cannot be preserved and replaced shall be removed by the CONTRACTOR. The CITY will assume the responsibility for settling with the property CITY for the loss of said trees or facilities. The CONTRACTOR shall be solely and entirely responsible for any damage to all other trees or facilities.

Special Conditions
Vernon Well No. 22 Equipment and Site Improvements Page 00700-8 E. Foundations, adjacent to where an excavation is to be made below the bottom of the foundation, shall be supported by shoring, bracing or underpinning as long as the excavation shall remain open, or thereafter if required to insure the stability of the foundation and the CONTRACTOR shall be held strictly responsible for any damage to said foundations.

1.22 LANDS FOR WORK
A. The CITY will provide the lands upon which the work under this Contract is to be done or the necessary easements over said lands to include sufficient space for the proper execution of the work, together with right of access to same. The CITY will provide the CONTRACTOR with information, which delineates and describes the lands owned and rights-of-way acquired. The CITY shall provide land required for storage of construction materials and for any temporary construction facilities for the storage of equipment. The CONTRACTOR will furnish his own power and water supply unless otherwise specifically set out herein or in the contract documents.

1.23 INTERFERENCE WITH AND PROTECTION OF STREETS
A. The CONTRACTOR shall not close or obstruct any portion of a street, road, or private way without obtaining permits therefore from the proper authorities. If any street, road or private way shall be rendered unsafe by the CONTRACTOR’s operations, he shall make such repairs or provide such temporary ways or guards as shall be acceptable to the proper authorities.

B. Streets, roads, private ways, and walks not closed shall be maintained passable and safe by the CONTRACTOR, who shall assume and have full responsibility for the adequacy and safety of provisions made therefore.

C. The CONTRACTOR shall, at least twenty-four (24) hours in advance, notify the Police and Fire Departments in writing, if the closure of a street or road is necessary. He shall cooperate with the Police Department in the establishment of alternate routes and shall provide adequate detour signs, plainly marked and well lighted, in order to minimize confusion.

D. All excavated materials and equipment to be incorporated in the Work shall be placed so as not to injure any part of the Work or existing facilities and so that free access can be had at all times to all parts of the Work and to all public utility installations in the vicinity of the Work. Materials and equipment shall be kept neatly piled and compactly stored in such locations as will cause a minimum of inconvenience to public travel and adjoining CITYs, tenants and occupants.

1.24 EXISTING UTILITIES
A. Special precautions shall be taken by the CONTRACTOR to avoid damage to existing overhead and underground utilities owned and operated by the CITY or by public or private utility companies.

B. Before proceeding with the Work, the CONTRACTOR shall confer with all public or private companies, agencies or departments that own and operate utilities in the vicinity of the Construction Work. The purpose of the conference, or conferences, shall be to notify said companies, agencies or departments of the proposed construction schedule, verify the location of, and possible interference with, the existing utilities that are shown on the Drawings, arrange for necessary suspension of service, and make arrangements to locate and avoid interference with all utilities (including house and any building connections) that are not shown on the Drawings.

C. The CONTRACTOR shall locate all unknown metallic hazards, namely buried pipe, metals, etc., by using a pipe locator. The pipe locator shall immediately precede the trench ditching and all hazards located shall be marked in such a manner as to notify the machine operator of such hazard.

Special Conditions
Vernon Well No. 22 Equipment and Site Improvements Page 00700-9 D. Where existing utilities or appurtenant structures, either underground or above-ground, are encountered, they shall not be displaced or molested unless necessary, and in such case shall be replaced in as good or better condition than found as quickly as possible. Relocation and/or replacement of all utilities and appurtenant structures to accommodate the construction work shall be at cost to the CITY, unless such relocation and/or replacement is by statute or agreement the responsibility of the CONTRACTOR.

1.25 FINAL CLEAN-UP
A. The Work will not be considered as completed until all final clean-up has been done by the CONTRACTOR.

1.26 SEQUENCE OF CONSTRUCTION
A. The sequence of construction shall be the responsibility of the CONTRACTOR. All required coordination in order to implement the CONTRACTOR’s sequence of construction shall be the responsibility of the CONTRACTOR. CONTRACTOR shall submit a formal shop drawing submittal for the sequence of construction to the CITY, OWNER, and the ENGINEER for their approval prior to the start of construction.

The sequence shall indicate the proposed methods and operations of all work, provide a detailed sequence of construction, expected number of working days to complete each sequence, and the required shut-off of existing equipment/infrastructure with the expected number of working days. The sequence of construction shall be updated weekly and presented at the weekly construction meetings.

1.27 MANUFACTURER STARTUP SERVICES
A. The CONTRACTOR shall coordinate the proposed sequence of construction with each equipment manufacturer based on the proposed sequence of construction.

1.28 CONFINED SPACE
A. See Safety Plan Specification for further details. The CONTRACTOR shall provide a confined space entry plan per the applicable OSHA and regulatory requirements.

1.29 EARTHWORK – SITE GEOTECHNICAL REPORT
A. See Appendix A for the Site Geotechnical Report. All site work and earthwork shall be conducted per the Site Geotechnical Report and per the Geotechnical Engineer’s Recommendations and Requirements in the field. CONTRACTOR shall coordinate the sequence of construction with the Site Geotechnical Engineer.

CONTRACTOR shall note the subsurface shall be prepared be the site geotechnical report. This includes over-excavation of the subgrade where indicated in the geotechnical report and replacing the subgrade with “Engineered Fill”. For additional information, see the geotechnical report.

1.30 CITY FURNISHED PORTABLE STANDBY GENERATOR
A. The CITY will pre-purchase the portable standby generator indicated on the plans. The CONTRACTOR will not be responsible for installation. The CONTRACTOR will need to provide a connection point for the portable standby generator and the associated ancillary equipment per the manufacturer’s requirements.

PART 2 – PRODUCTS (Not Used)
PART 3 – EXECUTION (Not Used)
- END OF SECTION -
DIVISION 01

GENERAL REQUIREMENTS
Summary of Work
Vernon Well No. 22 Equipment and Site Improvements Page 01010-1 SECTION 01010

SUMMARY OF WORK
PART 1 – GENERAL

1.1 THE REQUIREMENT
A. The WORK to be performed under this Contract shall consist of furnishing parts, tools, equipment, materials, supplies and manufactured articles, and furnishing all labor, transportation and services, including fuel, power, water and essential communications, and performing all work or other operations required for the fulfillment of the Contract in strict accordance with the Contract Documents. The WORK shall require that all work, materials and services not expressly indicated or called for in the Contract Documents, which may be necessary for the complete and proper construction of the WORK in good faith shall be provided.

B. The WORK will conform to the City of Vernon Standard Plans and Specifications for the Construction of Water Mains and Facilities.

1.2 WORK COVERED BY CONTRACT DOCUMENTS
A. The WORK of this Contract comprises of construction of the City of Vernon Well No. 22, furnish and installation of piping and equipment associated pump station upgrades. The work shall include civil, mechanical, structural and electrical and control works shown in the Construction Documents. The specific tasks include, but are not limited to the following:

1. (Bid Item No. 1-2) Furnish all labor, materials, tools, equipment, transportation, and incidentals for performing mobilization and demobilization. This is including but not limited to non-productive work, all accessory work and obtaining all necessary permits and bonds. The CONTRACTOR shall also be responsible for removal of all construction equipment and materials, demobilization of the construction site, clean-up of all construction zones, and completion of all as-built drawings. Provide a field construction survey prior to the start of construction.

2. (Bid Item No. 3) Furnish all labor, materials, tools, equipment, transportation, and incidentals for performing project potholing. This is including and not limited to sawcutting, excavating, backfilling, plating, securing site, traffic control, pedestrian detour, compacting, grading, concrete form work, steel reinforcements, concrete, importing fill, exporting soil, disposing soil, hauling, and structure installation.

3. (Bid Item No. 4) Survey and verify all elevations and dimensions of existing equipment and tie in locations as indicated in the Contract Documents.

4. (Bid Item No. 5) Furnish and install all temporary fencing and barriers for staging, security and delineation for the construction zone.

5. (Bid Item No. 6) Furnish all labor, materials, tools, equipment and work necessary to submit an approved, project specific, traffic control plan that has been signed by a California licensed traffic engineer for City approval.

6. (Bid Item No. 7) The CONTRACTOR shall be responsible for furnishing all labor, materials, tools, equipment and work necessary to implement an approved, project specific, traffic control plan that has been signed by a California licensed traffic engineer and approved by the City.

7. (Bid Item No. 8) Furnish all labor, materials, tools, equipment and work necessary to submit an approved, project specific, shoring plan that has been signed by a California licensed structural engineer for City approval. The CONTRACTOR shall be responsible for implementing the approved shoring plan throughout construction.

8. (Bid Item No. 9-10) Furnish all labor, materials, tools, equipment and work necessary to submit an approved, project specific, Stormwater Pollution Prevention Plan (SWPPP). The CONTRACTOR shall be responsible for implementing and maintaining the BMPs throughout construction.

Summary of Work
Vernon Well No. 22 Equipment and Site Improvements Page 01010-2

9. (Bid Item No. 11) Provide all labor, material, equipment and install all improvements per plans, including and not limited to over-excavation, recompaction, piles, concrete foundations, walls, enclosures, temporary and permanent pavement, steel plating, roadway repair, driveway, gutter, sidewalk, curbs, fencing, gates, waterline, storm drain, sewer line, key card entry system, signs, pump, motor, motor control, electrical equipment, instrumentation and control, PLC, conduits, conductors, piping, fittings, valves, pipe supports, thrust blocks, pipe restraints, cathodic protection, shoring, start-up testing, and all items necessary to complete the work in place. The work described above has been further broken down in the following categories:
 Furnish and install civil site grading, asphalt concrete on aggregate base, pervious concrete, concrete v-ditch, curb and gutter, driveways, and concrete sidewalk as indicated in the Contract Documents. This is including and not limited to sawcutting, excavating, backfilling, plating, securing site, traffic control, pedestrian detour, compacting, grading, concrete form work, steel reinforcements, concrete, importing fill, exporting soil, disposing soil, hauling, and structure installation.
 Furnish and install permanent site security including security fencing, key card readers, and an automatic gate. This is including and not limited to sawcutting, excavating, backfilling, plating, securing site, traffic control, pedestrian detour, compacting, grading, concrete form work, steel reinforcements, concrete, importing fill, exporting soil, disposing soil, hauling, and structure installation.
 Furnish and install 15” reinforced concrete pipe, manholes and junction boxes required for connection to the existing storm drain including all necessary fittings, covers, roadway restoration, sidewalks, curb and gutters, and associated appurtenances per the Contract Documents. This is including and not limited to sawcutting, excavating, backfilling, plating, securing site, traffic control, pedestrian detour, compacting, grading, shoring, concrete form work, steel reinforcements, concrete, importing fill, exporting soil, disposing soil, hauling, and structure installation.
 Furnish and install 12” ductile iron pipe including all necessary tubing, weldolets, fittings, valves, vaults, vault covers, sidewalks, curb and gutters, pipe supports, concrete pipe supports and associated appurtenances per the Contract Documents. This is including and not limited to sawcutting, excavating, backfilling, plating, securing site, traffic control, pedestrian detour, compacting, grading, shoring, concrete form work, steel reinforcements, concrete, importing fill, exporting soil, disposing soil, hauling, and structure installation.  Furnish and install 8” PVC pipe including all necessary tubing, weldolets, fittings, valves, vaults, vault covers, sidewalks, curb and gutters, pipe supports, concrete pipe supports and associated appurtenances per the Contract Documents. This is including and not limited to sawcutting, excavating, backfilling, plating, securing site, traffic control, pedestrian detour, compacting, grading, shoring, concrete form work, steel reinforcements, concrete, importing fill, exporting soil, disposing soil, hauling, and structure installation.  Furnish and install City of Vernon Well No. 22 pump and motor including the gravel feed tube, camera tube, sounding tube, fittings, valves and associated appurtenances. This is including and not limited to sawcutting, excavating, backfilling, plating, securing site, traffic control, pedestrian detour, compacting, grading, concrete form work, steel reinforcements, concrete, importing fill, exporting soil, disposing soil, hauling, capping and abandoning existing laterals, and structure installation.
 Furnish and install mechanical piping including all fittings, valves, flow meters, air relief valves, weldolets, and associated appurtenances as indicated in the Contract Documents. This is including and not limited to sawcutting, excavating, backfilling, plating, securing site, traffic control, pedestrian detour, compacting, grading, concrete form work, steel reinforcements, concrete, importing fill, exporting soil, disposing soil, hauling, capping and abandoning existing laterals, and structure installation.

Summary of Work
Vernon Well No. 22 Equipment and Site Improvements Page 01010-3  Furnish and install equipment building including the chlorine storage tank, exhaust fan, A/C system, chemical injection pump skid, and chemical process piping including all fittings and valves, building security including all doors, locks and alarms as indicated in the Contract Documents. This is including and not limited to sawcutting, excavating, backfilling, plating, securing site, traffic control, pedestrian detour, compacting, grading, concrete form work, steel reinforcements, concrete, importing fill, exporting soil, disposing soil, hauling, capping and abandoning existing laterals, and structure installation.  Furnish and install all structural elements associated with Well No. 22 equipment and site improvements including a concrete well footing and shade structure, equipment building concrete slab and piles, and masonry wall as indicated in the Contract Documents. This is including and not limited to sawcutting, excavating, backfilling, plating, securing site, traffic control, pedestrian detour, compacting, grading, concrete form work, steel reinforcements, concrete, importing fill, exporting soil, disposing soil, hauling, capping and abandoning existing laterals, and structure installation.
 Furnish and install all new electrical components, SES, VFDs, transformer, panelboards, PLC, local disconnect switches, lighting, alarms, instrumentation and communication equipment, conduits, fittings, conductors, fixtures, switches, receptacles and associated appurtenances as shown in the Contract Documents.

10. (Bid Item No. 12) Coordinate with the City of Vernon Public Utilities Department for their installation and connection of electrical service and transformer assembly, and to anticipate a minimum of 2 weeks in construction for such 3rd party improvements.

11. (Bid Item No. 13) Coordinate for 3rd party start-up testing, and to anticipate a minimum of 1 week for such independent testing.

12. (Bid Item No. 14-16) The CONTRACTOR shall coordinate all necessary tasks for pump station start up and acceptance by the City of Vernon Public Works Department including but not limited to pressure testing, disinfection of newly installed pipeline and equipment, general equipment testing and training. The CONTRACTOR shall provide two (2) separate four (4) hour training sessions on all newly installed equipment and provide two (2) hard copies and the electronic copies of newly installed equipment O&M manuals to City staff.

B. The WORK includes obtaining any permits related or required by the Contract.

1.3 WORK BY OTHERS
A. Where two (2) or more Contracts are being performed at one time on the same site or adjacent land in such manner that work under one (1) Contract may interfere with work under another, the sequence and order of the WORK in either or both Contracts to the agreement of both contracting entities shall be determined.

When the Site of one (1) Contract is the necessary or convenient means of access for performance of work under another, the privilege of access or other reasonable privilege to the CONTRACTOR so desiring may be granted, to the extent, amount, and in manner and at a time that shall be determined. Conduct its operations to cause a minimum of interference with the work of such other contractors, and shall cooperate fully with such contractors to allow continued safe access to their respective portions of the Site, as required to perform work under their respective contracts.

B. Interference with Work on Utilities: Cooperate fully with all utility forces or forces of other public or private agencies engaged in the relocation, altering, or otherwise rearranging of any facilities, which interfere with the progress of the WORK, and shall schedule the WORK to minimize interference with said relocation, altering or other rearranging of facilities. Any delays, reduction in work efficiency or hardships incurred shall be identified and resolved to the satisfaction of both parties.

1.4 USE OF SITE
A. Use of the Site shall be limited to its construction operations, including on-site storage of materials, on-site fabrication facilities and field offices.

Summary of Work
Vernon Well No. 22 Equipment and Site Improvements Page 01010-4 B. All or part of the existing site may be utilized during the entire period of construction for the conduct of normal construction operations. CONTRACTOR shall cooperate and coordinate to facilitate construction and to minimize interference with the ongoing process operations. Process tie-ins or any connections to the existing system shall not occur without permission from the CITY. The CITY shall be notified as least one week prior to any process tie-ins or connection to the existing system.

PART 2 – PRODUCTS (Not Used)
PART 3 – EXECUTION (Not Used)
- END OF SECTION -
Measurement and Payment
Vernon Well No. 22 Equipment and Site Improvements Page 01025-1 SECTION 01025

MEASUREMENT AND PAYMENT
PART 1 – GENERAL

1.1 THE REQUIREMENT
A. Section includes: Descriptions for payment purposes of the various elements, components, actions, equipment, and materials that are included in each bid item. Also included is a description of how measurement of the bid item will be made. Lump Sum bid items will have no measurement description, since the quantity is one.

B. The Lump Sum price includes full compensation for furnishing all necessary labor, machinery, tools, apparatus, equipment, materials, services and other necessary supplies and to perform all work shown on the Drawings and/or described in the Specifications and Contract Documents. No other compensation will be allowed thereof.

C. Work for which no separate payment is provided will be considered as a subsidiary obligation of the CONTRACTOR, and the cost thereof shall be included in the applicable contract price for the item to which the work most closely applies.

1.2 PROGRESS AND PAYMENT SCHEDULES (See also the Contract) A. Within 15 days after the date of formal execution of the Agreement, prepare and submit, for approval, a Construction Schedule, which depicts the plan for completing the Contract requirements.

B. Maintain a current Construction Schedule updated monthly at the Site available for inspection. The Schedule shall reflect all approved Change Orders and their impact to the Project Schedule.

1.3 CONDITIONS FOR PAYMENT
A. Make payments for acceptable work in place and materials properly stored on-site. The value of payment shall be as established on the approved Schedule of Values. Terms of payment shall be as stated in the Contract Agreement.

1.4 CLAIMS FOR EXTRA WORK
A. If any claims that instructions by the Governmental Agency or others involve extra cost, the CONTRACTOR shall give written notice of said claim within 15 days after the receipt of such instructions, and in any event before proceeding to execute the work, stating clearly and in detail the basis of his claim or claims. No such claim shall be valid unless so made.

B. If, on the basis, of the available evidence, the determination is made that an adjustment of the Contract Price or time is justifiable, the procedure shall then be as provided in the Contract.

PART 2 – PRODUCTS (Not Used)
PART 3 – EXECUTION (Not Used)
- END OF SECTION -
Coordination
Vernon Well No. 22 Equipment and Site Improvements Page 01040-1 SECTION 01040

COORDINATION
PART 1 -- GENERAL

1.1 THE REQUIREMENT
A. The CONTRACTOR shall coordinate the WORK of all crafts, trades and subcontractors engaged on the WORK and he shall have final responsibility in regards to the Schedule, workmanship and completeness of each and all parts of the WORK.

B. All crafts, trades and subcontractors shall be made to cooperate with each other and with others, as they may be involved in the installation of work, which adjoins, incorporates, precedes or follows the work of another.

It shall be the CONTRACTOR's responsibility to point out areas of cooperation prior to execution of subcontractors Agreements and the assignment of the parts of the WORK. Each craft, trade and subcontractor shall be responsible to the CONTRACTOR, for furnishing embedded items, giving directions for doing all cutting and fitting, making all provisions for accommodating the WORK and for protecting, patching, repairing and cleaning as required to satisfactorily perform the WORK.

C. The CONTRACTOR shall be responsible for supervising all cutting, digging and other action of his subcontractors and workers. Where such action impairs the safety or function of any structure or component of the Project as determined by the ENGINEER, the CONTRACTOR shall make such repairs, alterations and additions as will bring said structure or component back to its original design condition at no additional cost to the CITY.

D. The CONTRACTOR is expected to be familiar with the General Requirements and all Sections of the detailed Specifications for all other trades and to study all Drawings applicable to his WORK to the end that complete coordination between the trades will be affected. CONTRACTOR shall submit the Request for Information (RFI) to the ENGINEER if conflicts exist within the Contract Documents.

1. The CONTRACTOR shall review the RFI and submit, with comments, to the ENGINEER for review and response. The RFI request should include a requested response date. The ENGINEER will make every effort to meet that requested date. However, the ENGINEER will have 14 business days to review and respond back to the CONTRACTOR. If the natures of the RFI or circumstances surrounding the RFI are beyond the control of the ENGINEER, requiring the need of more than 14 business days, the ENGINEER will notify the CONTRACTOR within five business days of receipt that it will take longer than 14 business days. At that time, the CONTRACTOR and ENGINEER will establish an agreed upon response date.

2. Upon receipt of the RFI response, the CONTRACTOR shall distribute the RFI response as necessary.

The CONTRACTOR will be required to keep and maintain a numbered log of the RFI’s and responses. A copy of the log, and detail of each RFI shall be submitted to the ENGINEER for Project closeout.

E. At the discretion of the ENGINEER, additional clarification information may be provided to the CONTRACTOR, regarding the Contract Documents. This notification shall be submitted on an Engineering Supplemental Information (ESI) form. It is the intent of the ESI to provide additional clarification information to the Contract Documents. It is the intent of the ENGINEER to transmit the ESI’s in a timely manner.

However, the ENGINEER shall not be held responsible for rework to work performed prior to issuance of the ESI.

PART 2 – PRODUCTS (Not Used)
PART 3 – EXECUTION (Not Used)
- END OF SECTION -
Cutting and Patching
Vernon Well No. 22 Equipment and Site Improvements Page 01045-1 SECTION 01045

CUTTING AND PATCHING
PART 1 – GENERAL

1.1 THE REQUIREMENT
A. Perform all WORK associated with cutting and patching for connection to existing water and sewer lines.

This shall be complete and operable, in accordance with the Contract Documents and the City’s Standards.

B. Do not cut and patch in a manner that would result in a failure of the WORK to perform as intended, decreased energy performance, increased maintenance, decreased-operational life or decreased safety.

C. CONTRACTOR shall field verify the existing process piping and civil (edge of sidewalk etc.) points of connection. The CONTRACTOR shall notify the ENGINEER and the CITY of all discrepancies.

PART 2 – PRODUCTS

2.1 MATERIALS
A. Match existing materials for cutting and patching work with new materials conforming to Project Requirements.

PART 3 – EXECUTION

3.1 INSTALLATION
A. Inspect conditions prior to WORK to identify scope and type of WORK required. Protect adjacent WORK.

Notify ENGINEER, CITY, and the CITY of WORK requiring interruption to building services or CITY’s operations.

B. Perform WORK with Workmen skilled in the trades involved.

C. Cutting: Use cutting tools, not chopping tools. Make neat holes. Minimize damage to adjacent work. Check for concealed utilities and structure before cutting.

D. Patching: Make patches, seams and joints durable and inconspicuous. Comply with tolerances for new WORK.

E. Clean WORK area and areas affected by cutting and patching operations. - END OF SECTION -
Abbreviations of Institutions
Vernon Well No. 22 Equipment and Site Improvements Page 01070-1 SECTION 01070

ABBREVIATIONS OF INSTITUTIONS
PART 1 – GENERAL

1.1 GENERAL
A. Wherever in these Specifications, references are made to the Standards, Specifications or other Published Data of the various International, National, Regional or Local Organizations, such organizations may be referred to by their acronym or abbreviation only. As a guide, to the User of these Specifications the following acronyms or abbreviations, which may appear in these Specifications, shall have the meanings indicated herein.

1.2 ABBREVIATIONS
AA Aluminum Association
AAMA Architectural Aluminum Manufacturer's Association
AAR Association of American Railroads
AASHTO American Association of State Highway and Transportation Officials AATCC American Association of Textile Chemists and Colorists ACI American Concrete Institute
AFBMA Anti-Friction Bearing Manufacturer's Association, Inc.

AFPA American Forest Products Association
AGA American Gas Association
AGMA American Gear Manufacturers Association
AHA American Hardboard Association
AHAM Association of Home Appliance Manufacturers
AI The Asphalt Institute
AIA American Institute of Architects
AISC American Institute of Steel Construction
AISI American Iron and Steel Institute
AITC American Institute of Timber Construction
AMCA Air Moving and Conditioning Association
ANS American Nuclear Society
ANSI American National Standards Institute, Inc.

APA American Plywood Association or American Parquet Association, Inc.

API American Petroleum Institute
APWA American Public Works Association
ARI Air-Conditioning and Refrigeration Institute
ASA Acoustical Society of America
ASAE American Society of Agricultural Engineers
ASCE American Society of Civil Engineers
ASHRAE American Society of Heating, Refrigerating, and Air Conditioning Engineers ASLE American Society of Lubricating Engineers
ASME American Society of Mechanical Engineers
Abbreviations of Institutions
Vernon Well No. 22 Equipment and Site Improvements Page 01070-2 ASNT American Society of Nondestructive Testing
ASQC American Society for Quality Control
ASSE American Society of Sanitary Engineers
ASTM American Society for Testing and Materials
AWCI American Wire Cloth Institute
AWPA American Wood Preservers Association
AWPI American Wood Preservers Institute
AWS American Welding Society
AWWA American Water Works Association
BBC Basic Building Code, Building Officials and Code Administrators International BHMA Builders Hardware Manufacturer's Association
CABO Council of American Building Officials
CBM Certified Ballast Manufacturers
CDA Copper Development Association
CEMA Conveyors Equipment Manufacturer's Association
CGA Compressed Gas Association
CLFMI Chain Link Fence Manufacturer's Institute
CMA Concrete Masonry Association
CRSI Concrete Reinforcing Steel Institute
DCDMA Diamond Core Drill Manufacturer's Association
DHI Door and Hardware Institute
DIPRA Ductile Iron Pipe Research Association
EIA Electronic Industries Association
ETL Electrical Test Laboratories
EPA Environmental Protection Agency
FCC Federal Communications Commission
FCI Fluid Controls Institute
FM Factory Mutual System
FPL Forest Products Laboratory
HI Hydronics Institute
HPMA Hardwood Plywood Manufacturers Association
IAPMO International Association of Plumbing and Mechanical Officials ICBO International Conference of Building Officials
IEEE Institute of Electrical and Electronics Engineers
IES Illuminating Engineering Society
IME Institute of Makers of Explosives
IP Institute of Petroleum (London)
IPC Institute of Printed Circuits
IPCEA Insulated Power Cable Engineers Association
ISDSI Insulated Steel Door Systems Institute
ISA Instrument Society of America
Abbreviations of Institutions
Vernon Well No. 22 Equipment and Site Improvements Page 01070-3 ISEA Industrial Safety Equipment Association
ISO International Organization for Standardization
ITE Institute of Traffic Engineers
MBMA Metal Building Manufacturer's Association
MIL Military Standards (DoD)
MPTA Mechanical Power Transmission Association
MSS Manufacturers Standardization Society
MTI Marine Testing Institute
NAAMM National Association of Architectural Metal Manufacturer's NACE National Association of Corrosion Engineers
NAGDM National Association of Garage Door Manufacturers NB National Board of Boiler and Pressure Vessel Inspectors (alternate NBBPVI) NBS National Bureau of Standards (Now NIST)
NCCLS National Committee for Clinical Laboratory Standards NEC National Electrical Code
NEMA National Electrical Manufacturer's Association
NETA International Electrical Testing Association
NFPA National Fire Protection Association or National Fluid Power Association or National Forest Products Association
NISO National Information Standards Organization
NLGI National Lubricating Grease Institute
NMA National Microfilm Association
NRCA National Roofing Contractors Association
NSF National Sanitation Foundation
NWMA National Woodwork Manufacturers Association
NWWDA National Wood Window and Door Association
OSHA Occupational Safety and Health Administration
PCA Portland Cement Association
PPI Plastics Pipe Institute
RCRA Resource Conservation and Recovery Act
RIS Redwood Inspection Service
RMA Rubber Manufacturers Association
RVIA Recreational Vehicle Industry Association
RWMA Resistance Welder Manufacturer's Association
SAE Society of Automotive Engineers
SAMA Scientific Apparatus Makers Association
SDI Steel Door Institute
SMA Screen Manufacturers Association
SMACCNA Sheet Metal and Air Conditioning Contractors National Association SPI Society of the Plastics Industry, Inc.

SPIB Southern Pine Inspection Bureau
Abbreviations of Institutions
Vernon Well No. 22 Equipment and Site Improvements Page 01070-4 SPR Simplified Practice Recommendation
SSA Swedish Standards Association
SSBC Southern Standard Building Code, Southern Building Code Congress SSPC Society for Protective Coating
SSPWC Standard Specifications for Public Works Construction TAPPI Technical Association of the Pulp and Paper Industry TFI The Fertilizer Institute
TIA Telecommunications Industries Association
TPI Truss Plate Institute
UBC Uniform Building Code
UL Underwriters Laboratories, Inc.

WCLIB West Coast Lumber Inspection Bureau
WCRSI Western Concrete Reinforcing Steel Institute
WEF Water Environment Federation
WIC Woodwork Institute of California
WRI Wire Reinforcement Institute, Inc.

WPA Western Wood Products Association
PART 2 – PRODUCTS (Not Used)
PART 3 – EXECUTION (Not Used)
- END OF SECTION -
Reference Standards
Vernon Well No. 22 Equipment and Site Improvements Page 01090-1 SECTION 01090

REFERENCE STANDARDS
PART 1 – GENERAL

1.1 GENERAL
A. Titles of Sections and Paragraphs: Titles and Subtitles accompanying Specification Sections and paragraphs are for convenience and Reference only and do not form a part of the Specifications.

B. Applicable Publications: Whenever in these Specifications References are made to Published Specifications, Codes, Standards or other Requirements, it shall be understood that wherever no date is specified, only the latest Specifications, Standards or Requirements of the respective issuing agencies, which have been published as of the date that the Contract shall apply; except to the extent that said Standards or Requirements may be in conflict with applicable Laws, Ordinances or Governing Codes. No Requirements set forth in the Specifications or shown on the Drawings will be waived because of any provision of, or omission from, said Standards or Requirements.

C. Specialists, Assignments: In certain instances, Specification text requires (or implies) that specific WORK is to be assigned to specialists or expert entities, who must be engaged for the performance of that WORK.

Such assignments shall be recognized as Special Requirements. These Requirements shall not be interpreted so as to conflict with the enforcement of Building Codes and similar Regulations Governing the WORK; also, they are not intended to interfere with Local Union Jurisdiction Settlements and similar conventions. Such assignments are intended to establish which party or entity involved in a specific unit of work is recognized as "Expert" for the indicated construction processes or operations. Nevertheless, the final responsibility for fulfillment of the entire set of Contract Requirements remains.

1.2 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Construct the WORK in accordance with the Contract Documents and the referenced portions of those Referenced Codes, Standards and Specifications.

B. Verify the following references agree with the plans and local requirements - References herein to "Building Code" shall mean International Building Code (IBC) 2006. Similarly, references to "Mechanical Code" or "International Mechanical Code," "Plumbing Code" or "Uniform Plumbing Code," "Fire Code" or "International Fire Code," shall mean International Mechanical Code (IMC) 2003, Uniform Plumbing Code (UPC) 1994 and International Fire Code (IFC) 2003. "Electric Code" or "National Electric Code (NEC)" shall mean the National Electric Code of the National Fire Protection Association (NFPA) 2003. The latest edition of the codes as approved by the Municipal Code and used by the local agency as of the date that the WORK is advertised for bids, as adopted by the agency having jurisdiction, shall apply to the WORK herein, including all Addenda, Modifications, Amendments, or other Lawful changes thereto.

C. In case of conflict between Codes, Reference Standards, Drawings and the other Contract Documents, the most stringent Requirements shall govern. All conflicts shall be brought to the attention of the ENGINEER for clarification and directions prior to ordering or providing any materials or furnishing labor through the RFI process. The most stringent Requirements may be bid on.

D. References herein to "OSHA Regulations for Construction" shall mean Title 29, Part 1926, Construction Safety and Health Regulations, Code of Federal Regulations (OSHA), including all changes and amendments thereto.

E. References herein to "OSHA Standards" shall mean Title 29, Part 1910, Occupational Safety and Health Standards (OSHA), Code of Federal Regulations, including all changes and Amendments thereto.

Reference Standards
Vernon Well No. 22 Equipment and Site Improvements Page 01090-2 F. Applicable Standard Specifications: References in the Contract Documents to "Standard Specifications" or SSPWC shall mean the Standard Specifications for Public Works Construction.

1.3 REGULATIONS RELATED TO HAZARDOUS MATERIALS
A. Responsibility for all work included in the Contract Documents, regardless if shown or not, shall comply with all EPA, OSHA, RCRA, NFPA, and any other Federal, State, and Local Regulations governing the storage and conveyance of hazardous materials, including petroleum products.

PART 2 – PRODUCTS (Not Used)
PART 3 – EXECUTION (Not Used)
- END OF SECTION -
Schedule of Values
Vernon Well No. 22 Equipment and Site Improvements Page 01292-1 SECTION 01292

SCHEDULE OF VALUES
PART 1 -- GENERAL

1.1 SUMMARY
A. Section Includes: Requirements for preparation, format, and submittal of Schedule of Values.

1.2 PREPARATION
A. Prepare Schedule of Values identifying costs of Major Items of Work and other costs shown in sample included at end of this Section.

B. Divide the Work into following Major Items of Work and subdivide the Major Items that will complement not only the scope of the work, but the progress of work as well.

C. Assign prices to Items of Work which aggregate the Contract Price. Base prices on costs associated with scheduled activities based on the Project Schedule for each Item of Work.

1.3 SUBMITTALS
A. Submit preliminary schedule of values in accordance with Section 01025 and 00700.

B. Submit corrected schedule of values within 10 days upon receipt of reviewed Schedule of Values, but no later than 10 days prior to anticipated submittal of first Application for Payment, in accordance with Section 01025.

C. Upon request, support prices with data which will substantiate their correctness.

D. If activities are added or removed from the Progress Schedule revise the Schedule of Values and resubmit.

1.4 SAMPLE SCHEDULE OF VALUES
A. Following is an example of an acceptable form for Schedule of Values.

SCHEDULE OF VALUES
NO. DESCRIPTION OF ITEM LUMP SUM COST

1. Mobilization.

2. General Earthwork and Grading.

3. Miscellaneous Yard Piping.

List Major Items of Work Identified in Paragraph 1.02 C / Number Consecutively.

4. General Electrical Work Not Included on Major Items of Work.

5. Major Items of Work (Pump Station, Tank, Etc.)

6. General Instrumentation Work Not Included on Major Items of Work.

7. Start-up and Demobilization

8. Site Paving

9. Miscellaneous Work Items and Other Prices Not Included in Previous Items and Necessary to Complete the Work.

TOTAL LUMP SUM BID
PART 2 – PRODUCTS (Not Used)
PART 3 -- EXECUTION (Not Used)
-END OF SECTION-
Applications for Payment
Vernon Well No. 22 Equipment and Site Improvements Page 01294-1 SECTION 01294

APPLICATIONS FOR PAYMENT
PART 1 - GENERAL

1.1 SUMMARY
A. Section Includes: Procedures for preparation and submittal of Applications for Payment.

B. Related Sections:

1. Section 01292 - Schedule of Values.

2. Section 01310 - Progress Schedules and Reports.

1.2 FORMAT
A. Develop satisfactory spreadsheet-type form generated by downloading cost data from the Progress Schedule.

B. Fill in information required on form.

C. When Change Orders are executed, add Change Orders at end of listing of scheduled activities.

1. Identify change order by number and description.

2. Provide cost of change order in appropriate column.

D. After completing, submit Application for Payment.

E. The ENGINEER will review application for accuracy. When accurate, the ENGINEER will transmit application to CITY for processing of payment.

F. Execute application with signature of responsible officer of CONTRACTOR.

1.3 SUBSTANTIATING DATA
A. Provide Substantiating Data with cover letter identifying:

1. Project.

2. Application number and date.

3. Detailed list of enclosures.

4. For stored products with item number and identification on application, description of specific material, and proof of insurance coverage for offsite stored products and copies of invoices.

1.4 SUBMITTALS
A. Submit five copies of Application for Payment and Substantiating Data with cover letter to CITY or Engineer.

B. Coordinate requirements with the Contract General Conditions.

1.5 PAYMENT REQUESTS
A. Prepare progress payment requests on a monthly basis. Base requests on the breakdowns of costs for each scheduled activity and the percentage of completion for each activity.

B. Indicate total dollar amount of work planned for every month of the project. Equate sum of monthly amounts to Lump Sum Contract Price.

Applications for Payment
Vernon Well No. 22 Equipment and Site Improvements Page 01294-2 C. Generate Progress Payment request forms by downloading cost data from the schedule information to a spreadsheet type format. Identify each activity on the Progress Schedule that has a cost associated with it, the cost for each activity, the estimated percent complete for each activity, and the value of work completed for both the payment period and job to date.

D. Prepare summary of cost information for each Major Item of Work listed in the Schedule of Values. Identify the value of work completed for both the payment period and job to date.

E. Submit progress payment requests at progress meetings.

PART 2 – PRODUCTS - (Not Used)
PART 3 – EXECUTION – (Not Used)
-END OF SECTION-
Submittals
Vernon Well No. 22 Equipment and Site Improvements Page 01300-1 SECTION 01300

SUBMITTALS
PART 1 -- GENERAL

1.1 WORK INCLUDED
A. Shop Drawing, Descriptive Literature, Project Data and Samples (specifically, when Samples are requested) for all manufactured or fabricated items shall be Submitted by the CONTRACTOR. CONTRACTOR shall examine and review the Submittal to ensure that the information is in the form and in the manner required by the ENGINEER. The review of the Submittal by the ENGINEER shall not be construed as a complete check or approval, but will only indicate that the general method of construction and detailing is satisfactory.

Review of such Submittal will not relieve the CONTRACTOR of the responsibility for any errors, which may exist. The CONTRACTOR shall be responsible for the dimensions and design of adequate connections, details and satisfactory of all WORK.

1.2 DEFINITIONS
A. The term "Submittals" shall mean shop drawings, manufacturer's drawings, catalog sheets, brochures, descriptive literature, diagrams, schedules, calculations, material lists, performance charts, test reports, office and field samples and items of similar nature, which are normally Submitted for the ENGINEER’s review for conformance with the Design Concept and compliance with the Contract Documents.

1.3 GENERAL CONDITIONS
A. Review by the ENGINEER of shop drawings or submittals of material and equipment shall not relieve the CONTRACTOR from the responsibilities of furnishing proper dimension, size, quantity, materials and all performance characteristics to, efficiently perform the Requirements and intent of the Contract Documents.

Review shall not relieve the CONTRACTOR responsibility for errors of any kind on the shop drawings.

Review is intended only to assure conformance with the design concept of the Project and compliance with the information given in the Contract Documents. Review of shop drawings shall not be construed as releasing the CONTRACTOR from the responsibility of complying with the Contract Documents.

B. Do not consider Submittals as Contract Documents. Purpose of Submittals is to demonstrate how CONTRACTOR, to conform to the design concepts.

1.4 GENERAL REQUIREMENTS FOR SUBMITTALS
A. Shop drawings shall be prepared by a qualified detailer. Details shall be identified by reference to sheet and detail numbers shown on Contract Documents. Where applicable, show fabrication, layout, setting and erection details. Shop drawings are defined as original drawings prepared by the CONTRACTOR, subcontractor, suppliers or distributors performing WORK under this Contract. Shop drawings illustrate some portion of the WORK and show fabrication, layout, setting or erection details of equipment, materials and components. Shop drawings shall be folded to an approximate size of 8½-inch x 11-inch and in such manner that the title block will be located in the lower right-hand corner of the exposed surface.

B. Project data shall include manufacturer's standard schematic drawings modified to delete information, which is not applicable to the Project and shall be supplemented to provide additional information applicable to the Project. Each copy of descriptive literature shall be clearly marked to identify pertinent information as it applies to the Project.

C. Where samples are required, they shall be adequate to illustrate materials, equipment or workmanship and to establish Standards by which completed WORK is judged. Provide sufficient size and quantity to clearly illustrate functional characteristics of product and material, with integrally related parts and attachment devices, along with a full range of color samples.

Submittals
Vernon Well No. 22 Equipment and Site Improvements Page 01300-2 D. The CONTRACTOR shall review and check Submittals, indicating his review by initials and date.

E. If the Submittals deviate from the Contract Drawings and/or Specifications, the CONTRACTOR shall clearly identify the deviation and state any reasons for the deviation. The ENGINEER may approve a change. Any costs resulting from a change will be the responsibility of the CONTRACTOR.

F. Additional information on particular items, such as special drawings, schedules, calculations, performance curves and material details, shall be provided when specifically requested by the Technical Specifications.

G. Submittals for all electrically operated items (including instrumentation and controls) shall include complete wiring diagrams showing lead, runs, number of wires, wire size, color coding, all terminations and connections and coordination with related equipment.

H. Equipment shop drawings shall indicate all factory or shop paint coatings applied by suppliers, manufacturers and fabricators; the CONTRACTOR shall be responsible for insuring the compatibility of such coatings with the field applied paint products and systems.

I. Fastener Specifications of manufacturer shall be indicated on equipment shop drawings.

J. No material shall be fabricated or shipped unless the applicable drawings or Submittals have been reviewed and approved by the CONTRACTOR and ENGINEER.

K. All bulletins, brochures, instructions, parts lists and warranties packaged with and accompanying materials and products delivered to and installed in the Project shall be saved and transmitted to the ENGINEER for safe keeping and preparations of the Operation &Maintenance Manuals.

L. A total of four (4) copies of the Submittals shall be provided to the CONTRACTOR, along with one (1) electronic PDF copy.

1.5 SUBCONTRACTOR or VENDOR RESPONSIBILITIES
A. Verify field measurements, field construction criteria, catalog numbers and similar data.

B. Coordinate each Submittal with requirements of Work and Contract Documents.

C. Submit four (4) copies, excluding samples or mark-ups, of the shop drawings to the CONTRACTOR for review and submission to the ENGINEER for review.

1.6 CONTRACTOR RESPONSIBILITIES
A. Submit complete listing of all required shop drawing submittals by Specification Section to the ENGINEER.

B. Submit shop drawings, product data, samples and other pertinent information in sufficient detail to show compliance with specified requirements.

C. Check, verity and revise Submittals as necessary to bring them into conformance with Contract Documents and actual field conditions.

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

2. Coordinate Submittal with other Submittals and with the requirements of the Contract Documents.

D. After completion of checking, verification and revising, stamp, sign and date Submittals indicating review and approval and submit to ENGINEER.

1. Stamp and signature indicates CONTRACTOR has satisfied shop drawing review responsibilities and constitutes written review of shop drawing with general conformance with the Contract Documents.

Submittals
Vernon Well No. 22 Equipment and Site Improvements Page 01300-3

2. Shop drawings without CONTRACTOR written reviewed stamp and signature will be returned for resubmission.

E. Shop Drawings: Submit four (4) copies. Two (2) will be returned with reviewer’s comment’s and stamp.

F. Product Data and Manufacturer’s Instructions: Submit four (4) copies. Excise or cross out non-applicable information and clearly mark applicable information with citations to and terminology consistent with Contract Documents.

1. Two (2) copies will be returned with reviewer’s comments and stamp.

G. Samples: Submit two (2) samples labeled with reference to applicable Contract Documents. Label will be returned with reviewer’s selection when appropriate, comments and stamp. Samples will not be returned unless return is requested in writing and additional samples are submitted.

H. Special Samples: Submit one (1) sample labeled with reference to applicable Contract Documents. Sample and one (1) label will be returned for installation in the WORK.

I. Assume risk expense and delays when proceeding with work related to required Submittals without review and acceptance.

J. Submittals in Electronic Media Format: Include with each submittal electronic copies of all product data, shop drawings as follows:

1. General: Provide all information on CDs.

2. Product Data: Provide text documents and manufacture’s literature.

3. Shop Drawings, Diagrams: Provide all graphic Submittals utilizing current version of AutoCAD as utilized by the ENGINEER.

4. CONTRACTOR using other software shall be required to provide to the ENGINEER conclusive evidence of 100% data transfer compatibility.

5. Adobe Acrobat: Any information provided as an image file shall be in the latest version of Adobe Acrobat (i.e. PDF extension).

K. Deferred Submittals: Submit any and all requested deferred submittals as required by the Building Permit or local governing agency. The deferred submittals may include but not be limited to trusses, bar joists or above ground tanks.

1.7 ENGINEER’S RESPONSIBILITY
A. ENGINEER’s review of shop drawings, samples or test procedures will be only for conformance with design concepts and for compliance with information given in Contract Documents.

1. ENGINEER’s review does not extend to:
a. Accuracy of dimensions, quantities or performance of equipment and systems designed by CONTRACTOR, subcontractor or Vendor.
b. CONTRACTOR or subcontractor means, methods, techniques, sequences or procedures, except when specified, indicated on the Drawings or required by Contract Documents. c. Safety precautions or programs related to safety, which shall remain the sole responsibility of the CONTRACTOR and the subcontractor.

B. Except as may be provided in subsequent Specification, a submittal will be returned within 30 days. When a Submittal cannot be returned within that period, ENGINEER will, within a reasonable time after receipt of the Submittals, give notice of the date by which that submittal will be returned.

C. For Submittals returned No Exceptions Taken – Submittal is considered in conformance with the design concept.

Submittals
Vernon Well No. 22 Equipment and Site Improvements Page 01300-4 D. For Submittals returned Accepted with Correction Noted – Make Correction Noted/See all Comments, CONTRACTOR shall incorporate all review comments into the work, but resubmittal of an amended Submittal is not required.

E. For Submittals returned Submit Specific Item – CONTRACTOR shall develop a new Submittal package with materials, equipment, methods, etc. that meet the requirements of the Contract Documents for that specific item.

F. For Submittals returned Revised and Resubmit – Make Corrections Note/See All Comments, CONTRACTOR shall incorporate the review comments into a complete revised package and resubmit it for review.

G. For Submittals returned Rejected – See All Comments, CONTRACTOR shall develop a new Submittal package with materials, equipment, methods, etc. that meet the requirements of the Contract Documents.

H. For Submittals returned Submittal Not Reviewed, Filed for Record, no further action is required by the CONTRACTOR for this Submittal.

I. ENGINEER will be entitled to rely upon the accuracy or completeness of designs, calculations or certification made by licensed professionals accompanying a particular Submittal whether or not a stamp or seal is required by Contract Documents or Laws and Regulations.

J. Costs incurred by the ENGINEER, as a result, of additional reviews of a particular Submittal after the second time it has been reviewed shall be borne by CONTRACTOR. Reimbursement to ENGINEER will be made by issuance of a Change Order.

1.8 MINOR OR INCIDENTAL PRODUCTS AND EQUIPMENT SCHEDULES A. Shop Drawings of minor or incidental fabricated products will not be required, unless requested.

B. Submit tabulated lists of minor or incidental products showing the names of the manufactures and catalog numbers, with Product Data and Samples, as required to, determine acceptability.

1.9 SUBMITTALS FOR INFORMAITON OR RECORD ONLY
A. Submit three (3) copies of each. None will be returned.

B. Mill Test Reports:

1. Submit three (3) certified copies of factory and mill test reports for record only. No copies will be returned.

2. Do not incorporate Products in the work, which have not passed testing and inspection satisfactorily.

3. Pay for mill and factory tests.

C. Reinforcing Steel:

1. Submit reinforcing steel fabrication and setting drawings for information or record only. No copies will be returned.

2. Note deviations and variations as specified for shop drawings.

PART 2 – PRODUCTS (Not Used)
PART 3 – EXECUTION (Not Used)
- END OF SECTION -
Progress Schedules and Reports
Vernon Well No. 22 Equipment and Site Improvements Page 01310-1 SECTION 01310

PROGRESS SCHEDULES AND REPORTS
PART 1 – GENERAL

1.1 SUMMARY
A. Section Includes: Preparation, submittal and maintenance of computerized progress schedule and reports, contract time adjustments and payment requests, including the following:

1. Preliminary Schedule

2. Baseline Schedule

3. Weekly Schedule

4. Schedule Updates

5. Schedule Revisions

6. Time Impact Analyses

7. Final Schedule Submittal
B. Related Sections:

1. Section 01300 - Submittals

2. Section 01312 - Project Meetings

3. Section 01700 – Project Closeout
C. CITY reserves the right to disapprove scheduler when submitted by CONTRACTOR if not qualified. CITY reserves the right to remove scheduler from the project if found to be incompetent.

1.2 PRECONSTRUCTION SCHEDULING MEETING
A. The CONTRACTOR will conduct a Preconstruction Schedule Meeting within 14 Calendar days after Notice to Proceed. This meeting is separate from the Preconstruction Conference Meeting and is intended to cover schedule issues exclusively.

B. At the meeting, scheduling requirements shall be reviewed with CONTRACTOR. These include schedule preparation, reporting requirements, updates, revisions and schedule delay analysis. CONTRACTOR shall present their schedule methodology, planned sequence of operations and present their proposed activity coding structure.

C. Coding Structure: CONTRACTOR shall submit proposed coding structure, identifying the code fields and the associated code values it intends to use in the project schedule. The coding structure shall, at a minimum, include code fields for Project Segment or Phase, Area of Work, Type of Work, Submittal/Procurement/Construction and Responsibility/Subcontractor. Refer to Article 1.091 for listing of activity categories to be included in the schedule.

1.3 PREPARATION
A. Preparation and submittal of Progress Schedule represents CONTRACTORS intention to execute the WORK within specified time and constraints.

B During preparation of the preliminary Progress Schedule, ENGINEER will facilitate CONTRACTOR efforts by being available to answer questions regarding sequencing issues, scheduling constraints, interface points and dependency relationships.

Progress Schedules and Reports
Vernon Well No. 22 Equipment and Site Improvements Page 01310-2 C. Failure to include an activity required for execution of the Work does not excuse CONTRACTOR from completing the WORK and portions thereof within specified times and at price specified in Agreement. Failure of CONTRACTOR to include required schedule constraints, sequences or milestones in schedule shall not relieve CONTRACTOR of obligation to conform to requirements of Contract. Acceptance of schedule shall not waive Contract requirements. In event of conflict between accepted schedule and Contract requirements, terms of Contract shall govern at all times, unless requirements are waived in writing by the CITY.

D. Reference Schedule to calendar days with beginning of Contract Time as Day "1." E. Should CONTRACTOR submit a Baseline Schedule showing project completion more than 20 working days prior to Contract completion date the CITY may issue Change Order, at no cost to the CITY, revising time of performance of WORK and Contract completion date to match CONTRACTORS schedule completion date.

Contract milestone dates, if any, shall be adjusted accordingly.

F. Schedule Logic: Schedule shall be assembled to show order in which CONTRACTOR proposes to carry out WORK, indicate restrictions of access, availability of Work areas, and availability and use of manpower, materials and equipment. Following criteria shall form basis for assembly of schedule logic.

1. Which activities must be completed before subsequent activities can be started?

2. Which activities can be performed concurrently?

3. Which activities must be started immediately following completed activities?

4. What major facility, equipment or manpower restrictions are required for sequencing these activities?

1.4 SUBMITTAL OF PROGRESS SCHEDULES
A. Submit preliminary
B. Submit, on a monthly basis, updated schedules as specified. Submit final schedule update as specified.

C. Submit revised schedules and time impact analyses as specified.

1.5 NETWORK DETAILS AND GRAPHICAL OUTPUT
A. Produce a clear, legible and accurate calendar based, time scaled, graphical network diagram. Group activities related to the same physical areas of the WORK. Produce the network diagram based upon the early start of all activities.

B. Include for each activity, the description, activity number, estimated duration in calendar days, total float and all activity relationship lines.

C. Illustrate order and interdependence of activities and sequence in which WORK is planned to be accomplished. Incorporate the basic concept of the precedence diagram network method to show how the start of one activity is dependent upon the start or completion of preceding activities and its completion restrict the start of following activities.

D. Indicate the critical path for the project.

E. Identify system shutdown dates, system tie-in dates, specified interim completion or milestone dates and contract completion date as milestones.

F. Include, in addition to Construction Activities:

1. Submission dates and review periods for major equipment submittals.

2. Any activity by the CITY that may affect progress or required completion dates.

3. Equipment and long-lead material deliveries over eight (8) weeks.

4. Approvals required by regulatory agencies or other third parties.

Progress Schedules and Reports
Vernon Well No. 22 Equipment and Site Improvements Page 01310-3

1.6 SCHEDULE OF SHOP DRAWING AND SAMPLE SUBMITTALS
A. After the Schedule has been submitted and accepted by the CITY, the CONTRACTOR shall print out and submit a list of all shop drawings and sample submittals for all WORK using early start dates. This listing will contain all submittals required for the entire WORK, including those listed above.

1.7 UPDATING THE SCHEDULE
A. Update the schedule on a monthly basis, using the first of each month as a data date.

B. Should monthly Schedule Update show project completion later than current Contract completion date, CONTRACTOR shall prepare and submit a plan to show how the project will get back on schedule.

1.8 REVISIONS TO SCHEDULE
A. Submit revised schedule within five (5) calendar days:

1. When delay in completion of any activity or group of activities indicates an overrun of the Contract time or milestone dates by 20 working days or 5% of the remaining duration, whichever is less.

2. When delays in submittals, deliveries or work stoppages are encountered making necessary the replanning or rescheduling of activities.

3. When the schedule does not represent the actual progress of activities.

4. When any change to the sequence of activities, the completion date for major portions of the work or when changes occur which affect the critical path.

5. When Contract modification necessitates schedule revision, submit schedule analysis of change order work with cost proposal.

B. Submit revised schedule and materials as specified under Article, "Submittal of Progress Schedule." C. Make revisions on most recently accepted version of schedule.

D. Schedule Revisions shall not be prepared or submitted with Schedule Updates. They shall be separate submittals and shall be noted as Schedule Revisions.

E. Only upon acceptance of a revision by the CITY shall be reflected in the next monthly Schedule Update.

F. Schedule Revisions submitted for the purpose of mitigating a CONTRACTOR caused project delay (Recovery Schedule) shall not be implemented until the CITY reviews and accepts the Schedule Revision.

1.9 ADJUSTMENT OF CONTRACT TIMES
A. If the CONTRACTOR believes that the CITY has impacted its work, such that the project completion date will be delayed, the CONTRACTOR must submit proof demonstrating the delay to the critical path. This proof, in the form of a Time Impact Analysis, may entitle the CONTRACTOR to an adjustment of contract time.

PART 2 – PRODUCTS (Not Used)
PART 3 – EXECUTION (Not Used)
- END OF SECTION -
Project Meetings
Vernon Well No. 22 Equipment and Site Improvements Page 01312-1 SECTION 01312

PROJECT MEETINGS
PART 1 – GENERAL

1.1 SUMMARY
A. Section Includes: Requirements for conducting conferences and meetings for the purposes of addressing issues related to the Work, reviewing and coordinating progress of the Work and other matters of common interest, and includes the following:

1. Qualifications of Meeting Participants.

2. Preconstruction Conference Progress Meetings.

3. Pre-installation Meetings.

4. Post Construction Meeting.

1.2 QUALIFICATIONS OF MEETING PARTICIPANTS
A. Representatives of entities participating in meetings shall be qualified and authorized to act on behalf of entity each represents.

1.3 PRECONSTRUCTION CONFERENCE
A. Upon issuance of Notice to Proceed, or earlier when mutually agreeable, the CONTRACTOR will arrange a preconstruction conference in convenient place for most persons invited.

B. Attending Preconstruction Conference: CONTRACTOR superintendent, CITY, ENGINEER, representatives of utilities, major subcontractors and others involved in performance of the Work, and others necessary to agenda.

C. CONTRACTOR will preside at conference.

D. Purpose of Conference: To establish working understanding between parties and to discuss Construction Schedule, shop drawing and other submittals, cost breakdown of major lump sum items, processing of submittals and applications for payment, and other subjects pertinent to execution of the Work.

E. Agenda Will Include:

1. Adequacy of distribution of Contract Documents.

2. Distribution and discussion of list of major subcontractors and suppliers.

3. Proposed progress schedules and critical construction sequencing.

4. Major equipment deliveries and priorities.

5. Project coordination.

6. Designation of responsible personnel.

7. Procedures and Processing of:
a. Field decisions.
b. Proposal requests.
c. Submittals.
d. Change Orders.
e. Applications for Payment.
f. Record Documents.

Project Meetings
Vernon Well No. 22 Equipment and Site Improvements Page 01312-2

8. Use of Premises:
a. Office, construction, and storage areas.
b. CITY’s requirements.

9. Construction facilities, controls, and construction aids.

10. Site geotechnical report

11. Temporary utilities.

12. Safety and first aid procedures.

13. Security procedures.

14. Housekeeping procedures.

F. The CONTRACTOR will record minutes of meeting and distribute copies of minutes within 7 days of meeting to participants and interested parties.

1.5 PROGRESS MEETINGS
A. Weekly Progress Meetings:

1. Conduct progress meetings at least once every week in CONTRACTOR’S field office.

2. Require attendance of all subcontractors who are or are proximate to be actively involved in the Work, or who are necessary to agenda.

3. Invite CITY, ENGINEER, utility Companies when the Work affects their interests, and others necessary to agenda.

4. Preside at meetings.

5. Purpose of Progress Meetings: To expedite work of subcontractors or other organizations that are not meeting scheduled progress, resolve conflicts, and coordinate and expedite execution of the Work.

6. Verify:
a. Actual start and finish dates of completed activities since last progress meeting. b. Durations and progress of activities not completed.
c. Reason, time, and cost data for Change Order Work that will be incorporated into Progress Schedule and application for payment.
d. Percentage completion of items on Application for Payment. e. Reasons for required revisions to Progress Schedule and their effect on Contract Time and Contract Price.

7. Discuss potential problems which may impede scheduled progress and corrective measures.

8. The CONTRACTOR will record minutes of meeting and distribute copies of minutes within 7 days of meeting to participants and interested parties.

B. Monthly Progress Meetings:

1. Conduct CITYS monthly progress meetings at least once every month in CONTRACTORS field Office.

2. Distribute to each anticipated participant written notice and agenda of each meeting at least 4 days before meeting.

3. Invite CITY, ENGINEER, utility Companies when the Work affects their interests, and others necessary to agenda.

4. Complete and bring Application for Payment and Progress Schedule to progress meeting.

5. Prepare and distribute agenda.

6. Preside at meetings.

Project Meetings
Vernon Well No. 22 Equipment and Site Improvements Page 01312-3

7. Review progress of the Work, Progress Schedule, narrative report, Application for Payment, record documents, and additional items of current interest that are pertinent to execution of the Work.

8. Verify:
a. Actual start and finish dates of completed activities since last progress meeting. b. Durations and progress of activities not completed.
c. Reason, time, and cost data for Change Order Work that will be incorporated into Progress Schedule and application for payment.
d. Percentage completion of items on Application for Payment. e. Reasons for required revisions to Progress Schedule and their effect on Contract Time and Contract Price.

9. Discuss potential problems which may impede scheduled progress and corrective measures.

10. The CONTRACTOR will record minutes of meeting and distribute copies of minutes within 7 days of meeting to participants and interested parties.

1.6 PRE-INSTALLATION MEETINGS
A. General: Meet with manufacturers and installers of major units of construction which require coordination between subcontractors.

B. Distribute to each anticipated participant written notice and agenda of each meeting at least 7 days before meeting.

C. Schedule meeting at least 7 days in advance of installation.

D. Conduct meetings in CONTRACTOR's field office or other mutually agreed upon place.

E. Require attendance of Superintendent, appropriate manufacturers and installers of major units of constructions, and affected subcontractors.

F. Invite CITY and ENGINEER.

G. Preside at meetings.

H. Record minutes of meeting and distribute copies of minutes within 7 days of meeting to participants and interested parties.

1.7 POST CONSTRUCTION MEETING
A. Meet with and inspect the Work just prior to Substantial Completion and again prior to final completion with CITY and ENGINEER.

B. Arrange meeting at least 7 days before meeting.

C. Meet in CONTRACTOR's office or other mutually agreed upon place.

D. Inspect the Work and draft list of items to be completed or corrected.

E. Review service and maintenance contracts, and take appropriate corrective action when necessary.

F. Complete or correct defective work and extend correction period accordingly.

G. Require attendance of Superintendent, appropriate manufacturers and installers of major units of constructions, and affected subcontractors.

PART 2 – PRODUCTS (Not Used)
PART 3 – EXECUTION (Not Used)
-END OF SECTION-
Safety Plan
Vernon Well No. 22 Equipment and Site Improvements Page 01329-1 SECTION 01329

SAFETY PLAN
PART 1 – GENERAL

1.1 SUMMARY
A. Section Includes: Development and maintenance of a Construction Safety Plan.

1.2 REFERENCES
A. OSHA.

1.3 CONSTRUCTION SAFETY PLAN
A. Detail the Methods and Procedures to comply with Federal, State, and Local Health and Safety Laws, Rules and Requirements for the duration of the Contract Times. Include the following:

1. Identification of the Certified or Licensed Safety Consultant who will prepare, initiate, maintain and supervise safety programs, and procedures.

2. Procedures for providing workers with an awareness of safety and health hazards expected to be encountered in the course of construction.

3. Safety equipment appropriate to the safety and health hazards expected to be encountered during construction. Include warning devices, barricades, safety equipment in public right-of-way and protected areas, and safety equipment used in multi-level structures.

4. Methods for minimizing employees' exposure to safety and health hazards expected during construction.

5. Procedures for reporting safety or health hazards.

6. Procedures to follow to correct a recognized safety and health hazard.

7. Procedures for investigation of accidents, injuries, illnesses and unusual events that have occurred at the construction site.

8. Periodic and scheduled inspections of general work areas and specific work stations.

9. Training for employees and workers at the jobsite.

10. Methods of communication of safe working conditions, work practices and required personal protection equipment.

B. Assume responsibility for every aspect of Health and Safety on the jobsite, including the health and safety of Subcontractors, suppliers, and other persons on the jobsite.

1. Forward available information and reports to the Safety Consultant who shall make the necessary recommendations concerning worker health and safety at the jobsite.

2. Employ additional health and safety measures specified by the Safety Consultant, as necessary, for workers in accordance with OSHA guidelines.

C. Transmit to CITY and ENGINEER copies of reports and other documents related to accidents or injuries encountered during construction.

Safety Plan
Vernon Well No. 22 Equipment and Site Improvements Page 01329-2

1.4 CONFINED SPACE
A. Any Work to be conducted in an area defined by OSHA requirements to be a confined space shall follow all the necessary safety and operational requirements by all regulatory agencies. All participants conducting work in a confined space must be trained and certified to conduct work in an area defined as a confined space.

Prior to any work conducted in an area defined as a confined space, the CONTRACTOR must submit to the CITY, ENGINEER and Construction Manager their entry plan which shall satisfy all safety and operational requirements by all regulatory agencies. EACH entry plan must detail each participant’s role and confined space certification. EACH entry plan shall also include the following:

1. Purpose/Objective of Each Entry

2. Definitions and Duties of Each Participant

3. Rescue Procedures

4. List of Equipment

5. Plan of Action – List of Daily Construction Tasks
PART 2 – PRODUCTS (Not Used)
PART 3 – EXECUTION (Not Used)
-END OF SECTION-
Quality Control
Vernon Well No. 22 Equipment and Site Improvements Page 01400-1 SECTION 01400

QUALITY CONTROL
PART 1 – GENERAL

1.1 THE REQUIRMENT
A. The Specific Quality Control Requirements for the WORK are indicated throughout the Contract Documents.

The Requirements of this Section are primarily related to performance of the WORK beyond furnishing of manufactured products. The term "Quality Control" includes preactivity inspection, follow up meetings, sampling and testing, and associated requirements.

1.2 INSPECTION AT PLACE OF MANUFACTURE
A. Unless otherwise indicated, all products, materials, and equipment shall be subject to inspection by the ENGINEER at the place of manufacture.

B. Unless noted otherwise, the presence of the ENGINEER at the place of manufacturer is not required; however, this shall not relieve responsibility for providing products, materials and equipment that comply with all requirements of the Contract Documents.

1.3 SAMPLING AND TESTING
A. Unless otherwise indicated, all sampling and testing will be in accordance with the methods prescribed in the current standards of the ASTM, as applicable to the class and nature of the article or materials considered.

1.4 INSPECTION AND TESTING SERVICE
A. Inspection and testing laboratory service shall comply with the following:

1. Unless indicated otherwise by the Technical Specifications, an independent firm will be appointed and employed by the CONTRACTOR to perform special inspection and soils and concrete testing.

2. Perform inspections, testings and other services as required.

3. Submit Reports of Testing to the ENGINEER, CONTRACTOR and CITY if required in duplicate, indicating observations and results of tests and indicating compliance or non-compliance with Contract Documents.

4. Cooperate with the independent firm and furnish samples of materials, design mix, equipment, tools, storage and assistance as requested.

5. Notification prior to the expected time for operations requiring inspection and laboratory testing services is required.

6. The same independent firm on instructions shall perform retesting required because of nonconformance to requirements.

7. For tests and samples required, arrangements shall be made with an independent firm for payment and scheduling of testing. Responsibility shall be taken for the cost of sampling and testing.

10. Provide an overall report on inspection and test results for project closeout.

PART 2 – PRODUCTS (Not Used)
Quality Control
Vernon Well No. 22 Equipment and Site Improvements Page 01400-2 PART 3 – EXECUTION

3.1 INSTALLATION
A. Inspection: Inspect materials or equipment upon arrival on the job site, prior to installation and reject damaged and defective items.

B. Measurements: Verify measurements and dimensions of the WORK, as an integral step of starting each installation.

C. Manufacturer's Instructions: Where installations include manufactured products, compliance with manufacturer's applicable instructions and recommendations for installation, to whatever extent these are more explicit or more stringent than applicable requirements indicated in Contract Documents is required. - END OF SECTION -
As Built Drawings
Vernon Well No. 22 Equipment and Site Improvements Page 01420-1 SECTION 01420

AS BUILT DRAWINGS
PART 1 – GENERAL

1.1 THE REQUIREMENT
A. The CONTRACTOR and its Subcontractors at the start of the project shall provide a clean set of Drawings and mark on them, in large writing “As Built.” This set of drawings will be kept at the job site trailer and used to indicate with a red pencil, pen or marker the “As Built” conditions of the project. These drawings will be updated as the work progresses to reflect the “As Built” conditions.

B. The CONTRACTOR shall be responsible to ensure that the “As Built” drawings are being kept up to date.

C. Upon substantial completion the CONTRACTOR shall obtain all “As Built” drawings and review them for accuracy and completeness, this includes surveying of utilities as required by Section 01722. After the CONTRACTOR has reviewed and confirmed accuracy and completeness of the “As Built” drawings the CONTRACTOR shall submit the drawings and survey information to the ENGINEER of record.

D. Upon receipt of the “As Built” drawings the ENGINEER shall make all necessary changes to the documents and provide a Record Drawing set to the CONTRACTOR for their use and distribution as required for project closeout, see Section 01700.

PART 2 – PRODUCTS

2.1 AS-BUILT REQUIREMENTS
A. The CONTRACTOR and its Subcontractors shall include in the as-built drawings all deviations from plans unless excluded by the Engineer in writing.

B. All buried pipe fitting (3” or greater) and buried duct banks shall be surveyed to show alignment prior to backfill.

PART 3 – EXECUTION (Not Used)
-END OF SECTION-
Services of Manufacturer’s Representative
Vernon Well No. 22 Equipment and Site Improvements Page 01450-1 SECTION 01450

SERVICES OF MANUFACTURER'S REPRESENTATIVE
PART 1 -- GENERAL

1.1 THE REQUIREMENT
A. General: Provide a qualified service representative from each company manufacturing or supplying certain equipment to perform the duties herein described and as required by the various sections of the Specifications.

All costs to perform these services shall be included in the supplier’s proposal in accordance with the scope of work.

B. Supervision of Installation: The supplier shall provide direct and/or indirect supervision of the workers and ENGINEER, in accordance with the scope of work, to insure that proper procedures are followed during equipment installation.

C. Equipment Check Out:

1. After installation of the listed equipment has been completed and the equipment is presumably ready for operation but before it is operated by others, the representative shall inspect, operate, test and adjust the equipment. The inspection shall include but shall not be limited to, the following points as applicable:
a. Soundness (without cracked or otherwise damaged parts) b. Completeness in all details as specified
c. Correctness of setting, alignment and relative arrangement of various parts d. Adequacy and correctness of packing, sealing and lubricants

2. The operation, testing and adjustment shall be as required to prove that the equipment has been installed properly and is capable of satisfactory operation under the conditions specified. On completion of his WORK, the CONTRACTOR, manufacturer or supplier's representatives shall submit a complete signed report of the result of his inspection, operation, adjustments and tests. The report shall include descriptions of the points inspected, tests and adjustments made, quantitative results obtained if such are specified and suggestions for precautions to be taken to ensure proper maintenance.

The report also shall include a certificate that the equipment conforms to the requirements of the Contract Documents and is ready for permanent operation and that nothing in the installation will render the manufacturer's warranty null and void.

D. Field Tests: As required by the individual specification sections, the manufacturer's representative shall be present when the field tests are made.

E. Operator Training: The manufacturer shall provide the services of its representative to provide hands-on training to maintenance personnel in the proper operation and maintenance of the equipment prior to placing the equipment in full operation.

F. Post-startup Services: As required by the individual specification sections, the manufacturer’s representative shall provide services beyond the start up of the equipment. Services may include assistance in the calibration, tuning and troubleshooting, plus any additional training, which may be required during the agreed time after the equipment, is accepted.

G. The CONTRACTOR shall be the supplier for items not specifically included in the supplier’s scope of work.

PART 2 – PRODUCTS (Not Used)
Services of Manufacturer’s Representative
Vernon Well No. 22 Equipment and Site Improvements Page 01450-2 PART 3 – EXECUTION

3.1 EXECUTION
A. The CONTRACTOR shall submit six (6) copies of all equipment field service certification documents and certificates of warranty to the ENGINEER in accordance with Section 01700 Project Closeout - END OF SECTION -
Testing Laboratory Services
Vernon Well No. 22 Equipment and Site Improvements Page 01454-1 SECTION 01454

TESTING LABORATORY SERVICES
PART 1 – GENERAL

1.1 REQUIREMENTS
A. Testing laboratory services and CONTRACTOR responsibilities related to those services.

1.2 REFERENCE STANDARDS
A. Commercial Standards:

ASTM C 11077 Standard Practice for Laboratories Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Laboratory Evaluation
ASTM C 3666 Standard Specification for Minimum Requirements for Agencies Testing and Inspecting Bituminous Paving Materials
ASTM C 3740 Standard Practice for Minimum Requirements for Agencies Engaged in the Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction ASTM C 329 Standard Practice for Minimum Requirements for Agencies Engaged in the Testing and/or Inspection of Materials Used in Construction
ISO/TEC Guide 25 - General Requirements for the Competence of Calibration and Testing Laboratories

1.3 SELECTION AND PAYMENT
A. The CONTRACTOR will select, employ, and pay for services of an independent testing laboratory to perform inspection and testing.

B. Employment of a testing laboratory by the CONTRACTOR shall not relieve the subcontractor of its obligation to perform work in accordance with requirements of Contract Documents.

C. The CONTRACTOR may deduct a minimum two-hour charge for testing laboratory time from periodic progress payment when operations requiring testing or inspection are canceled without prior notification.

D. The CONTRACTOR may deduct cast of retesting from periodic progress payments whenever failed work is removed, replaced and retested.

1.4 QUALIFICATION OF LABORATORY
A. Meet laboratory requirements of ASTM E 329 and applicable requirements of ASTM C 1077, ASTM D 3666, and ASTM D 3740.

B. Meet ISO/TEC Guide 17025 conditions for accreditation by the American Associations for Laboratory Accreditation (A2LA) in specific fields of testing required individual Specification sections.

C. If laboratory subcontracts are part of the testing services, such work will be placed with a laboratory complying with the requirements of this section.

1.5 LABORATORY REPORTS
A. Testing laboratory shall provide and distribute copies of the Laboratory reports to the distribution list the CONTRACTOR provides at the pre-construction meeting.

B. Keep one copy of each laboratory report distributed or faxed at the site field office for the duration of the Work.

Testing Laboratory Services
Vernon Well No. 22 Equipment and Site Improvements Page 01454-2 C. Laboratory will fax material supplier, subcontractor and CONTRACTOR reports that indication failing test results by no later than close of business on the working day following test completion and review.

1.6 LIMITS ON TESTING LABORATORY AUTHORITY
A. Laboratory may not release, revoke, alter, or enlarge requirements of the Contract.

B. Laboratory may not approve or accept any portion of the Work.

C. Laboratory my not assume CONTRACTOR duties.

D. Laboratory has no authority to stop the Work.

1.7 CONTRACTOR RESPONSIBILITIES
A. Provide safe access to the Work for testing laboratory personnel.

B. Provide testing laboratory with a copy of the Construction Schedule and a copy of each update to Construction Schedule.

C. Notify testing laboratory during normal working hours of the day previous to expected time for operations requiring inspection and testing services. When CONTRACTOR fails to make timely prior notification, do not proceed with the operations requiring inspection and testing services.

D. Notify ENGINEER 24 hours in advance when Specification presence of ENGINEER for sampling or testing.

E. Request and monitor testing as required to provide timely results and to avoid delays to the Work. Provide samples to laboratory in sufficient time to allow required test to be performed in accordance with the specified test methods before intended use of the product.

F. Cooperate with laboratory personnel in collecting samples on site. Provide incidental labor and facilities for safe access to the Work to be tested, to obtain and handle samples at site or at source of Products to be tested, and to facilitate tests and inspections including storage and curing of test samples.

1. Re-testing required for failed tests.

2. Re-testing for non-conforming work.

3. Additional sampling and tests requested beyond specified requirements.

4. Insufficient notification of cancellation of test for work scheduled but not performed.

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

3.1 CONDUCTING TESTS
A. Conform to laboratory sampling and testing methods specified in individual Specification sections to the latest issues of ASTM standards, or other recognized test standards approved by the ENGINEER.

B. Requirements of this section shall also apply to those tests for approval of materials, for mix designs, and for quality control of materials as performed by employed testing laboratories. -END OF SECTION-
Mobilization
Vernon Well No. 22 Equipment and Site Improvements Page 01505-1 SECTION 01505

MOBILIZATION
PART 1 – GENERAL

1.1 THE REQUIREMENT
A. Mobilization shall include verification by the CONTRACTOR that all permits have been obtained; moving onto the site of all plant and equipment; furnishing and erecting plants, temporary buildings and other construction facilities; and implementing security requirements; all as required for the proper performance and completion of the WORK. Mobilization shall include the following principal items:

1. Moving onto the site all materials and equipment required for first month operations

2. Installing temporary construction power, wiring and lighting facilities if applicable

3. Establishing a fire protection system as required.

4. Developing a construction water supply as required.

5. Providing field office trailers if necessary, complete with all specified furnishings and utility services (if available) including telephones, telephone appurtenances and copying machine

6. Providing all on-site communication facilities including telephones

7. Providing on-site sanitary facilities and potable water facilities

8. Arranging for and erection of work and storage yard

9. Constructing and implementing security features and requirements

10. Obtaining all required permits for the project.

11. Comply with all OSHA required notices and establish a safety program

12. Having the superintendent or authorized representatives at the job site during working hour of this Contract for execution of the work. CONTRACTOR shall submit the name of the superintendent or authorized representative to the Agency. Substitution of authorized representative or superintendent shall require Agency approval.

13. Provide and implement an on-site Construction SWPP features and requirements complying with Section 01565 – Erosion and Sediment Control.

14. Provide and implement an on-site Dust Control Plan
B. CONTRACTOR shall coordinate with the CITY on the allowable staging area of Construction.

PART 2 – PRODUCTS (Not Used)
PART 3 – EXECUTION (Not Used)
- END OF SECTION -
Temporary Utilities
Vernon Well No. 22 Equipment and Site Improvements Page 01510-1 SECTION 01510

TEMPORARY UTILITIES
PART 1 – GENERAL

1.1 THE REQUIREMENT
A. Types: The types of Utility Services required for general temporary use at the Site needed to complete the WORK includes the following:

1. Water Service (potable for certain uses)

2. Electric Power Service (if available)

3. Telephone Service

4. High Speed Internet/E-mail Access (if available)

1.2 JOB CONDITIONS
A. Scheduled Uses: In conjunction with establishment of Job Progress Schedule, establish a Schedule for implementation and termination of service for each temporary utility at the earliest feasible time and change over from use of temporary utility service to permanent service.

PART 2 – PRODUCTS

2.1 MATERIALS
A. Provide new or used materials and equipment, which are in substantially undamaged condition and without significant deterioration and which are recognized in the construction industry, by compliance with appropriate standards, as being suitable for intended use in each case. The Utility Company provides a portion of temporary utility, the remaining portion with compatible materials and equipment, shall be provided and comply with recommendations of the Utility Company.

PART 3 – EXECUTION

3.1 INSTALLATION OF TEMPORARY UTILITY SERVICES
A. General: Wherever feasible, engage the Utility Company for installation of temporary services to the project, or at a minimum, to make a connection to the existing utility service. Locate services that will not interfere with Total Project Construction WORK; including installation of permanent utility services; maintain temporary services as installed for required period of use and relocate, modify or extend as necessary from time to time during that period as required to accommodate total project construction WORK.

B. Approval of Electrical Connections: Temporary connections for electricity shall be subject to approval of the CONTRACTOR and the power company representative and shall be removed in like manner, prior to final acceptance of the WORK.

C. Separation of Circuits: Unless otherwise permitted by the CONTRACTOR, circuits used for power purposes shall be separate from lighting circuits.

D. Construction Wiring: Wiring for temporary electric light and power shall be properly installed and maintained and shall be securely fastened in place. Electrical facilities shall conform to the requirements of Subpart K of the OSHA Safety and Health Standards for Construction.

Temporary Utilities
Vernon Well No. 22 Equipment and Site Improvements Page 01510-2

3.2 INSTALLATION OF POWER DISTRIBUTION SYSTEM
A. Power: Provide power required for its operations under the Contract, and shall provide and maintain all temporary power lines required to perform the WORK in a safe and satisfactory manner.

3.3 INSTALLATION OF LIGHTING
A. Construction Lighting: WORK conducted at night or under conditions of deficient daylight shall be suitably lighted to insure proper WORK and to afford adequate facilities for inspection and safe working conditions.

B. Temporary Lighting: Provide a general, weatherproof, grounded temporary lighting system suitable to perform the WORK where needed.

3.4 WATER SUPPLY
A. General: Wherever feasible, coordinate with the Water Utilities Department for obtaining water service connection. Provide all facilities necessary to convey the water from the source to the points of use in accordance with the requirements of the Contract Documents. Pay any permit wet tap fees that may be required, and pay the fee for water meter and all other charges for water use.

B. Water Connections: No connection shall be made to or draw water from any fire hydrant or pipeline without first obtaining permission of the authority having jurisdiction over the use of said fire hydrant or pipeline and from the agency owning the affected water system. For each such connection made, first attach to the fire hydrant or pipeline a valve and a meter, if required by the said authority, of a size and type acceptable to said authority and agency. The CONTRACTOR will pay all permit and water charges.

3.5 INSTALLATION OF SANITARY FACILITIES
A. Toilet Facilities: Fixed or portable chemical toilets shall be provided wherever needed for the use of employees. Toilets at construction job sites shall conform to the requirements of Subpart D, Section 1926.51 of the OSHA Standards for Construction.

3.6 INSTALLATION OF FIRE PROTECTION
A. Fire Protection: Fire protection program shall conform to the requirements of the local town/city ordinance or as required in Subpart F of the OSHA Standards for Construction as defined in the Contract.

3.7 INSTALLATION OF COMMUNICATIONS
A. Telephone Services: Provide and maintain at all times during the progress of the WORK not less than one telephone in good working order at its own field construction office at or near the Site. Each such telephone shall be connected to an established exchange for toll service and with all other telephones utilized.

B. Internet Services: Wherever feasible, provide and maintain at all times during the progress of the WORK access to Internet via either direct connection or wireless network to allow e-mail communication between main office and field.

3.8 OPERATIONS AND TERMINATIONS
A. Inspections: Prior to placing temporary utility services into use, Inspect and test each service and arrange for governing authorities' required inspection and tests, and obtain required certifications and permits for use thereof.

B. Protection: Maintain distinct markers for underground lines, and protect from damage during excavating operations.

Temporary Utilities
Vernon Well No. 22 Equipment and Site Improvements Page 01510-3 C. Termination and Removal: When need for a temporary utility service or a substantial portion thereof has ended, or when its service has been replaced by use of permanent services, or not later than time of substantial completion, promptly remove installation unless requested to retain it for a longer period. Complete and restore WORK, which may have been delayed or affected by installation and use of temporary utility, including repairs to construction and grades and restoration and cleaning of exposed surfaces. - END OF SECTION -
Security
Vernon Well No. 22 Equipment and Site Improvements Page 01520-1 SECTION 01520

SECURITY
PART 1 – GENERAL

1.1 THE REQUIREMENT
A. Security shall be provided by CONTRACTOR to protect the project as defined in the Contract as follows:

1. Protect WORK, existing premises and operations from theft, vandalism and unauthorized entry.

2. Initiate program in coordination with existing security system at mobilization.

3. Maintain program throughout construction period.

B. Entry Control

1. Restrict entry of persons and vehicles into Site.

2. Allow entry only to authorized persons with proper identification.

3. Provide all temporary barriers in conformance with Local, State and Federal Codes.

4. Control entrance of persons and vehicles related to operations.

PART 2 – PRODUCTS (Not Used)
PART 3 – EXECUTION
A. Implementation of the onsite security: The CONTRACTOR shall employ an insured and bonded security service with a minimum of 5 years experience to protect the site from theft, vandalism and unauthorized entry during non construction activities and hours (i.e. nights, weekends, and holidays), as defined in the Contract.

B. Coordination of the onsite security:

1. The onsite security company shall coordinate all activities with the CONTRACTOR’s construction activity.

2. The onsite security company shall contact the local authorities having jurisdiction as necessary.

C. Incident Log: The onsite security company shall keep a log of all daily activities and incidents at the project site. The logs shall be submitted to the CONTRACTOR on a weekly basis. - END OF SECTION -
Protection of Existing Facilities
Vernon Well No. 22 Equipment and Site Improvements Page 01530-1 SECTION 01530

PROTECTION OF EXISTING FACILITIES
PART 1 – GENERAL

1.1 THE REQUIREMENT
A. Protect all existing utilities and improvements, not designated for removal, shall restore damaged or temporarily relocated utilities and improvements to a condition equal to or better than prior to such damage or temporary relocation, all in accordance with the Contract Documents.

B. Submit Protection Plan prior to commencement of Work in accordance to Section 01300 Submittals.

1.2 RIGHTS-OF-WAY
A. WORK that would affect any oil, gas, sewer, or water pipeline; any telephone, telegraph, or electric transmission line; any fence; or any other structure, shall not be performed nor shall the entry upon the rightsof-way involved until notified that authority has been secured from the proper party.

B. After authority has been obtained, said party shall be given due notice of its intention to begin work, if required by said party, and shall remove, shore, support, or otherwise protect such pipeline, transmission line, ditch, fence, or structure, or replace the same.

1.3 PROTECTION OF STREET OR ROADWAY MARKERS
A. Do not destroy, remove or otherwise disturb any existing survey markers, other existing street or roadway markers without proper authorization. No pavement breaking or excavation shall be started until all survey or other permanent marker points that will be disturbed by the construction operations have been properly referenced. Survey markers or points disturbed shall be accurately restored after street or roadway resurfacing has been completed.

1.4 RESTORATION OF PAVEMENT
A. General: All paved areas including asphaltic concrete berms cut or damaged during construction shall be replaced with similar materials of equal thickness to match the existing adjacent undisturbed areas, except where specific resurfacing requirements have been called for in the Contract Documents or in the requirements of the agency issuing the permit. The pavement restoration requirement to match existing sections shall apply to all components of existing sections, including sub-base, base, and pavement.

Temporary and permanent pavement shall conform to the requirements of the affected pavement owner.

Pavements that are subject to partial removal shall be neatly saw cut in straight lines.

B. Temporary Resurfacing: Wherever required by the public authorities having jurisdiction, place temporary surfacing promptly after backfilling and shall maintain such surfacing for the period of time fixed by said authorities before proceeding with the final restoration of improvements.

C. Permanent Resurfacing: In order to obtain a satisfactory junction with adjacent surfaces, saw cut back and trim the edge so as to provide a clean, sound, vertical joint before permanent replacement of an excavated or damaged portion of pavement. Edges of damaged pavement, along excavations and elsewhere, shall be trimmed back by saw cutting in straight lines. All pavement restoration and other facilities restoration shall be constructed to finish grades compatible with adjacent undisturbed pavement.

D. Restoration of Sidewalks or Private Driveways: Wherever sidewalks or private roads have been removed for purposes of construction, place suitable temporary sidewalks or roadways promptly after backfilling and shall maintain them in satisfactory condition for the period of time fixed by the authorities having jurisdiction over the affected portions. If no such period of time is so fixed, maintain said temporary sidewalks or roadways Protection of Existing Facilities
Vernon Well No. 22 Equipment and Site Improvements Page 01530-2 until the final restoration thereof has been made.

1.5 EXISTING UTILITIES AND IMPROVEMENTS
A. General: Protect underground Utilities and other improvements, which may be impaired during construction operations, regardless of whether or not the Utilities are indicated on the Drawings. Take all possible precautions for the protection of unforeseen Utility lines to provide for uninterrupted service and to provide such special protection as may be necessary.

B. Except where the Drawings indicate Utilities have been field located during design or certain Utility locations shall be exposed as part of the WORK, responsibility for exploratory excavations as it deems necessary to determine the exact locations and depths of Utilities, which may interfere with its work shall be required. All such exploratory excavations shall be performed as soon as practicable after Notice to Proceed and, in any event, a sufficient time in advance of construction to avoid possible delays progress.

C. The number of exploratory excavations required shall be that number which is sufficient to determine the alignment and grade of the utility.

D. Utilities to be Moved: In case it shall be necessary to move the property of any public utility or franchise holder, upon request, the utility company or franchise holder will be notified to move such property within a specified reasonable time. When utility lines that are to be removed are encountered within the area of operations, notification will be required with sufficient time in advance for the necessary measures to be taken to prevent interruption of service.

E. Utilities to be Removed: The proper completion of the WORK requires the temporary or permanent removal and/or relocation of an existing utility or other improvement, which is indicated, removal, without unnecessary delay, temporarily replacement or relocation of such Utilities or improvement in a manner satisfactory to the CITY of the facility shall be required. In all cases of such temporary removal or relocation, restoration to the former location shall be accomplished in a manner that will restore or replace the Utility or improvement as close to its former locations and to as good or better condition than found prior to removal.

F. CITY's Right of Access: The right is reserved to the CITYs of public utilities and franchises to enter at any time upon any public street, alley, right-of-way, or easement for the purpose of making changes in their property made necessary by the WORK of this Contract.

G. Underground Utilities Indicated: Existing Utility lines that are indicated or the locations of which are made known prior to excavation and that are to be retained. All Utility lines that are constructed during excavation operations shall be protected from damage during excavation and backfilling if damaged, shall be immediately repaired or replaced, unless otherwise repaired by the CITY of the damaged Utility. If the CITY of the damaged facility performs its own repairs, reimbursement to said CITY for the costs of repair shall be required.

H. Underground Utilities Not Indicated: In the event that the existing Utility lines are damaged that are not indicated or the locations of which are not made known prior to excavation, a verbal report of such damage shall be made immediately, and a written report thereof shall be made promptly thereafter. Immediately notify the CITY of the damaged Utility. The Utility Owner shall be notified of the damage. If directed, repairs shall be made under the provisions for changes and extra work contained in their Contract Agreement.

I. Costs of locating and repairing damage, not due to failure to exercise reasonable care and removing or relocating such Utility facilities, not indicated in the Contract Documents, with reasonable accuracy and for equipment on the project, which was actually working on that portion of the WORK which was interrupted or idled by removal or relocation of such Utility facilities, and which was necessarily idled during such work will be paid for as extra work resulting in the issuing of a change order in accordance with the provisions of the Contractual Agreement.

Protection of Existing Facilities
Vernon Well No. 22 Equipment and Site Improvements Page 01530-3 J. Approval of Repairs: All repairs to a damaged Utility or improvement are subject to inspection and approval by an authorized representative of the Utility or improvement CITY before being concealed by backfill or other work.

K. Maintaining in Service: Unless indicated otherwise, oil and gasoline pipelines, power, and telephone or the communication cable ducts, gas and water mains, irrigation lines, sewer lines, storm drain lines, poles, and overhead power and communication wires and cables encountered along the line of the WORK shall remain continuously in service during all the operations under the Contract, unless other satisfactory arrangements are made with the owner of said pipelines, duct, main, irrigation line, sewer, storm drain, pole, or wire or cable.

Responsible for and shall repair all damage due to its operations shall be required, and the provisions of this Section shall not be abated even in the event such damage occurs after backfilling or is not discovered until after completion of the backfilling.

1.6 TREES OR SHRUBS WITHIN STREET RIGHTS-OF-WAY AND PROJECT LIMITS A. General: Except where trees or shrubs are indicated to be removed, exercise all necessary precautions so as not to damage or destroy any trees or shrubs, including those lying within street rights-of-way and project limits, and shall not trim or remove any trees unless such trees have been approved for trimming or removal by the jurisdictional agency. Existing trees and shrubs that are damaged during construction shall be trimmed or replaced by a certified tree company under permit from the jurisdictional agency.

B. Replacement: Immediately notify the jurisdictional agency if any tree or shrub is damaged by operations. If, in the opinion of said agency, the damage is such that replacement is necessary, replace the tree or shrub at its own expense. The tree or shrub shall be of a like size and variety as the one damaged or if of a smaller size, the owner of said tree shall be paid a compensatory payment acceptable to the tree or shrub owner, subject to the approval of the jurisdictional agency. The size of the tree or shrub shall be not less than 1-inch diameter or less than 6-feet in height. Planting of replacement trees and shrubs shall be in accordance with the recommendations of the nursery furnishing the plants.

1.7 LAWN AREAS
A. Lawn or landscaped areas damaged during construction shall be repaired to match the pre-construction condition to the satisfaction of the landowner.

1.8 NOTIFICATION
A. Prior to any excavation in the vicinity of any existing underground facilities, including all water, sewer, storm drain, gas, petroleum products, or other pipelines; all buried electric power, communications, or television cables; all traffic signal and street lighting facilities; and all roadway and state highway rights-of-way, notify the respective authorities representing the owners or agencies responsible for such facilities not less than 3 days nor more than 7 days prior to excavation so that a representative of said owners or agencies can be present during such work if they so desire.

PART 2 – PRODUCTS (Not Used)
PART 3 – EXECUTION (Not Used)
- END OF SECTION -
Site Access and Storage
Vernon Well No. 22 Equipment and Site Improvements Page 01550-1 SECTION 01550

SITE ACCESS AND STORAGE
PART 1 – GENERAL

1.1 HIGHWAY LIMITATIONS
A. Make investigation of the condition of available public and private roads and of clearances, restrictions, bridge load limits, and other limitations affecting transportation and ingress and egress to the site of the WORK.

Responsibility to construct and maintain any haul roads required for its construction operations shall be required.

1.2 TEMPORARY CROSSINGS
A. General: Continuous, unobstructed, safe, and adequate pedestrian and vehicular access shall be provided to fire hydrants, commercial and industrial establishments, churches, schools, parking lots, service stations, motels, fire and police stations, and hospitals. Safe and adequate public transportation stops and pedestrian crossings at intervals not exceeding 300 feet shall be provided. Cooperate with parties involved in the delivery of mail and removal of trash and garbage so as to maintain existing schedules for such services. Vehicular access to residential driveways shall be maintained to the property line except when necessary construction precludes such access for reasonable periods of time.

B. Temporary Bridges: Wherever necessary, provide suitable temporary bridges or steel plates over unfilled excavations, except in such cases as securing the consent of the responsible individuals or authorities to omit such temporary bridges or steel plates. All such bridges or steel plates shall be maintained in service until access is provided across the backfilled excavation. Temporary bridges or steel plates for street and highway crossing shall conform to the requirements of the authority having jurisdiction in each case; designs furnished by said authority shall be adopted for such bridges or steel plates, or shall submit designs to said authority for approval, as may be required.

C. Street Use: Nothing herein shall be construed to entitle any entity to the exclusive use of any public street, alleyway or parking area during the performance of the WORK hereunder, and it shall so conduct its operations as not to interfere unnecessarily with the authorized work of utility companies or other agencies in such streets, alleyways or parking areas. No streets shall be closed to the public without first obtaining permission from the proper governmental authority. Where excavation is being performed in primary streets or highways, one lane in each direction shall be kept open to traffic at all times unless otherwise indicated. Toe boards shall be provided to retain excavated material if required by the ENGINEER or the agency having jurisdiction over the street or highway. Fire hydrants on or adjacent to the WORK shall be kept accessible to fire-fighting equipment at all times. Temporary provisions shall be made to assure the use of sidewalks and the proper functioning of all gutters, storm drain inlets and other drainage facilities.

D. Traffic Control: For the protection of traffic in public or private streets and ways, provide, place, and maintain all necessary barricades, traffic cones, warning signs, lights and other safety devices.

1. Take all necessary precautions for the protection of the WORK and the safety of the public. Barricades and obstructions shall be illuminated at night and all lights shall be kept burning from sunset until sunrise. Station such guards or flaggers and shall conform to such special safety regulations relating to traffic control as may be required by the public authorities within their respective jurisdictions. Signs, signals and barricades shall conform to the requirements Subpart G, Part 1926, of the OSHA Safety and Health Standards for Construction.

1.3 WORK AND STORAGE AREA
A. The CONTRACTOR shall coordinate with the CITY to designate and arrange for the use, a portion of the property adjacent to the WORK for its exclusive use during the term of the Contract as storage and shop area for its construction operations relative to this Contract.

Site Access and Storage
Vernon Well No. 22 Equipment and Site Improvements Page 01550-2 PART 2 – PRODUCTS (Not Used)
PART 3 – EXECUTION

3.1 SITE ACCESS ROAD
A. The CONTRACTOR shall provide, construct, grade, and compact an access road to and from the site as necessary for any and all vehicles required to access the site. This shall include automobiles, pick-ups, delivery trucks, concrete trucks, equipment lowboys, equipment deliveries. The access shall be constructed as required by the local regulations for emergency vehicle access to include but not limited to EMS, Fire and rescue and law authorities.

B. The CONTRACTOR shall maintain the site access road and provide access as required. The maintenance shall include leveling, smoothing, grading, BMP and SWPP, dust control and all other activities as required by the local regulations.
- END OF SECTION -
Environmental Controls
Vernon Well No. 22 Equipment and Site Improvements Page 01560-1 SECTION 01560

ENVIRONMENTAL CONTROLS
PART 1 – GENERAL

1.1 EXPLOSIVES AND BLASTING
A. The use of explosives on the WORK will not be permitted.

1.2 RUBBISH CONTROL
A. During the progress of the WORK, the CONTRACTOR shall keep the Site and other areas used by it in a neat and clean condition, and free from any accumulation of rubbish. Dispose of all rubbish and waste materials of any nature occurring at the Site, and shall establish regular intervals of collection and disposal of such materials and waste. Keep its haul roads free from dirt, rubbish and unnecessary obstructions resulting from its operations.

Disposal of all rubbish and surplus materials shall be off the Site in accordance with local codes and ordinances governing locations and methods of disposal, and in conformance with all applicable safety laws, and to the particular requirements of Part 1926 of the OSHA Safety and Health Standards for Construction.

1.3 SANITATION
A. Toilet Facilities: The CONTRACTOR shall provide fixed or portable chemical toilets wherever needed for the use of employees. Toilets at construction job sites shall conform to the requirements of Part 1926 of the OSHA Standards for Construction.

B. Sanitary and Other Organic Wastes: The CONTRACTOR shall establish a regular daily collection of all sanitary and organic wastes. All wastes and refuse from sanitary facilities provided or organic material wastes from any other source related to operations shall be disposed of away from the Site in accordance with all laws and regulations pertaining thereto.

1.4 CHEMICALS
A. All chemicals used or furnished by the CONTRACTOR for or during project construction, whether defoliant, soil sterilant, herbicide, pesticide, disinfectant, polymer, reactant or of other classification, shall show approval of either the U.S. Environmental Protection Agency or the U.S. Department of Agriculture. Use of all such chemicals and disposal of residues shall be in strict accordance with the printed instructions of the manufacturer.

1.5 CULTURAL RESOURCES
A. Attention is directed to the National Historic Preservation Act of 1966 (16 U.S.C. 470) and 36 CFR 800, which provides for the preservation of potential historical architectural, archaeological, or cultural resources (hereinafter called "cultural resources").

B. Conform to the applicable requirements of the National Historic Preservation Act of 1966 as it relates to the preservation of cultural resources.

C. In the event potential cultural resources are discovered during subsurface excavations at the site of construction, the following procedures shall be instituted:

1. The CONTRACTOR shall issue a Field Order directive to cease all construction operations at the location of such potential cultural resources find.

2. Such Field Order shall be effective until such time as a qualified archaeologist can be called to assess the value of these potential cultural resources and make recommendations to the State Historic Preservation Office.

Environmental Controls
Vernon Well No. 22 Equipment and Site Improvements Page 01560-2 D. If the archaeologist determines that the potential find is a bona fide cultural resource, at the direction of the State Historic Preservation Office, work shall be suspended at the location of the find under the provisions for changes contained in the Contractual Agreement.

PART 2 – PRODUCTS (Not Used)
PART 3 – EXECUTION (Not Used)
- END OF SECTION -
Dust Control
Vernon Well No. 22 Equipment and Site Improvements Page 01563-1 SECTION 01563

DUST CONTROL
PART 1 – GENERAL

1.1 DUST ABATEMENT
A. Preventative measures to limit the production of dust in amounts damaging to property, cultivated vegetation or domestic animals, or causing a nuisance to persons living in or occupying buildings in the vicinity shall be taken in to account. Responsibility for any damage resulting from dust originating from its operations shall be the CONTRACTOR’s. The dust abatement measures shall be maintained at all times during construction of the project, in accordance with the requirements of the local Air Quality Management District.

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

3.1 GENERAL
The CONTRACTOR shall take necessary measures to control any and all dust related to or as a result of construction activities under this Contract. The water necessary for the dust control operation will be CITY furnished, beyond that the CONTRACTOR shall be responsible to provide whatever means necessary to accomplish the task of Dust Control. The CONTRACTOR shall be responsible for any damage resulting from dust originating from construction activities under this Contract. - END OF SECTION -
Erosion and Sediment Controls
Vernon Well No. 22 Equipment and Site Improvements Page 01565-1 SECTION 01565

EROSION AND SEDIMENT CONTROLS
PART 1 -- GENERAL

1.1 THE REQUIREMENT
A. Perform all WORK and take all measures necessary to control soil erosion resulting from construction operations, shall prevent the flow of sediment from the construction site, and shall contain construction materials (including excavation and backfill) within his protected working area, so as to, prevent damage to construction activities and to adjacent wetlands, drainage and/or water courses.

B. Do not employ any construction method that violates a rule, regulation, guideline or procedure established by Federal, State or local agencies having jurisdiction over the environmental effects of construction.

C. Pollutants such as chemicals, fuels, lubricants, bitumen, raw sewage and other harmful waste shall not be discharged into or alongside of any body of water or into natural or man-made channels leading thereto.

PART 2 -- PRODUCTS

2.1 MATERIALS
A. Provide all temporary and permanent Best Management Practices (BMP’s) storm water pollution prevention equipment, material, and facilities as required.

B. Bales may be hay or straw, and shall be reasonably clean and free of noxious weeds and deleterious materials.

Filter fabric for sediment traps shall be of suitable materials acceptable to the ENGINEER.

PART 3 -- EXECUTION

3.1 METHODS OF CONSTRUCTION
A. Use any of the acceptable BMPs methods necessary to control soil erosion and prevent the flow of sediment to the maximum extent possible. These methods shall include, but not be limited to, the use of water diversion structures, diversion ditches and settling basins.

B. Construction operations shall be restricted to the areas of work indicated on the Drawings and to the area, which may be entered for the construction of temporary or permanent facilities. The authority to limit the surface area of erodible earth material exposed by clearing and grubbing, excavation, borrow and fill operations shall be given. The CONTRACTOR shall provide immediate permanent or temporary pollution control measures to prevent contamination of the wetlands and adjacent watercourses. Such work may involve the construction of temporary berms, dikes, dams, sediment basins, slope drains and use of temporary mulches, mats, or other control devices or methods as necessary to control erosion. The cost of this work shall be borne by the CONTRACTOR.

C. Excavated soil material shall not be placed adjacent to the wetlands or watercourses in a manner that will cause it to be washed away by high water or runoff. Earth berms or diversions shall be constructed to intercept and divert runoff water away from critical areas. Diversion outlets shall be stable or shall be stabilized by mean acceptable to the ENGINEER. If for any reason construction materials are washed away during the course of construction, the CONTRACTOR shall remove those materials from the fouled areas.

D. For Work within easements of rights-of-way, all materials used in construction such as excavation, backfill, roadway, and pipe bedding and equipment shall be kept within the limits of these easements or rights-of-way.

Erosion and Sediment Controls
Vernon Well No. 22 Equipment and Site Improvements Page 01565-2 E. The CONTRACTOR shall not pump silt-laden water from trenches or other excavation into the wetlands, or adjacent watercourses. Instead, silt-laden water from his excavations shall be discharged within areas surrounded by baled hay or into sediment traps to ensure that only sediment-free water is returned to the watercourses. Damage to vegetation by excessive watering or silt accumulation in the discharge area shall be avoided.

F. Prohibited construction procedures include, but are not limited to the following:

1. Dumping of spoil material into any streams, wetlands, surface waters or unspecified locations.

2. Indiscriminate, arbitrary or capricious operation of equipment in wetlands or surface waters.

3. Pumping of silt-laden water from trenches or excavations into surface waters, or wetlands.

4. Damaging vegetation, adjacent to or outside the construction area limits.

5. Disposal of trees, brush, debris, paints, chemicals, asphalt products, concrete curing compounds, fuels, lubricants, insecticides, wash water from concrete trucks or hydroseeders, or any other pollutant in wetlands, surface waters, or unspecified locations.

6. Permanent or unauthorized alternation of the flow line of any stream.

7. Open burning of debris from the construction work.

G. Any temporary working roadways required shall be clean fill approved by the ENGINEER. In the event fill is used, the CONTRACTOR shall take every precaution to prevent the fill from mixing with native materials of the site. All such foreign fill materials shall be removed from the site following construction. - END OF SECTION -
Products, Materials, Equip. and Subs.

Vernon Well No. 22 Equipment and Site Improvements Page 01600-1 SECTION 01600

PRODUCTS, MATERIALS, EQUIPMENT AND SUBSTITUTIONS
PART 1 – GENERAL

1.1 DEFINITIONS
A. The word "Products" as used in the Contract Documents is defined to include purchased items for incorporation into the WORK, regardless of whether specifically purchased for the project or taken from stock of previously purchased products. The word "Materials," is defined as products which must be substantially cut, shaped, worked, mixed, finished, refined or otherwise fabricated, processed, installed or applied to form WORK. The word "Equipment" is defined as products with operational parts, regardless of whether motorized or manually operated, and particularly including products with service connections (wiring, piping and other like items). Definitions in this paragraph are not intended to negate the meaning of other terms used in the Contract Documents, including "specialties," "systems," "structure," "finishes," "accessories," "furnishings," special construction" and similar terms, which are self-explanatory and have recognized meanings in the construction industry.

B. Neither "Products" nor "Materials" nor "Equipment" includes machinery and equipment used for preparation, fabrication, conveying and erection of the WORK.

1.2 QUALITY ASSURANCE
A. Source Limitations: To the greatest extent possible for each unit of WORK, the CONTRACTOR shall provide products, materials and equipment of a singular generic kind from a single source.

B. Compatibility of Options: Where more than one choice is available as options for selection of a product, material or equipment, select an option, which is compatible with other products, materials or equipment.

Compatibility is a basic general requirement of product, material and equipment selections.

1.3 PRODUCT DELIVERY AND STORAGE
A. Deliver and store the product in accordance with manufacturer's written recommendations and by methods and means that will prevent damage, deterioration and loss including theft. Delivery schedules shall be controlled to minimize long-term storage of products at the Site and overcrowding of construction spaces. In particular, ensure coordination to ensure minimum holding or storage times for flammable, hazardous, easily damaged or sensitive materials to deterioration, theft, and other sources of loss.

1.4 TRANSPORTATION AND HANDLING
A. Products shall be transported by methods to avoid damage and shall be delivered in undamaged condition in manufacturer's unopened containers and packaging.

B. Provide equipment and personnel to handle products, materials and equipment by methods to prevent soiling and damage.

C. Provide additional protection during handling to prevent marring and otherwise damaging products, packaging, and surrounding surfaces.

1.5 STORAGE AND PROTECTION
A. Products shall be stored in accordance with manufacturer's written instructions and with seals and labels intact and legible. Sensitive products shall be stored in weather-tight climate-controlled enclosures and temperature and humidity ranges shall be maintained within tolerances required by manufacturer's recommendations.

Products, Materials, Equip. and Subs.

Vernon Well No. 22 Equipment and Site Improvements Page 01600-2 B. For exterior storage of fabricated products, products shall be placed on sloped supports above ground.

Products subject to deterioration shall be covered with impervious sheet covering and ventilation shall be provided to avoid condensation.

C. Loose granular materials shall be stored on solid flat surfaces in a well-drained area and shall be prevented from mixing with foreign matter.

D. Storage shall be arranged to provide access for inspection. Periodically inspect to assure products are undamaged and are maintained under required conditions.

E. Storage shall be arranged in a manner to provide access for maintenance of stored items and for inspection.

1.6 MAINTENANCE OF PRODUCTS IN STORAGE
A. Stored products shall be periodically inspected on a scheduled basis.

B. Comply with manufacturer's product storage requirements and recommendations.

C. Maintain manufacturer-required environmental conditions continuously.

D. Ensure that surfaces of products exposed to the elements are not adversely affected and that weathering of finishes does not occur.

E. For mechanical and electrical equipment, provide a copy of the manufacturer's service instructions with each item and the exterior of the package shall contain notice that instructions are included.

F. Products shall be serviced on a regularly scheduled basis, and a log of services shall be maintained and submitted as a record document prior to final acceptance by the ENGINEER in accordance with the Contract Documents.

PART 2 – PRODUCTS (Not Used)
PART 3 – EXECUTION (Not Used)
- END OF SECTION -
Project Closeout
Vernon Well No. 22 Equipment and Site Improvements Page 01700-1 SECTION 01700

PROJECT CLOSEOUT
PART 1 -- GENERAL

1.1 RELATED REQUIREMENTS
A. Related Sections:

1. Section 00700 – Special Conditions

2. Section 01710 – Final Cleaning

1.2 PERFORMANCE TESTING
A. Perform a pre-start systems check in order to provide an efficient transition for start-up of facility. The performance testing shall proceed as follows:

B. Perform systems checks, which include verification of proper equipment installation, operation, and calibration with the manufacturers or their representatives.

C. Verify the performance of the equipment and controls through full scale operation using clean water. Water shall be conveyed to the facility and the tanks shall be filled to their normal operating level. Water for testing shall be provided by the CITY.

D. Temporary piping shall be installed for the conveyance of water to the facility. All equipment shall be tested in normal operating mode to verify proper operation of all equipment in conjunction with the plant control system.

1.3 SUBSTANTIAL COMPLETION
A. Submit written certification to that the project is substantially complete.

B. Submit list of major items to be completed or corrected.

C. Engineer will make an inspection within seven days after receipt of certification, together with a representative.

D. Should Engineer consider that work is substantially complete:

1. Prepare, and submit to Engineer, a list of the items to be completed or corrected, as determined by on-site observation.

2. Engineer will prepare and issue a Certificate of Substantial Completion, containing:
a. Date of Substantial Completion.
b. List of items to be completed or corrected, verified and amended. c. The time required to complete or correct work of listed items. d. Responsibilities for:
1) Insurance
2) Utilities
3) Operation of mechanical, electrical and other systems 4) Maintenance and cleaning
5) Security
e. Signatures of: Engineer

3. Complete work listed for completion or correction, within designated time.

Project Closeout
Vernon Well No. 22 Equipment and Site Improvements Page 01700-2 E. Should Engineer consider that work is not substantially complete:

1. He shall immediately notify, in writing, stating reasons.

2. Complete work, and send second written notice to Engineer, certifying that Project, or designated portion of project of substantially complete.

3. Engineer will re-review work.

1.4 FINAL INSPECTION
A. Submit written certification that:

1. Contract Documents have been reviewed.

2. Project has been inspected for compliance with Contract Documents.

3. Work has been completed in accordance with Contract Documents.

4. Equipment and systems have been tested in presence of Engineer and are operational.

5. Project is completed and ready for final inspection.

B. Engineer will make final on-site observation/review within seven (7) days after receipt of certification.

C. Should Engineer consider that work is finally complete in accordance with requirements of Contract Documents, he shall prepare and issue the following:

1. Certificate of Completion;

2. Complete sets of As-Builts received; and

3. A Request to make Project Closeout submittals.

D. Should Engineer consider that work is not finally complete:

1. He shall notify, in writing, stating reasons.

2. Take immediate steps to remedy the stated deficiencies, and send second written notice to Engineer certifying that work is complete.

3. Engineer will re-review the work.

1.5 FINAL CLEANING UP
A. The work will not be considered as completed and final payment made until all final cleanup has been done in a satisfactory manner.

1.6 CLOSEOUT SUBMITTALS
A. Operation and Maintenance Data: to requirements of particular technical specifications and Section 01730.

B. Equipment, materials, workmanship and performance Warranties and Bonds: to requirements of particular technical specifications.

1.7 INSTRUCTION
A. Instruct personnel in operation of all systems, mechanical, electrical and other equipment.

1.8 FINAL APPLICATION FOR PAYMENT
A. Submit final applications in accordance with requirements of Contractual Agreement.

Project Closeout
Vernon Well No. 22 Equipment and Site Improvements Page 01700-3

1.9 FINAL CERTIFICATE FOR PAYMENT
A. Engineer will issue final certificate in accordance with provisions of Contractual Agreement.

PART 1 – PRODUCTS (Not Used)
PART 2 – EXECUTION (Not Used)
- END OF SECTION -
Final Cleaning
Vernon Well No. 22 Equipment and Site Improvements Page 01710-1 SECTION 01710

FINAL CLEANING
PART 1 -- GENERAL

1.1 THE REQUIREMENT
A. On a continuous basis, maintain premises free from accumulations of waste, debris and rubbish, caused by operations.

B. At completion of WORK, remove waste materials, rubbish, tools, equipment, machinery and surplus materials, and clean all sight-exposed surfaces; leave Project clean and ready for occupancy to the satisfaction of the DEVELOPER.

C. Related Sections:

1. Section 01045 – Cutting and Patching

2. Section 01700 – Project Closeout

1.2 SAFETY REQUIREMENTS
A. Hazards control:

1. Store volatile wastes in covered metal containers, and remove from premises daily.

2. Prevent accumulation of wastes, which create hazardous conditions.

3. Provide adequate ventilation during use of volatile or noxious substances.

B. Conduct cleaning and disposal operations to comply with local ordinances and anti-pollution laws.

1. Do not burn or bury rubbish and waste materials on Project site without written permission from the CONTRACTOR.

2. Do not dispose of volatile wastes such as mineral spirits, oil or paint thinner in storm or sanitary drains.

3. Do not dispose of wastes into streams or waterways.

PART 2 -- PRODUCTS

2.1 MATERIALS
A. Use only cleaning materials recommended by manufacturer of surface to be cleaned.

B. Use cleaning materials only on surfaces recommended by cleaning material manufacturer.

PART 3 – EXECUTION

3.1 DURING CONSTRUCTION
A. Execute cleaning to ensure that building, grounds and public properties are maintained free from accumulations of waste materials and rubbish.

B. Wet down dry materials and rubbish to lay dust and prevent blowing dust.

C. At reasonable intervals during progress of Work, clean site and public properties, and dispose of waste materials, debris and rubbish.

D. Provide on-site containers for collection of waste materials, debris and rubbish.

Final Cleaning
Vernon Well No. 22 Equipment and Site Improvements Page 01710-2 E. Remove waste materials, debris and rubbish from site and legally dispose of at public or private dumping areas off the DEVELOPERS's property.

F. Handle materials in a controlled manner with as few handlings as possible; do not drop or throw materials from heights.

G. Each subcontractor areas of work shall thoroughly be cleaned of all materials and equipment installed from their areas of work.

3.2 FINAL CLEANING
A. Employ experienced workers, or professional cleaners, for final cleaning.

B. In preparation for substantial completion, conduct final inspection of sight-exposed interior and exterior surface, and of concealed spaces.

C. Repair, patch and touch up marred surfaces to specified finish, to match adjacent surfaces.

D. Broom clean paved surfaces; rake clean other surfaces of grounds.

E. Maintain cleaning until Project, or portion thereof, is occupied by AGENCY.

F. The CONTRACTOR shall restore or replace existing property or structures as promptly and practicable as work progresses.
- END OF SECTION -
Field Engineering
Vernon Well No. 22 Equipment and Site Improvements Page 01722-1 SECTION 01722

FIELD ENGINEERING
PART 1 – GENERAL

1.1 SUMMARY
A Section Includes: Field engineering to establish lines and grades for the Work.

B. Related Sections: Section 01700 – Project Closeout.

1.2 THE REQUIREMENT
A. The CONTRACTOR shall provide the initial surveying and staking control for the reservoir site. In addition, the CONTRACTOR shall provide the initial staking of the property and easement limits, clearing limits, inlet and outlet lines and utilities, and excavation limits.

B. The CONTRACTOR shall provide all necessary staking following the initial staking, as required to construct the Scope of Work.

C. The CONTRACTOR shall survey the location of any underground utility line that the CONTRACTOR installs. This shall include all joints, hydrants and services.

1.2 QUALITY ASSURANCE
A. Qualifications of Surveyor or Engineer: Registered civil engineer or land surveyor in state where Project is located.

B. Accuracy of stakes, alignments, and grades may be checked randomly by ENGINEER.

1. Notice of when checking will be conducted will be given.

2. When notice of checking is given, postpone parts of the Work affected by stakes, alignments or grades to be checked until checked.

3. Do not assume that ENGINEER's check substitutes or complements required field quality control procedures.

1.3 CONSTRUCTION STAKES, LINES, AND GRADES
A. Execute the Work in accordance with the lines and grades indicated.

B. Make distances and measurements on horizontal planes, except elevations and structural dimensions.

1.4 SURVEY REFERENCE POINTS
A. Basic reference line, a beginning point on basic reference line, and a bench mark will be provided, by OWNER as defined in the Contract.

B. From these reference points, establish other control and reference points as required to properly lay out the Work.

C. Locate and protect control points prior to starting sitework, and preserve permanent reference points during construction.

1. Make no changes or relocations without prior written notice.

2. Replace Project control point, when lost or destroyed, in accordance with original survey control.

Field Engineering
Vernon Well No. 22 Equipment and Site Improvements Page 01722-2 D. Set monuments for principal control points and protect them from being disturbed and displaced.

1. Re-establish disturbed monuments.

2. When disturbed, postpone parts of the Work that are governed by disturbed monuments until such monuments are re-established.

1.5 PROJECT SURVEY REQUIREMENTS
A. Establish minimum of 2 permanent bench marks on site referenced to data established by survey control points.

B. Record permanent bench mark locations with horizontal and vertical data on Project Record Documents.

C. Assume responsibility for accuracy of stakes, alignments, and grades by performing verifications and checking in accordance with standard surveying practice.

D. Locate all utilities installed within the project prior to backfilling. Make a complete survey at the line, hub, or joint locations.

1.6 RECORD DOCUMENTS
A. Prepare and submit Record Documents.

B. Maintain complete, accurate log of control points and survey.

C. Submit all utility locate information.

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

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

3.1 GENERAL
A. The CONTRACTOR shall provide the initial field engineering for the project. This shall include staking, control, bench marks, property lines and clearing limits as necessary for the completion of this project. This shall also include staking of the structure corners with offsets, and two established bench marks.

B. The CONTRACTOR shall provide all required field engineering, as necessary to complete the work as defined in the contract.
- END OF SECTION -
Operating and Maintenance Data
Vernon Well No. 22 Equipment and Site Improvements Page 01730-1 SECTION 01730

OPERATING AND MAINTENANCE DATA
PART 1 -- GENERAL

1.1 THE REQUIREMENT
A. Compile product data and related information appropriate for maintenance and operation of equipment furnished under the Contract. Prepare Operating and Maintenance Data as specified.

B. Instruct CONTRACTOR’s personnel in the maintenance and operation of equipment and systems as outlined herein.

C. In addition to Operating and Maintenance Data, the Manufacturer's printed recommended Installation Practice shall be included. If not part of the Operating and Maintenance Manual, separate written installation instructions shall be provided, serving to assist the CONTRACTOR in equipment installation.

D. Related Sections:

1. Section 00700 – Special Conditions

2. Section 01300 – Submittals

1.2 OPERATING AND MAINTENANCE MANUAL
A. Every piece of equipment furnished and installed shall be provided with complete maintenance and operations manuals. These shall be detailed in instructions to the CONTRACTOR’s personnel. They shall be attractively bound for the CONTRACTOR’s records. After approval, the CONTRACTOR shall store all manuals until the completion of the project or until requested by the ENGINEER. The manuals will be stored and delivered to the AGENCY in an organized format.

B. Provide six (6) hard copies plus one (1) electronic version in PDF format. Four (4) copies shall be delivered to the jobsite shipped with the equipment and two (2) copies shall be delivered to the CONTRACTOR’s main office.

1.3 SUBMITTALS
A. Submittals shall be made in accordance with Section 01300 - Submittals.

1.4 CONTENT OF MANUAL
A. Neatly typewritten table of contents for each volume, arranged in systematic order.

1. CONTRACTOR, name of responsible principal, address and telephone number.

2. A list of each product required to be included, indexed to the content of the volume.

3. List, with each product, the name, address and telephone number of:
a. Subcontractor or installer.
b. Maintenance contractor, as appropriate.
c. Identify the area of responsibility of each.
d. Local source of supply for parts and replacement.

4. Identify each product, by product name and other identifying symbols as set forth in Contract Documents.

B. Product Data:

1. Include only those sheets, which are pertinent to the specific product. References to other sizes and types or models of similar equipment shall be deleted or lined out.

Operating and Maintenance Data
Vernon Well No. 22 Equipment and Site Improvements Page 01730-2

2. Annotate each sheet to:
a. Clearly identify the specific product or part installed. b. Clearly identify the data applicable to the installation. c. Provide a parts list for all new equipment items, with catalog numbers and other data necessary for ordering replacement parts.
d. Delete references to inapplicable information.

3. Clear and concise instructions for the operation, adjustment, lubrication, and other maintenance of the equipment including a lubrication chart.

C. Drawings:

1. Supplement product data with drawings as necessary to clearly illustrate:
a. Relations of component parts of equipment and systems. b. Control and flow diagrams.

2. Coordinate drawings with information in Project Record Documents to assure correct illustration of complete installation.

D. Written text, as required to supplement product data for the particular installation:

1. Organize in a consistent format under separate headings for different procedures.

2. Provide a logical sequence of instructions for each procedure.

E. Copy of each warranty, bond and service contract issued: Provide information sheet for AGENCY's personnel.

1. Proper procedures in the event of failure.

2. Instances which might affect the validity of warranties or bonds.

F. The manuals must be approved by the CONTRACTOR before final payment on the equipment is made.

PART 2 – PRODUCTS (Not Used)
PART 3 – EXECUTION (Not Used)
- END OF SECTION -
Construction Progress Photos
Vernon Well No. 22 Equipment and Site Improvements Page 01740-1 SECTION 01740

CONSTRUCTION PROGRESS PHOTOS
PART 1 – GENERAL

1.1 THE REQUIREMENT
A. CONTRACTOR is responsible for the preparation, submittal and maintenance of digital construction progress photos.

B. Construction photographs provided by CONTRACTOR shall be in the form of digital files.

C. Related Sections:

1. Section 01312 – Project Meetings
PART 2 – PRODUCTS

2.1 DESCRIPTION
D. Images must be created using only digital photographic equipment. Camera should be capable of utilizing a moderate wide-angle lens system and have electronic flash capable of properly illuminating a large interior space. The digital camera must have a sensor capacity of at least 6.1 megapixels and produce original uncompressed JPEG format image files that open to display at dimensions which exceed 20x30 inches, at a minimum of 72 dpi (1500 x 2200 pixel) resolution. The camera shall automatically imprint the date and time the photo is taken into one corner of the image. Digital images shall be saved in JPEG format and properly labeled.

E. Digital copies shall be provided for the CITY and ENGINEER by CONTRACTOR at each weekly progress meeting.

F. Saved images shall include detailed photograph description along with month, day, and year and separated by treatment process.

PART 3 – EXECUTION (NOT USED)
- END OF SECTION -

SITEWORK
DIVISION 02
Underground Precast Concrete Utility Structures
Vernon Well No. 22 Equipment and Site Improvements Page 02084-1 SECTION 02084

UNDERGROUND PRECAST CONCRETE UTILITY STRUCTURES
PART 1 – GENERAL

1.1 THE REQUIREMENT
A. The CONTRACTOR shall furnish and install structural pre-cast concrete work in accordance with the Contract Documents.

B. This Section covers the design, fabrication, delivery and installation of all pre-cast concrete units, including connections, complete, in place, as shown and specified.

C. Soils Report

1. This work shall conform to the requirements of the latest Geotechnical Evaluation and or Soils Report.

D. Related Sections:

1. Section 02100 – Site Preparation

2. Section 02200 – Earthwork

3. Section 02318 – Trenching

1.2 CODES AND STANDARDS
A. Codes: All codes, as referenced herein, are specified in Section 01090 - Reference Standards.

B. Referenced Documents:

1. ASTM Standards:

ASTM A 82 Specification for Steel Wire, Plain, for Concrete Reinforcement ASTM A 184 Specification for Fabricated Deformed Steel Bar Mats for Concrete Reinforcement ASTM A 185 Specification for Steel Welded Wire, Fabric, Plain, for Concrete Reinforcement ASTM A 496 Specification for Steel Wire, Deformed, for Concrete Reinforcement ASTM A 497 Specification for Welded Deformed Steel Wire Fabric for Concrete Reinforcement ASTM A 615 Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement ASTM A 616 Specification for Rail-Steel Deformed and Plain Bars for Concrete Reinforcement ASTM A 617 Specification for Axle-Steel Deformed and Plain Bars for Concrete Reinforcement ASTM A 706 Specification for Low-Alloy Steel Deformed Bars for Concrete Reinforcement ASTM C 31 Practice for Making and Curing Concrete Test Specimens in the Field ASTM C 33 Specification for Concrete Aggregates
ASTM C 39 Test Method for Compressive Strength of Cylindrical Concrete Specimens ASTM C 42 Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete ASTM C 94 Specification for Ready-Mixed Concrete
ASTM C 150 Specification for Portland Cement
Underground Precast Concrete Utility Structures
Vernon Well No. 22 Equipment and Site Improvements Page 02084-2 ASTM C 192 Practice for Making and Curing Concrete Test Specimens in the Laboratory ASTM C 231 Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method ASTM C 260 Specification for Air-Entraining Admixtures for Concrete ASTM C 330 Specification for Lightweight Aggregates for Structural Concrete ASTM C 478 Specification for Precast Reinforcement Concrete Manhole Sections ASTM C 494 Test Method for Shear Fatigue of Sandwich Core Materials ASTM C 595 Specification for Blended Hydraulic Cements
ASTM C 618 Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use as a Mineral Admixture in Concrete
ASTM C 857 Practice for Minimum Structural Design Loading for Underground Precast Concrete Utility Structures

2. American Concrete Institute Standards:

ACI 318 Building Code Requirements for Reinforced Concrete

3. American Welding Society Standards:

AWS-D1.4 Structural Welding Code Reinforcing Steel

1.3 SUBMITTALS
A. Submittals shall be made in accordance with Section 01300 - Submittals.

B. Shop Drawings:

1. Shop drawings shall show structure dimensions and orientation and location of all applicable inflow and outflow penetrations, access hatches, and conduit sleeves.

2. Shop drawings shall include design structural calculations, assuming the applicable seismic zone and project groundwater conditions, that are stamped and signed by a Professional Engineer registered in California and shall be approved by the ENGINEER.

3. Shop drawings shall indicate pre-cast unit identification marks, location of units in the WORK, elevations, fabrication details, joint details, reinforcement, connections, dimensions, interface with adjacent members, and special handling instructions in sufficient detail to cover manufacture, handling and erection. Shop drawings shall include erection drawings.

C. Test Reports: Tests for compressive strength of concrete shall be performed by the factory. Copies of test reports including all test data and all test results shall be submitted.

D. Certificates of Compliance: Certificates of compliance shall be submitted attesting that materials and products meet or exceed specified requirements.

1.4 QUALITY ASSURANCE
A. General Requirements: Design members under direct supervision of a Professional Engineer experienced in design of pre-cast concrete units, registered in the State of California and conforming to requirements of this specification.

1. Manufacture, Transportation and Installation: The Manufacturer shall specialize in providing pre-cast products and services normally associated with pre-cast concrete construction with high quality finishes similar to that indicated on drawings.

Underground Precast Concrete Utility Structures
Vernon Well No. 22 Equipment and Site Improvements Page 02084-3

1.5 DELIVERY, STORAGE AND HANDLING
A. General: Pre-cast members shall be handled to position consistent with their shape and design; they shall be lifted and supported from design incorporated support points and provided with strong backs and other devices as required. Lifting or handling equipment shall be capable of maintaining units during manufacture, storage, transportation, erection, and in position for fastening.

B. Blocking and supports, lateral restraints and protective materials during transport and storage shall be clean, non-staining, without causing harm to exposed surfaces, including temporary support to prevent bowing and warping. Lateral restraints shall be provided to prevent undesirable horizontal movement. Edges and exposed faces of members shall be protected to prevent straining, chipping, or spalling of concrete.

C. Units shall be marked with date of production and final position in structure in location not visible after erection.

D. Pre-cast units shall be stored off the ground in a manner to prevent warpage and they shall be protected from weather, marring, and overload.

E. Stainless Steel Hardware: Stainless steel hardware shall be transported, handled, stored, and protected in wood crates.

PART 2 – PRODUCTS

2.1 MATERIALS
A. Cement: ASTM C 150 or ASTM C 595.

B. Aggregates: ASTM C 33 and ASTM C 330, except that the requirements for grading shall not apply.

C. Admixtures: May be used provided such admixtures are not injurious to other products used in the concrete.

D. Chemical Admixtures: ASTM C 494
E. Fly Ash and Pozzolanic Admixture: ASTM C 618
F. Water: Used for curing, washing, aggregate, or mixing concrete shall be clean and free of injurious amounts of oil, acids, alkalis, salts, organic materials, or other substances that may be incompatible with concrete or steel.

G. Steel Reinforcement:

1. Wire ASTM A 82 or ASTM A 496

2. Wire Fabric ASTM A 185 or ASTM A 497

3. Bars ASTM A 184, ASTM A 615, ASTM A 616,
ASTM A 617 or ASTM A 706

2.2 DESIGN REQUIREMENTS
A. Design Method: The elastic method of structural design or the ultimate strength method of reinforced concrete design as outlined in ACI 318 shall be used to design the concrete sections, including the reinforcement required, when the structure is subjected to the loading conditions covered in Practice C 857.

B. Access Openings: The structural design shall take into consideration the number, placement and size of access openings.

C. Floors: The minimum floor thickness resulting from slope shall be considered as nominal floor thickness in the structure.

Underground Precast Concrete Utility Structures
Vernon Well No. 22 Equipment and Site Improvements Page 02084-4 D. Terminators, Knockouts and Sumps: Duct terminators, knockouts and sumps shall be designed to carry the loads imposed upon them. The basic structure shall be designed to carry all imposed loads with knockouts removed.

E. Placement of Reinforcement: The design concrete cover for reinforcing bars, mats or fabric shall not be less than ¾-inch (19 mm) subject to the requirements of Section 2.2.

F. Concrete Strength: The minimum specified compressive strength for design shall be 4,000 psi (21 MPa) at 28 days of age. Compressive-strength tests should be made in accordance with Practices C 31 and C 192 and Test Methods C 39 and C 42.

G. Joints: Joints in sectional precast concrete structure shall be designed so as to be self-aligning when assembling sections of the structure.

1. The manufacture shall provide a single joint design on all units of the same size and type to ensure interchangeability.

H. Lifting Devices: Design of embedded lifting devices shall conform to requirements as specified in 8.4 under Special Loading Considerations of Practice ASTM C 890.

I. Pickup Points and Boxouts: Pickup points, boxouts and inserts on panel faces and surfaces to be exposed are prohibited except as approved.

J. Traffic Loads: Structure and access hatches shall be designed for HS-20-44 traffic wheel loads per AASHTO as last revised, including a 30% impact factor.

2.3 MANUFACTURE
A. Forms: Forms shall be accurately constructed and strong enough to maintain the structure’s dimensions within the tolerances given in Section 2.4. Forms should be constructed in such a manner as to minimize the seepage of water. All casting surfaces shall be smooth nonporous material.

B. Cleaning and Oiling: Forms shall be cleaned before each use. New forms shall be free of paint or other protective coatings that might cling to the surface of the structure. Releasing agents applied to the form to aid in breaking the bond between the form and the concrete shall not be injurious to the concrete.

C. Reinforcement: Steel reinforcement shall conform to the requirements of this specification and shall be securely positioned in the form to maintain design concrete cover given in Section 2.2 during concrete placement. All chairs, bolsters, braces and spacers in contact with form and reinforcing rod shall be of material that will not deteriorate.

D. Mixture: The aggregates shall be sized, graded, proportioned and thoroughly mixed in a batch mixer with proportions of cement and water as will produce a homogeneous concrete having the required specified compressive strength. If Ready-Mix concrete is used, it shall be in accordance with Specification C 94.

E. Concrete Placement: Concrete shall be deposited as nearly as practicable in its final position. Concrete shall be placed in the form at a rate such that the concrete is plastic at all times and flows readily into all parts of the form and around all reinforcement steel and embedded fixtures without segregation of materials. Concrete that has partially hardened or has been contaminated by foreign material shall not be deposited in the form.

F. Curing: Structures shall be cured by an accepted industry method that will develop the required 28-day compressive strength without affecting the long-term durability of the concrete.

Underground Precast Concrete Utility Structures
Vernon Well No. 22 Equipment and Site Improvements Page 02084-5

2.4 PERMISSIBILE VARIATIONS
A. Dimensional Tolerances: The length, width, height or diameter measurements of the structure when measured on the inside surface shall not deviate from the design dimensions more than the following:

Dimension Tolerance
0 to 5-feet (0 to 1.5 m) ± ¼-inch (± 6 mm)
5 to 10-feet (1.5 to 3.0 m) ± ³∕8-inch (± 10 mm)
10 to 20-feet (3.0 to 6.1 m) ± ½-inch (± 13 mm)
20-feet (6.1 m) and over as agreed upon between manufacturer and purchaser B. Squareness Tolerance: The inside of the precast concrete component shall be square as determined by diagonal measurements. The difference between such measurements shall not exceed the following:

Measured Length Allowable Difference
0 to 10-feet (0 to 3.0 m) ± ½-inch (± 13 mm)
10 to 20-feet (3.0 to 6.1 m) ± ¾-inch (± 19 mm)
20-feet (6.1 m) and over as agreed upon between manufacturer and purchaser C. Joint Surfaces: The inside joint seam gap between two sections placed together without a joint sealant shall not exceed ³∕8-inch (9.5 mm).

D. Insert Location: Insert locations for attachments in each component shall not deviate individually or cumulatively more than ± 1∕8-inch (3.18 mm) from dimensions on specification drawings.

E. Reinforcement Location: With reference to thickness of wall or slab, reinforcement shall be within ± ¼-inch (6.3 mm) of the design location, but in no case shall the cover be less than ¾-inch (19 mm). The reinforcement spacing shall not vary more than one tenth of the designed bar spacing nor exceed 1½-inch (38 mm) in variation, except for welded wire mesh which shall conform to Specifications A 185 or A 497.

F. Slab and Wall Thickness: The slab and wall thickness shall not be less than that shown in the design by more than 5% or 3∕16-inch (4.8 mm), whichever is greater. A thickness greater than that required in the design shall not be a cause for rejection.

2.5. REPAIRS
A. Precast concrete structures may be repaired. Repairs shall be performed by the manufacturer, in such a manner as to ensure that the repaired structure conforms to the requirements of this specification.

2.6 INSPECTION
A. The quality of material, process of manufacture, and the finished structure shall be subject to inspection at anytime by the purchaser or their representative.

2.7 REJECTION
A. Precast concrete structures or sections of structures shall be subject to rejection upon failure to conform to any specified requirements contained herein, or if any of the following imperfections occur:

1. Defects that indicate any imperfect concrete mixing and molding, or

2. Surface defects indicated by honeycombed or open-texture and damaged areas where such defects would affect the structural adequacy.

Underground Precast Concrete Utility Structures
Vernon Well No. 22 Equipment and Site Improvements Page 02084-6

2.8 CERTIFICATION
A. At the request of the purchaser, the manufacturer shall, prior to the actual delivery of a structure, furnish a statement giving the source and type of cement, the source and specific gravities of the aggregates, the concrete mix proportions, strength, type, amount, and name of admixtures and mill certificates for the reinforcement steel used in manufacture.

2.9 MARKING
A. The weight shall be marked on the outside of each component section.

B. The purchaser may request additional information to be marked on the component section when ordering.

C. The method of marking shall be agreed upon between the purchaser and the supplier prior to ordering.

PART 3 – EXECUTION

3.1 INSTALLATION
A. Erection:

1. The units shall be erected in accordance with approved shop/erection drawings without damage to shape or finish or adjacent work. Unless otherwise shown, members shall be erected level and plumb within allowable tolerances.

2. The CONTRACTOR shall align and maintain uniform horizontal joints as erection progresses, provide approved shims and wedges as required, and when members required adjustment beyond design or tolerance criteria, discontinue affected work. Units shall be secured in place and field welds, scratches and otherwise damaged steel surfaces shall be touched up.

3. Pickup points, boxouts, inserts and bearing surfaces shown shall be grouted with non-shrink grout in accordance with Section 03315 - Grout. The color and texture of concrete surfaces of adjacent areas shall be finished to match in the same plane.

3.2 PROTECTION
A. Adjacent surfaces shall be protected from damage during sealing and cleaning operations and against damage, disfiguration or discoloration from subsequent operations. Noncombustible shielding shall be used during welding operations.
- END OF SECTION -
Frames, Grates, Rings, and Covers
Vernon Well No. 22 Equipment and Site Improvements Page 02085-1 SECTION 02085

FRAMES, GRATES, RINGS, AND COVERS
PART 1 - GENERAL

1.1 REQUIREMENTS
A. Iron castings for manhole or precast concrete frames and covers, inlet frames and grates, catch basin frames and grates, meter vault frames and covers, adjustment rings, and extensions.

1.2 REFERENCES
A. Commercial Standards
AASHTO American Association of State Highway and Transportation Officials Standard Specification for Highway Bridges
ASTM A 48 Standard Specification for Gray Iron Castings ASTM A 615 Standard Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement
AWS - D 12.1 Welding Reinforcing Steel.

1.3 SUBMITTALS
A. Submittals shall be furnished in accordance with Section 01300 - Submittals.

B. Submit copies of manufacturer's specifications, load tables, dimension diagrams, anchor details, and installation instructions.

C. Submit shop drawings for fabrication and installation of casting assemblies that are not included in Drawings or City of Vernon Standard Plans and Specifications. Include plans, elevations, sections and connection details. Show anchorage and accessory items. Include setting drawings for location and installation of castings and anchorage devices.

PART 2 – PRODUCTS

2.1 CASTINGS
A. Use castings for frames, grates, rings and covers conforming to ASTM A 48, Class 35B. Provide locking covers if indicated on Drawings.

B. Use clean castings capable of withstanding application of AASHTO M306- 40,000 pound proof loading without detrimental permanent deformation.

C. Fabricate castings to conform to shapes, dimensions, and with wording or logos shown on Drawings.

Standard dimensions for manhole covers are 32 inches in diameter.

D. Cast iron. Castings shall be tough, close-grained gray iron, sound, smooth, clean, free from blisters, blowholes, shrinkage, cold shuts, and all defects, and shall conform to ASTM A48, Class 30B. Plane or grind bearing surfaces to ensure flat, true surfaces.

E. Bolt-down covers shall be used on all manholes within the double perimeter security fence and shall have either six 3/8-inch or four 1/2-inch-diameter by 1-1/2-inch-long capscrews with washers.

Frames, Grates, Rings, and Covers
Vernon Well No. 22 Equipment and Site Improvements Page 02085-2 F. Capscrews and washers shall be Type 316 stainless steel conforming to ASTM Al 93. Countersink bolt holes in cover so that the top of the capscrews are below the top plane of the cover. Frames for bolt-down covers shall be supplied with four 3/4-inch-diameter Type 316 stainless steel anchor bolts, nuts, and washer as detailed on the Drawings.

G. Nominal inside opening of the frame shall be 24 inches. Provide a blind pick hole or lifting lug in the cover.

Do not provide lifting rings or vent holes in covers unless specifically required.

2.2 BEARING SURFACES
A. Machine bearing surfaces between covers or grates and their respective frames so that even bearing is provided for position in which casting may be seated in frame.

2.3 SPECIAL FRAMES AND COVERS
A. Where indicated on Drawings, provide watertight manhole frames and covers with minimum of four bolts and gasket designed to seal cover to frame. Supply approved watertight manhole covers and frames.

B. Where shown on Drawing, provide manhole frames and covers with 48 inch diameter clear opening, with inner cover for 22 inch diameter clear opening. Provide approved inner cover with pattern shown on Drawings.

2.4 FINISH
A. Unless otherwise specified, uncoated coat iron.

2.5 FABRICATED RING GRATES
A. Fabricate ring grates from reinforcing steel conforming to ASTM A 615.

B. Grating shall be 2 ½ inch metal that shall fit into the area shown on the mechanical plan.

C. The gratings shall be secured in place by at least four (4) acceptable removable-type fasteners per grating panel. The ends of each grating section shall be banded with bearing bars.

D. Conform to welds connecting bars to AWS D 12.1.

2.6 ADJUSTMENT RINGS FOR ASPHALT OVERLAYS
A. Use castings conforming Section 2.01.

B. One piece casting with dimensions to fit frame and cover.

PART 3 – EXECUTION

3.1 INSTALLATION
A. Install castings according to approved shop drawings, instructions in related specifications, and applicable directions from manufacturer's printed materials.

B. Set castings accurately at required locations to proper alignment and elevation. Keep castings plumb, level, true, and free of rack. Measure location accurately from established lines and grades. Brace or anchor frames temporarily in form work until permanently set.

C. Install adjustment rings in existing frames with clean bearing surfaces that are free from rocking. -END OF SECTION-
Site Preparation
Vernon Well No. 22 Equipment and Site Improvements Page 02100-1 SECTION 02100

SITE PREPARATION
PART 1 – GENERAL

1.1 THE REQUIREMENT
A. The WORK of this Section as defined in the Contract includes all work necessary to satisfactorily prepare the site as shown on the accepted drawings, per the Site Geotechnical Report and as specified herein. Following this preparation, the site shall be in such a condition as to easily continue with the next operation whether it be excavating, backfilling, or any other operations that are a part of the project. Site preparation includes clearing, grubbing, grading, tree and shrub removal, native grass stripping and removing and disposing of all debris within the limits of the project and such other areas as may be indicated on the plans or required work, except such objects as are designated to remain or are to be removed in accordance with the plans. This work shall also include the preservation from injury or defacement of all vegetation and objects designated to remain.

B. Related Sections:

1. Section 01040 – Coordination

2. Section 01505 – Mobilization

3. Section 01530 – Protection of Existing Facilities

4. Section 01550 – Site Access and Storage

5. Section 01560 – Temporary Environmental Controls

6. Section 01563 – Dust Control

7. Section 01722 – Field Engineering

8. Section 02200 – Earthwork
C. Soils Report: This work shall conform to the requirements of the Geotechnical Soils Report.

1.2 SUBMITTALS
A. Submittals shall be made in accordance with Section 01300 - Submittals.

B. Shop Drawings: Submit clearing limits and site access plans and limits.

1.3 SITE SURVEY AND LAYOUT
A. The CONTRACTOR shall establish construction and clearing limits by providing the initial site survey and field staking. The initial staking will include property line limits, casements and access points and structure locations with 100 ft. offsets. The CITY shall provide the CONTRACTOR the survey data for the project to include the survey control points, hubs, etc and benchmarks for the site. The CONTRACTOR shall layout required construction staking as defined in Section 01722 – Field Engineering.

1.4 PERMITS
A. Verify all required permits have been secured for this work. Comply with applicable Air Pollution Control requirements. In the absence of specific ordinances, periodic watering shall be done to control dust throughout the work. Make all necessary arrangements for water required for this work.

PART 2 – PRODUCTS (Not Used)
Site Preparation
Vernon Well No. 22 Equipment and Site Improvements Page 02100-2 PART 3 – EXECUTION

3.1 PRIMARY SITE ACCESS
A. The CONTRACTOR shall provide clearing, grubbing, and stripping as defined in the contract.

B. The CONTRACTOR shall develop any necessary access to the Site, including access entrance barriers to prohibit entry of unauthorized persons as defined in the Contract. The CONTRACTOR shall provide at the project site access barriers to prohibit entry of unauthorized persons as defined in the Contract.

C. Adequately support existing structures, sidewalks, slabs, pavements, utilities, and other facilities that may be affected by the proposed construction as defined in the Contract.

D. Utility Interference: Where existing utilities interfere with the WORK, notify the utility CITY before proceeding in accordance with the General Conditions.

3.2 CLEARING, GRUBBING AND STRIPPING
A. The CONTRACTOR shall perform this work as defined in the soils report.

B. Construction areas shall be cleared of grass and weeds to at least a depth of 1 inch and cleared of structures, pavement, sidewalks, concrete or masonry debris, trees, logs, upturned stumps, loose boulders, and any other objectionable material of any kind which would interfere with the performance or completion of the WORK, create a hazard to safety, or impair the subsequent usefulness of the WORK, or obstruct its operation. Trees and other natural vegetation outside the actual lines of construction shall be protected from damage during construction.

C. Within the limits of clearing, the areas below the natural ground surface shall be grubbed to a depth necessary to remove all stumps, roots, buried logs and all other objectionable material. Septic tanks, drain fields, and connection lines and any other underground structures, debris or waste shall be removed if found on the Site.

All objectionable material from the clearing and grubbing process shall be removed from the Site and wasted in approved safe locations.

3.3 OVEREXCAVATION, REGRADING AND BACKFILL UNDER FILL AREAS A. All grading and excavation shall conform to the requirements of the soil reports.

3.4 EXISTING UTILITY SERVICES
A. At start of work, CONTRACTOR shall locate and identify all utility services located within the construction limits (both underground and overhead). Utilize Dig Alert services and private location services as required, including potholing as may be necessary.

B. CONTRACTOR shall disconnect or reroute all existing services, where such services will be affected by construction operations. Comply with all instructions issued during the pre-construction conference regarding coordination, advance notice, emergency repairs, etc.

C. All disconnections or terminations shall be performed in safe manner, in accordance with applicable codes and regulation. Provide any disconnects switches, valves, plugs, tees, etc., as required for the various locations. - END OF SECTION -
Earthwork
Vernon Well No. 22 Equipment and Site Improvements Page 02200-1 SECTION 02200

EARTHWORK
PART 1 - GENERAL

1.1 THE REQUIREMENT
A. Perform all earthwork indicated and required for construction of the WORK, complete and operable in accordance with the Contract Documents and the latest site geotechnical report.

B. Related Sections:

1. Section 01040 – Coordination

2. Section 01530 – Protection of Existing Facilities

3. Section 01550 – Site Access and Storage

4. Section 01560 – Temporary Environmental Controls

5. Section 01563 – Dust Control

6. Section 01565 – Erosion and Sediment Controls

7. Section 01722 – Field Engineering

8. Section 02084 – Underground Precast Concrete Utility Structures

9. Section 02318 – Trenching

1.2 SUBMITTALS
A. Submittals shall be made in accordance with Section 01300 - Submittals.

1. Excavation Plan and stock pile storage sites.

2. Backfill Plan
PART 2 - PRODUCTS

2.1 SUITABLE FILL AND BACKFILL MATERIAL REQUIREMENTS
A. General: All excavation or backfill shall conform to the requirements of the Geotechnical Engineer. Fill, backfill, and embankment materials shall be suitable selected or processed clean, fine earth, rock, or sand, free from grass, roots, brush, or other vegetation and approved by the Geotechnical Engineer.

B. Fill and backfill materials to be placed within 6 inches of any structure or pipe shall be free of rocks or unbroken masses of earth materials having a maximum dimension larger than 3 inches.

C. Suitable Materials: Materials not defined as unsuitable below are defined as suitable materials and may be used in fills, backfilling and embankment construction subject to the indicated limitations. In addition, when acceptable to the ENGINEER, some of the material listed as unsuitable may be used when thoroughly mixed with suitable material to form a stable composite.

D. Suitable materials may be obtained from on-site excavations, or may be processed on-site materials. If the Soils Engineer determines that excavated material is not suitable then additional compensation may be allowed on site processing or for import materials.

Earthwork
Vernon Well No. 22 Equipment and Site Improvements Page 02200-2 E. The following types of suitable materials are defined, unless otherwise specified in the project soils report.

1. Type A: Native soil excavated from the site after the site is stripped in accordance with Section 02100 – Site Preparation. This soil must be approved by the Geotechnical Engineer.

2. Type B (sand backfill): Sand with 100% passing a 3/8-inch sieve, at least 90% passing a Number 4- sieve, and a sand equivalent value not less than 30.

3. Type C (crushed rock): Crushed rock shall be imported material that consists of durable rock and gravel that contains less than one percent asbestos by weight or volume and free from slaking or decomposition under the action of alternate wetting and drying. Crushed rock shall meet the following gradation requirements.

Sieve Size Percentage Passing
1-inch 100
¾-inch 90 - 100
No. 4 0 - 10
No. 200 0 - 2
These materials should have a durability index of not less than 40.

4. Type D (pea gravel or chat backfill): Crushed rock or gravel with 100% passing a ½-inch sieve and not more than 10% passing a Number 4-sieve.

5. Type E (coarse drain rock): Crushed rock or gravel with a Durability Index of not less than 40 meeting the following gradation requirements:

Sieve Size Percentage Passing
2-inch 100
1½–inch 90 - 100
1-inch 20 - 55
¾-inch 0 - 15
No. 200 0 - 3

6. Type F (aggregate base): Crushed rock aggregate base material of such nature that it can be compacted readily by watering and rolling to form a firm, stable base for pavements. The grading for either the 1½-inch maximum size or ¾-inch maximum size gradation shall be used. The R-value shall not be less than 78. The sand equivalent value shall be not less than 22, and the material shall meet the following gradation requirements:

Percentage Passing
1½-inch Max. ¾-inch Max.

Sieve Size Gradation Gradation
2-inch 100 -
1½–inch 90 - 100 -
1-inch - 100
¾-inch 50 - 85 90 - 100
No. 4 25 - 45 35 - 55
No. 30 10 - 25 10 - 30
No. 200 2 - 9 2 - 9

7. Type G (topsoil): Stockpiled topsoil material, which has been obtained at the site by removing soil to a depth not exceeding 1½-feet. Removal of the topsoil shall be done after the area has been cleared of vegetation and debris.

8. Type H (cement-treated backfill): Material which consists of Type E material, which has been cementtreated so that the cement content of the material is not less than 5% by weight when tested in Earthwork
Vernon Well No. 22 Equipment and Site Improvements Page 02200-3 accordance with ASTM D 2901 - Standard Test Method for Cement Content of Freshly Mixed Soil Cement. The ultimate compressive strength at 28 days shall be not less than 400 psi when tested in accordance with ASTM D 1633 - Standard Test Method for Compressive Strength of Molded Soil - Cement Cylinders.

9. Type I (trench plug): Low permeable fill material, a non-dispersible clay material having a minimum plasticity index of 10.

2.2 UNSUITABLE MATERIAL
A. Unsuitable materials include the materials listed below:

1. Soils as defined unsuitable in the Soils Report or by the Geotechnical Engineer.

2. Soils which, when classified under ASTM D 2487 - Standard Classification of Soils for Engineering Purposes (Unified Soil Classification System), fall in the Classifications of PT, OH, CH, MH or OL.

3. Soils, which cannot be compacted sufficiently to achieve the density specified for the intended use.

4. Materials that contain hazardous or designated waste materials including petroleum hydrocarbons, pesticides, heavy metals, and any material which may be classified as hazardous or toxic according to applicable regulations.

5. Soils that contain greater concentrations of chloride or sulfate ions, or have a soil resistivity or pH less than the existing on-site soils.

6. Topsoil, except as allowed below.

2.3 USE OF FILL, BACKFILL AND EMBANKMENT MATERIAL TYPES A. The types of materials as designated herein for all required fill, backfill and embankment construction hereunder shall be used.

B. Where these Specifications conflict with the requirements of any local agency having jurisdiction or with the requirements of a pipe material manufacturer, the ENGINEER shall be immediately notified. In case of conflict between types of pipe embedment backfills, the agency-specified backfill material if that material provides a greater degree of structural support to the pipe shall be used. In case of conflict between types of trench or final backfill types, the agency-specified backfill material, if that material provides the greater inplace density after compaction shall be used.

C. Fill and backfill types shall be used in accordance with the following provisions as approved by the Geotechnical Engineer:

1. Embankment fills shall be constructed of Type A materials, as defined herein, or of primarily Type I mixed with lesser amounts of Type A through Type H materials.

2. Pipe zone backfill, as defined under Section 2318.

3. Aggregate base materials under pavements shall be Type F material constructed to the thicknesses indicated. For aggregate sub-base shall be Type H material.

4. Backfill around structures shall be Type I material or Types F or H where indicated on the plans.

5. Backfill materials beneath structures shall be defined by the Geotechnical Engineer or as follows:
a. Drain rock materials under hydraulic structures or other water retaining structures with underdrain systems shall be Type C material or where shown. b. Under concrete hydraulic structures or other water retaining structures without underdrain systems, Types G or H materials shall be used. Undisturbed subgrade. c. Under structures where groundwater must be removed to allow placement of concrete, Type E material shall be used. Before the Type E material is placed, filter fabric shall be placed over the exposed foundation.
d. Under all other structures, Type A or F materials shall be used.

Earthwork
Vernon Well No. 22 Equipment and Site Improvements Page 02200-4

6. Filter fabric, if not specified on the plans, shall be Mirafi 140 N, Mirafi 700X or ENGINEER approved equal.

2.4 MATERIALS TESTING
A. All soils testing of samples submitted will be done by a testing laboratory with the ENGINEER’s approval and at no additional expense. At its discretion, the ENGINEER may request that samples for testing of any material used in the work be supplied.

B. Particle size analysis of soils and aggregates will be performed using ASTM D 422 - Standard Test Method for Particle-Size Analysis of Soils.

C. Determination of sand equivalent value will be performed using ASTM D 2419 - Standard Test Method for Sand Equivalent Value of Soils and Fine Aggregate.

D. Unified Soil Classification System: References in this Section to soil classification types and standards shall have the meanings and definitions indicated in ASTM D 2487. ASTM D 2487 in the interpretation of soil classifications shall bind all applicable provisions.

PART 3 - EXECUTION

3.1 EXCAVATION - GENERAL
A. General: Except when specifically provided to the contrary, excavation shall include the removal of all materials of whatever nature encountered, including all obstructions of any nature that would interfere with the proper execution and completion of the WORK. The removal of said materials shall conform to the lines and grades indicated or ordered. Unless otherwise indicated, the entire construction site shall be stripped of all vegetation and debris, and such material shall be removed from the site prior to performing any excavation or placing any fill. All supports and shoring that may be required for the sides of the excavations shall be furnished, placed and maintained. Excavations shall be sloped or otherwise supported in a safe manner in accordance with applicable State and OSHA safety requirements and the requirements of OSHA Safety and Health Standards for Construction (29CFR1926).

B. Removal and Exclusion of Water: Remove and exclude water, including stormwater, groundwater, irrigation water and wastewater, from all excavations as defined in the contract. Dewatering wells, wellpoints, sump pumps or other means shall be used to remove water and continuously maintain groundwater at a level at least 2-feet below the bottom of excavations before the excavation work begins at each location. Water shall be removed and excluded until backfilling is complete and all field soils testing have been completed per Section 02140 – Dewatering.

3.2 STRUCTURE, ROADWAY, AND EMBANKMENT EXCAVATION
A. Excavation Beneath Structures and Embankments: Except where otherwise indicated for a particular structure, excavation shall be carried to the grade of the bottom of the footing or slab and prepared in accordance with the soils report.

B. Excavation Beneath Paved Areas: Excavation under areas to be paved shall extend to the bottom of the aggregate base and prepared in accordance with the soils report.

3.3 PIPELINE AND UTILITY TRENCH EXCAVATION
A. See Section 02318.

Earthwork
Vernon Well No. 22 Equipment and Site Improvements Page 02200-5

3.4 OVER-EXCAVATION NOT ORDERED OR INDICATED
A. Any over-excavation carried below the grade ordered or indicated, shall be backfilled and compacted to the required grade with the indicated material, in accordance with the Geotechnical Engineer’s requirements.

3.5 EXCAVATION IN VICINITY OF TREES
A. Except where trees are indicated to be removed, trees shall be protected from injury during construction operations. No tree roots over 2 inches in diameter shall be cut without express permission. Trees shall be supported during excavation by any means previously reviewed.

B. Explosives and Blasting will not be permitted.

3.6 DISPOSAL OF EXCESS EXCAVATED MATERIAL
A. Obtain CITY approvals for disposal of excess excavated material in a designated wasting area, as defined in the contract.

3.7 BACKFILL - GENERAL
A. Backfill shall not be dropped directly upon any structure or pipe. Backfill shall not be placed around or upon any structure until the concrete has attained sufficient strength to withstand the loads imposed.

B. Except for drainrock materials being placed in over-excavated areas or trenches, backfill shall be placed after all water is removed from the excavation and the trench sidewalls and bottom have been dried to moisture content suitable for compaction.

C. Immediately prior to placement of backfill materials, the bottoms and sidewalls of trenches and structure excavations shall have all loose sloughing, or caving soil and rock materials removed. Trench sidewalls shall consist of excavated surfaces that are in a relatively undisturbed condition before placement of backfill materials.

3.8 PLACING AND SPREADING OF BACKFILL MATERIALS
A. Backfill materials shall be placed and spread evenly in layers. When compaction is achieved using mechanical equipment, the layers shall be evenly spread so that when each layer compacted shall not exceed 6 inches in thickness. The compaction lift depth may be adjusted at the direction of the Project Geotechnical Engineer.

B. During spreading, each layer shall be thoroughly mixed as necessary to promote uniformity of material in each layer. Pipe zone backfill materials shall be manually spread around the pipe so when compacted the pipe zone backfill will provide uniform bearing and side support.

C. Where the backfill material moisture content is below the optimum moisture content, water shall be added before or during spreading until the moisture content is between optimum and 3% over the optimum.

D. Where the backfill material moisture content is too high to permit the specified degree of compaction the material shall be dried until the moisture content is between optimum and 3% over the optimum.

3.9 COMPACTION OF FILL, BACKFILL AND EMBANKMENT MATERIALS A. Each layer of Types A, B, F and G, backfill materials as defined herein, where the material is graded such that at least 10% passes a No. 4-sieve, shall be mechanically compacted to the indicated percentage of density.

Equipment that is consistently capable of achieving the required degree of compaction shall be used and each layer shall be compacted over its entire area while the material is at the required moisture content.

Earthwork
Vernon Well No. 22 Equipment and Site Improvements Page 02200-6 B. Each layer of Type C, D and E backfill materials shall be compacted by means of at least two passes from a flat plate vibratory compactor. When such materials are used for pipe zone backfill, vibratory compaction shall be used at the top of the pipe zone or at vertical intervals of 24 inches, whichever is the least distance from the sub-grade.

C. Flooding, pending or jetting shall not be permitted.

D. Equipment weighing more than 10,000 pounds shall not be used closer to walls than a horizontal distance equal to the depth of the fill at that time. Hand operated power compaction equipment shall be used where use of heavier equipment is impractical or restricted due to weight limitations. Exception: With the written approval of the Structural Engineer.

E. Backfill around and over pipelines that is mechanically compacted shall be compacted using light, hand operated, vibratory compactors and rollers. After completion of at least 2-feet of compacted backfill over the top of pipeline, compaction equipment weighing no more than 8,000 pounds may be used to complete the trench backfill.

F. Compaction Requirements: The following compaction test requirements shall be in accordance with ASTM D 1557 - Test Method for Laboratory Compaction Characteristics of Soils Using Modified Effort (56,000 ft - lbf/ft3) (2,700 kN-m/m3) for Type A, B, C, E, F and G materials and in accordance with ASTM D 4253 - Standard Test Method for Maximum Index Density and Unit Weight of Soils Using a Vibratory Table, and D 4254 - Standard Test Method for Minimum Index Density and Unit Weight of Soils and Calculation of Relative Density, for Type C, D, E and H materials. Where agency, utility company, or soils report requirements govern, the highest compaction standards shall apply.

Location or Use of Fill Percentage of
Maximum
Density
Final backfill, beneath paved areas or structures 95
Final backfill, not beneath paved areas or structures 90 Embankments and fills 90
Embankments and fills beneath paved areas or structures 90 Backfill beneath structures and hydraulic structures 95 Backfill and fill around structures on reservoir or structure roof 90 Topsoil (Type G material) 80
Aggregate base or sub-base (Type F or H material) 95

3.10 FILL AND EMBANKMENT CONSTRUCTION
A. The area where a fill or embankment is to be constructed shall be cleared, grubbed and stripped in accordance with Section 02100 - Site Preparation. Embankment and fill material shall be placed and spread evenly in approximately horizontal layers. Each layer shall be thoroughly mixed and moisture conditioned, as necessary. Unless otherwise approved by the ENGINEER, each layer shall not exceed 6 inches of compacted thickness.

B. Base keys shall be provided at the toes of all fill slopes more than 5-feet high. The keys shall be cut into underlying undisturbed soil. Keys shall be a minimum of 12-feet wide and 4-feet deep measured at the downslope side of the key. Keys shall be sloped back toward the fill slope at a gradient of no less than 2%.

C. When an embankment or fill is to be made and compacted against hillsides or slopes steeper than 4:1, the slopes shall be horizontally benched to key the embankment or fill to the underlying ground. A minimum of 12 inches normal to the slope shall be removed and re-compacted as the embankment or fill is brought up in layers. Material thus cut shall be re-compacted along with the new material. Hillside or fill slopes 4:1 or flatter shall be prepared in accordance with Paragraph A, above.

Earthwork
Vernon Well No. 22 Equipment and Site Improvements Page 02200-7 D. Where embankment or structure fills are constructed over pipelines, the first 4-feet of fill over the pipe shall be constructed using light placement and compaction equipment that does not damage the pipe. Heavy construction equipment shall maintain a minimum distance from the edge of the trench equal to the depth of the trench until at least 4-feet of fill over the pipe has been completed.

E. All permanent fill slopes shall be overbuilt by at least 1-foot and then cut to final grade to provide adequate compaction.

3.11 GRADING
A. General: Uniformly grade areas to a smooth surface, free of irregular surface changes. Comply with compaction requirements and grade to cross sections, lines, and elevations indicated.

1. Provide a smooth transition between adjacent existing grades and new grades.

2. Cut out soft spots, fill low spots, and trim high spots to comply with required surface tolerances.

B. Site Grading: Slop grades to direct water away from buildings and to prevent ponding. Finish subgrades to required elevations within the following tolerances:

1. Lawn or Unpaved Areas: Plus or minus 1 inch

2. Walks: Plus or minus 1 inch

3. Pavements: Plus or minus ½ inch

3.12 FIELD TESTING
A. General: All field soils testing will be done by a testing laboratory as specified in the Contract Documents.

B. Where soil material is required to be compacted to a percentage of maximum density, the maximum density at optimum moisture content will be determined in accordance with Method C of ASTM D 1557. Where cohesionless, free draining soil material is required to be compacted to a percentage of relative density, the calculation of relative density will be determined in accordance with ASTM D 4253 and D 4254. Field density in-place tests will be performed in accordance with ASTM D 1556 - Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method, ASTM D 2922 - Standard Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth), or by such other means acceptable to the ENGINEER.

C. In case the test of the fill or backfill show non-compliance with the required density, a remedy as may be required to insure compliance shall be accomplished. Subsequent testing to show compliance shall be performed by a testing laboratory.

D. Provide test trenches and excavations including excavation, trench support and groundwater removal for the ENGINEER’s field soils testing operations. The trenches and excavations shall be provided at the locations and to the depths required by the ENGINEER.
- END OF SECTION -
Roadway Excavation
Vernon Well No. 22 Equipment and Site Improvements Page 02315-1 SECTION 02315

ROADWAY EXCAVATION
PART 1 – GENERAL

1.1 REQUIREMENTS
A. Excavation and compaction of materials for roadways and excavation and compaction of materials for roadside ditches.

1.2 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards
ASTM D 1557 Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m3))
ASTM D 2216 Standard Test Method for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass.

ASTM D 2922 Standard Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth).

ASTM D 3017 Standard Test Method for Water content of Soil and Rock in Place by Nuclear Methods (Shallow Depth).

ASTM D 4318 Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils.

1.3 SUBMITTALS
A. Submittals shall be made in accordance with Section 01300 - Submittals.

PART 2 – PRODUCTS

2.1 MATERIALS
A. Provide topsoil conforming to requirements of Section 02200 – Earthwork.

B. Provide backfill which is excavated material, graded free of roots, lumps greater than 6 inches, rocks larger than 3 inches, organic material, and debris.

C. Provide structural backfill which is select material meeting following requirements:

1. Plasticity index: not less than 12 nor more than 20.

2. Maximum liquid limit: 45
PART 3 – EXECUTION

3.1 PREPARATION
A. Identify required lines, levels, and datum. Coordinate with Section 01722 - Field Engineering.

B. Identify and flag surface and aerial utilities.

C. Notify utility companies to remove or relocate utilities.

D. Identify, stake, and flag known utility locations below grade. Make temporary or permanent relocation of underground pipes, ducts, or utilities where indicated on Drawings.

Roadway Excavation
Vernon Well No. 22 Equipment and Site Improvements Page 02315-2 E. Upon discovery of unknown or badly deteriorated utilities, or concealed conditions, discontinue work. Notify ENGINEER and obtain instructions before proceeding in such areas.

F. Obtain approval of top soil quality before excavating and stockpiling.

3.2 PROTECTION
A. Protect following from damage or displacement

1. Trees, shrubs, lawns, existing structures, and other features outside of grading limits.

2. Utilities either above or below grade, which are to remain.

3.3 TOPSOIL REMOVAL
A. Strip off topsoil from area to be excavated to minimum depth of 6 inches, unless indicated otherwise on Drawings.

B. Stockpile topsoil in designated location for reuse. Stockpile topsoil to depth not exceeding 8 feet. Cover to protect from erosion.

3.4 SOIL EXCAVATION
A. Excavate to lines and grades shown on Drawings.

B. Remove unsuitable material not meeting specifications. Backfill with embankment materials and compact to requirements of Section 02200 – Earthwork.

C. Record location and plug and fill inactive water and oil wells. Conform to Federal, State & Local regulations.

Notify ENGINEER prior to plugging wells.

D. At intersections, grade back at minimum slope of one inch per foot. Produce smooth riding junction with intersecting street. Maintain proper drainage.

E. When area is inadvertently over excavated, fill area in accordance with requirements of Section 02200 – Earthwork at no additional cost to the CITY.

F. Remove material not qualified for use and excess soil not being reused from site in accordance with requirements of Section 01560 Temporary Environmental Controls.

3.5 COMPACTION
A. Maintain optimum moisture content of subgrade to attain required density.

B. Compact to following minimum densities at optimum moisture content as determined by ASTM D 1557, unless otherwise indicated on Drawings:

1. Areas under future paving and shoulders: Minimum density of 95 percent of maximum dry density.

2. Other areas: Minimum density of 90 percent of maximum dry density.

3.6 TOLERANCES
A. Top of Compacted Surface: Plus or minus 1/2 inch in cross section, or in 16-foot length.

3.7 FIELD QUALITY CONTROL
A. Testing will be performed under provisions of Section 01454 - Testing Laboratory Services.

Roadway Excavation
Vernon Well No. 22 Equipment and Site Improvements Page 02315-3 B. Test and analysis of soil materials will be performed in accordance with ASTM D 4318, ASTM D 2216, and ASTM D 1557.

C. Compaction testing will be performed in accordance with ASTM D 1557 or ASTM D 2922 and ASTM D 3017.

D. A minimum of three tests will be taken for each 1000 linear feet per lane of roadway.

E. When tests indicate work does not meet specified compaction requirements, recondition, recompact, and retest at no additional cost to CITY.

3.8 PROTECTION
A. Prevent erosion at all times. Maintain ditches and cut temporary swales to allow natural drainage in order to avoid damage to roadway. Do not allow water to pond.

B. Distribute construction traffic evenly over compacted areas, where practical, to aid in obtaining uniform compaction. Protect exposed areas having high moisture content from wheel loads that cause rutting.

C. Maintain excavation and embankment areas until start of subsequent work. Repair and recompact slides, washouts, settlements, or areas with loss of density.
-END OF SECTION-
Trenching
Vernon Well No. 22 Equipment and Site Improvements Page 02318-1 SECTION 02318

TRENCHING
PART 1 – GENERAL

1.1 THE REQUIREMENT
A. Section Includes: Trench excavation, fine grading, pipe bedding, backfilling, and compaction for the following, including requirements for ditch crossings:

1. Pipe and electrical conduits.

2. Manholes, valves, or other accessories.

3. Potable water pipe appurtenances.

B. Related Sections:

1. Section 01530 – Protection of Existing Facilities

2. Section 01563 – Dust Control

3. Section 01565 – Erosion and Sediment Controls

4. Section 01700 – Project Closeout

5. Section 01722 – Field Engineering

6. Section 02084 – Underground Precast Concrete Utility Structures

7. Section 02100 – Site Preparation

8. Section 02200 – Earthwork
C. Soils Report: This work shall conform to the requirements of the Geotechnical Soils Report.

D. All work shall conform to the City of Lathrop’s Standards for Construction and Details.

1.2 REFERENCES
A. American Society for Testing and Materials (ASTM):

1. C 117 - Test Method for Material Finer than 75 Fm (No. 200) Sieve in Mineral Aggregates by Washing.

2. C 131 - Test Method for Resistance to Degradation of Small-Size Course Aggregate by Abrasion and Impact in the Los Angeles Machine.

3. C 136 - Test Method for Sieve Analysis of Fine and Course Aggregates.

4. D 1556 - Test Method for Density and Unit Weight of Soil in Place by the Sand Cone Method.

5. D 2922 - Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth).

6. D 4318 - Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils.

1.3 SUBMITTALS
A. Submittals shall be furnished in accordance with Section 01300 - Submittals.

B. Products Data: For all proposed bedding and backfill materials as defined in Section 02200 - Earthwork.

1. Material source.

2. Gradation.

Trenching
Vernon Well No. 22 Equipment and Site Improvements Page 02318-2

3. Testing data.

PART 2 – PRODUCTS

2.1 MATERIALS
A. General:

1. The following types of suitable materials are defined, unless otherwise specified by the project soils report.

2. Provide material having maximum particle size not exceeding 4 inches and that is free of leaves, grass, roots, stumps, and other vegetable matter. Type A.

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

B. Aggregate Base Course: As specified in Section 02200 – Earthwork, Type F.

C. Gravel: As specified in Section 02200 – Earthwork, Type C or D.

D. Native Material: As specified in Section 02200 – Earthwork, Type A.

E. Sand: As specified in Section 02200 – Earthwork, Type B.

F. Select Material: As specified in Section 02200 – Earthwork, Type H or I.

2.2 UNSUITABLE MATERIAL
A. Unsuitable materials include the materials listed below:

1. Soils as defined unsuitable in the Soils Report or by the Geotechnical Engineer.

3. Soils, which cannot be compacted sufficiently to achieve the density specified for the intended use.

5. Soils that contain greater concentrations of chloride or sulfate ions, or have a soil resistivity or pH less than the existing on-site soils.

6. Topsoil, except as allowed below.

2.3 USE OF FILL, BACKFILL
A. Where these Specifications conflict with the requirements of any local agency having jurisdiction or with the requirements of a pipe material manufacturer, the ENGINEER shall be immediately notified. In case of conflict between types of pipe embedment backfills, the agency-specified backfill material if that material provides a greater degree of structural support to the pipe shall be used. In case of conflict between types of trench or final backfill types, the agency-specified backfill material, if that material provides the greater inplace density after compaction shall be used.

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Vernon Well No. 22 Equipment and Site Improvements Page 02318-3 B. Fill and backfill types shall be used in accordance with the following provisions:

1. Pipe zone backfill shall consist of the following materials for each pipe material listed below. a. Mortar coated pipe, concrete pipe and un-coated ductile iron pipe shall be provided Type C pipe bedding and embedment backfill material.
b. Coal tar enamel coated pipe, polyethylene encased pipe, tape wrapped pipe and other nonmortar coated pipe shall be backfilled with Type B bedding and embedment zone backfill material.
c. Plastic pipe and vitrified clay pipe shall be backfilled with Type C bedding and embedment zone backfill material.
d. Where pipelines are installed on grades exceeding 4%, and where backfill materials are graded such that there is less than 10% passing a Number 4-sieve, trench plugs of Type H or I material shall be provided at maximum intervals of 200 feet unless indicated otherwise.

2.4 MATERIALS TESTING
A. As defined in Section 02200 - Earthwork
PART 3 – EXECUTION

3.1 PREPARATION
A. General:

1. All utility piping shall be field surveyed for location of pipe runs and joints prior to backfilling.

2. Before laying pipes or electrical conduits in fill, place fill and compact it to not less than 1 ft above top of pipe or conduit.

3. After placing and compacting fill, excavate through fill and fine grade as required in this Section.

B. Protection: Stabilize excavation as required by OSHA or local standards, whichever is more stringent.

3.2 EXCAVATION AND GRADING
A. Exploratory Excavation:

1. Excavate and expose buried points of connection to existing utilities where indicated on the Drawings.

Excavation shall be performed prior to preparation of Shop Drawings for connections and before fabrication of pipe, and the data obtained shall be used in preparing Shop Drawings.

2. Data, including dates, locations excavated, and sketches, shall be submitted to the ENGINEER within one week of excavation.

3. Damage to utilities from excavation activities shall be repaired at the CONTRACTOR’s expense.

B. Trench Excavation:

1. General Requirements:
a. If, because of soil conditions, safety requirements or other reasons, trench width at top of pipe is increased beyond width specified in this section, upgrade laying conditions or install stronger pipe designed in conformance with the appropriate pipe specification section for the increased trench width, without additional cost.
b. Pipe and Electrical Conduits:
1) Lay pipe or electrical conduits in open trench.
2) If bottom of excavation is found to consist of rock or any material that by reason of its hardness cannot be excavated to provide uniform bearing surface, remove such rock or other material to a depth of not less than 4 inches below bottom of pipe and refill to grade with aggregate base course material or sand placed at uniform density, with minimum possible compaction, at no additional cost.

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Vernon Well No. 22 Equipment and Site Improvements Page 02318-4 3) If bottom of excavation is found to consist of soft or unstable material which is incapable of properly supporting pipe, remove such material to a depth and for the length required, as determined by the ENGINEER, and then refill trench to grade with aggregate base course or sand, compacted to 90 percent of maximum density. 4) Where indicated on the Drawings, cradle pipe in concrete. c. For Manholes, Valves, or Other Accessories:
1) Provide excavations sufficient to leave at least 12 inches clear between their outer surfaces and embankment or shoring which may be used to hold banks and protect them.
2) Do not backfill with earth under manholes, vaults, tanks, or valves. 3) Fill any unauthorized excess excavation below elevation indicated on the Drawings for foundation of any structure with sand, aggregate base material, bedding material, or concrete at no additional cost.
4) Backfilling of Manhole Excavation: Conform to backfilling requirements as specified for pipe and utility trench backfill in this Section.
d. Potable and Non-Potable Water Pipe Appurtenances:
1) Lay in trenches separate from those used for sewers. 2) Unless otherwise specified or indicated on the Drawings, lay in trenches having cover of not less than 3 feet below surface of ground and located at distance of not less than 6 feet from any parallel sewer trench, or as required by local requirements. e. At Road Crossings or Existing Driveways:
1) Make provision for trench crossings at these points, either by means of backfills, tunnels, or temporary bridges.

C. Trench Fine Grading:

1. For Pipes 16 Inches in Nominal Diameter and Under:
a. Unless otherwise specified, accurately grade bottom of trench to provide uniform bearing and support for each section of pipe, on undisturbed soil at every point along pipe's entire length, except for portions of pipe where it is necessary to excavate for bells and for proper sealing of pipe joints.

2. For Pipe over 16 Inches in Diameter:
a. Over excavate bottom of trench by at least 4 inches, or 1/12 outside diameter of pipe, whichever is greater.
b. Fill overcut with bedding material specified herein, and fine graded as specified above. c. Place bedding material at uniform density, with minimum possible compaction. d. Where trench excavation is below grade of bedding material, restore trench bottom to proper grade by backfilling and compacting backfill to 95 percent of maximum density, at no additional cost. Use bedding material as specified in this Section.

3. Bell or Coupling Holes:
a. Dig holes after trench bottom has been graded.
b. Provide holes of sufficient width to provide ample room for grouting, banding, or welding. c. Excavate holes only as necessary in making joints and to ensure that pipe rests upon prepared trench bottom and not supported by any portion of the joint.

4. Depressions for Joints, Other than Bell and spigot:
a. Make in accordance with recommendations of joint manufacturer for particular joint used.

3.3 EXCAVATION IN VICINITY OF TREES
A. Except where trees are indicated to be removed, trees shall be protected from injury during construction operations. No tree roots over 2 inches in diameter shall be cut without express permission. Trees shall be supported during excavation by any means previously reviewed.

B. Explosives and Blasting will not be permitted.

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Vernon Well No. 22 Equipment and Site Improvements Page 02318-5

3.4 DISPOSAL OF EXCESS EXCAVATED MATERIAL
A. Obtain and pay for all required permits, landowner and agency approvals for disposal of excess excavated material, as defined in the contract.

3.5 BACKFILL - GENERAL
A. Allowable bedding and backfill requirements shall be per local or State Standards B. Backfill shall not be dropped directly upon any pipe. Backfill shall not be placed around or upon any structure until the concrete has attained sufficient strength to withstand the loads imposed.

C. Except for drain rock materials being placed in over-excavated areas or trenches, backfill shall be placed after all water is removed from the excavation and the trench sidewalls and bottom have been dried to moisture content suitable for compaction.

D. If a moveable trench shield is used during excavation, pipe installation and backfill operations, the shield shall be moved by lifting the shield free of the trench bottom or backfill and then moving the shield horizontally.

No trench shields shall be dragged along the trench causing damage or displacement to the trench sidewalls, the pipe, or the bedding and backfill.

3.6 PLACING AND SPREADING OF BACKFILL MATERIALS
A. During spreading, each layer shall be thoroughly mixed as necessary to promote uniformity of material in each layer. Pipe zone backfill materials shall be manually spread around the pipe so when compacted the pipe zone backfill will provide uniform bearing and side support.

B. Where the backfill material moisture content is below the optimum moisture content, water shall be added before or during spreading until the moisture content is between optimum and 3% over the optimum.

C. Where the backfill material moisture, content is too high to permit the specified degree of compaction the material shall be dried until the moisture content is between optimum and 3% over the optimum.

3.7 COMPACTION OF FILL, BACKFILL AND EMBANKMENT MATERIALS A. Compaction Requirements: The following compaction test requirements shall be in accordance with ASTM D 1557 - Test Method for Laboratory Compaction Characteristics of Soils Using Modified Effort (56,000 ft. - lbf/ft3) (2,700 kN-m/m3) for Type A, B, C, E, F and G materials and in accordance with ASTM D 4253 - Standard Test Method for Maximum Index Density and Unit Weight of Soils Using a Vibratory Table, and D 4254 - Standard Test Method for Minimum Index Density and Unit Weight of Soils and Calculation of Relative Density, for Type C, D, E, and H materials. Where agency, utility company or soil report requirements govern, the highest compaction standards shall apply.

Location or Use of Fill Percentage of
Maximum
Density
Relative
Density
Pipe embedment backfill for flexible pipe. 90 70
Pipe bedding and over-excavated zones under bedding for flexible pipe, including trench plugs 90 70
Pipe embedment backfill for steel yard piping -- 70
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Vernon Well No. 22 Equipment and Site Improvements Page 02318-6 Location or Use of Fill Percentage of
Maximum
Density
Relative
Density
Pipe embedment backfill for rigid pipe 90 55
Pipe zone backfill portion above embedment for rigid pipe. 90 70 Pipe bedding and over-excavated zones under bedding for rigid pipe 90 70
Trench zone backfill, beneath paved areas and structures, including trench plugs 95 70
Trench zone backfill, not beneath paved areas or structures, including trench plugs 90 70
Topsoil (Type G material) 80 N.A.

Aggregate base or sub-base (Type F or H material) 95 N.A.

3.8 PIPE AND UTILITY TRENCH BACKFILL
A. Pipe Zone Backfill:

1. The pipe zone is defined as that portion of the vertical trench cross-section lying between a plane below the bottom surface of the pipe and a plane at a point above the top surface of the pipe. The bedding is defined as that portion of pipe zone backfill material between the trench sub-grade and the bottom of the pipe. The embedment is defined as that portion of the pipe zone backfill material between the bedding and a level line.

2. After compacting the bedding, perform a final trim using a laser or approved method for establishing grade, such that each pipe section when first laid will be continually in contact with the bedding along the extreme bottom of the pipe. Excavation for pipe bells and welding shall be made as required.

3. The pipe zone shall be backfilled with the indicated backfill material. Care to prevent damage to the pipeline coating, cathodic bonds and the pipe itself during the installation and backfill operations shall be exercised.

4. If a moveable trench shield is used during backfill operations, the shield shall be lifted to a location above each layer of backfill material prior to compaction of the layer. The pipe or backfill shall not be displaced while the shield is being moved.

B. Trench Zone Backfill: After the pipe zone backfills have been placed, backfilling of the trench zone may proceed. The trench zone is defined as that portion of the vertical trench cross-section lying as indicated between a plane above the top surface of the pipe and a plane at a point, 18 inches below the finished surface grade, or if the trench is under pavement, 18 inches below the roadway sub-grade.

C. Final Backfill: Final backfill is all backfill in the trench cross-sectional area within 18 inches of finished grade, or if the trench is under pavement, all backfill within 18 inches of the roadway sub-grade.

3.9 FIELD QUALITY CONTROL
A. Tests:

1. Confirmation Tests:
a. CONTRACTOR’s Responsibilities:
1) Accomplish specified compaction of trench backfill.
2) Control operations by confirmation tests to verify and confirm that compaction work complies, and is complying at all times, with requirements specified in this Section concerning compaction, control, and testing.
3) All field soils testing will be done by a testing laboratory as specified in the Contract Documents.

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Vernon Well No. 22 Equipment and Site Improvements Page 02318-7 4) Copies of Confirmation Test Reports: Submit promptly to the ENGINEER. b. Frequency of Confirmation Testing:
1) Perform testing not less than as follows:
a) For Trenches: At each test location include tests for each type or class of backfill from bedding to finish grade.
b) In Open Fields: Two every 1,000 linear feet.
c) Along Dirt or Gravel Road or off Traveled Right-of-way: Two every 500 linear feet.
d) Crossing Paved Roads: Two locations along each crossing. e) Under Pavement Cuts or Within 2 Feet of Pavement Edges: one location every 400 linear feet.

2. Compliance Tests:
a. Frequency of Testing: Periodic compliance tests will be made by the ENGINEER to verify that compaction is meeting requirements previously specified. b. If Compaction Fails to Meet Specified Requirements: Perform remedial work by one of the following methods:
1) Remove and replace backfill at proper density.
2) Bring density up to specified level by other means acceptable to the ENGINEER. c. Retesting:
1) Costs of Retesting: Costs of retesting required to confirm and verify that remedial work has brought compaction within specified requirements shall be borne by the CONTRACTOR.
2) CONTRACTOR's Confirmation Tests During Performance of Remedial Work:
a) Performance: Perform tests in manner acceptable to the ENGINEER. b) Frequency: Double amount specified for initial confirmation tests.

3. Water Testing Pipe:
a. After Bedding the Pipe, CONTRACTOR Has the Following Option To:
1) Water-test pipe.
2) Backfill to surface, at his own risk, before water-testing pipe. b. If pipe does not pass test, uncover pipe, locate leaks, repair and retest, repeating until pipe section under test passes.
- END OF SECTION -
AC Pavement and Base
Vernon Well No. 22 Equipment and Site Improvements Page 02461-1 SECTION 02461

AC PAVEMENT AND BASE
(HOT MIX ASPHALT)
PART 1 – GENERAL

1.1 REQUIREMENT
A. Perform all WORK associated with Asphalt Concrete (AC) Pavement and base as shown and specified herein including all labor, materials, equipment supplies, and facilities associated with providing a finished product satisfying all the requirements of the Contract Documents.

B. Verify all requirements with latest Geotechnical Evaluation and Report and notify the Engineer immediately if discrepancies exist.

C. Follow Caltrans General Specifications Section 39-1for producing and placing hot mix asphalt (HMA).

1. HMA includes one or more of the following types:
a. Type A
b. Type B
c. OGFC, including HMA-O, RHMA-O, and RHMA-O-HB
d. RHMA-G

2. The HMA construction process includes one or more of the following:
a. Standard
b. Method
c. QC/QA

1.2 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Codes: All codes, as referenced herein.

B. References: These specifications refer to the State of California Department of Transportation (Caltrans) Standard Specifications Section 39-1.

1.3 SUBMITTALS
A. Submittals shall be furnished in accordance with Section 01300 - Submittals.

B. Submit, in writing, materials testing reports, mix designs and other pertinent information satisfactory to the ENGINEER demonstrating that materials and methods it proposes to utilize will comply with the referenced provisions of the Standard Specifications, in accordance Submittal Requirements.

PART 2 – PRODUCTS

2.1 DESCRIPTION
A. Asphaltic concrete shall consist of furnishing all materials, mixing, hauling, and placing a mixture of aggregates, mineral admixture, and bituminous material to form a pavement course or to be used for other specified purposes, in accordance with the details shown on the project plans and as directed by the Engineer.

B. The CONTRACTOR may propose the use of a mix design that has been developed for a previous project and approved by Caltrans. The CONTRACTOR shall provide evidence that the asphalt cement and mineral admixture type and source of supply, and the source and methods of producing mineral aggregate, have not changed since the formulation of the previous mix design. The CONTRACTOR shall also provide current test results for all specified characteristics of the mineral aggregate proposed for use. The Engineer will AC Pavement and Base
Vernon Well No. 22 Equipment and Site Improvements Page 02461-2 determine if the previously used mix design is suitable for the intended use. The Engineer will determine if the previously used mix design is suitable for the intended use. The Engineer will either approve or disapprove the proposed mix design. Should the Engineer disapprove the use of the previously used mix design, the CONTRACTOR shall prepare and submit a new mix design proposal in accordance with the requirements of these specifications.

C. A previously used mix design older than two years from the date it was formulated, sealed, signed, and dated shall not be allowed for use. Any previously used mix design that is older than one year, but less than two years, shall not be allowed for use unless the CONTRACTOR provides verification testing results. Such testing shall be a one-point verification at the design asphalt content utilizing the proposed mineral aggregate, asphalt cement, and mineral admixture. Once approved for use on a project, a mix design may be used for the duration of the project.

2.2 MATERIALS REQUIREMENTS
A. Mineral aggregate shall conform to the following requirements when tested in accordance with the applicable test methods.

1. Coarse aggregate: Aggregate retained on a no. 4 sieve.

2. Fine aggregate: Aggregate passing the no. 4 sieve.
a. Supplemental fine aggregate: Aggregate passing the no. 30 sieve, including hydrated lime, Portland cement, and fines from dust collectors.

B. Aggregate must be clean and free from deleterious substances. The specified aggregate gradation must be determined before the addition of asphalt binder and includes supplemental fine aggregate. The Department tests for aggregate grading under California Test 202, modified by California Test 105 if there is a difference in specific gravity of 0.2 or more between the coarse and fine parts of different aggregate blends. Choose sieve size TV within each TV limit presented in the aggregate gradation tables. The proposed aggregate gradation must be within the TV limits for the specified sieve sizes shown in the following tables:

1. Aggregate Gradation (Percentage Passing) HMA Types A and B 3/4-inch HMA Types A and B
Sieve sizes TV limits Allowable tolerance
1" 100 --
3/4" 90–100 TV ± 5
1/2" 70–90 TV ± 6
No. 4 45–55 TV ± 7
No. 8 32–40 TV ± 5
No. 30 12–21 TV ± 4
No. 200 2.0–7.0 TV ± 2
1/2-inch HMA Types A and B
Sieve sizes TV limits Allowable tolerance
3/4" 100 —
1/2" 95–99 TV ± 6
3/8" 75–95 TV ± 6
No. 4 55–66 TV ± 7
No. 8 38–49 TV ± 5
No. 30 15–27 TV ± 4
No. 200 2.0–8.0 TV ± 2
AC Pavement and Base
Vernon Well No. 22 Equipment and Site Improvements Page 02461-3 3/8-inch HMA Types A and B
Sieve sizes TV limits Allowable tolerance
1/2" 100 --
3/8" 95–100 TV ± 6
No. 4 58–72 TV ± 7
No. 8 34–48 TV ± 6
No. 30 18–32 TV ± 5
No. 200 2.0–9.0 TV ± 2
No. 4 HMA Types A and B
Sieve sizes TV limits Allowable tolerance
3/8" 100 --
No. 4 95–100 TV ± 7
No. 8 72–77 TV ± 7
No. 30 37–43 TV ± 7
No. 200 2.0–12.0 TV ± 4
3/4-inch RHMA-G
Sieve sizes TV limits Allowable tolerance
1" 100 —
3/4" 95–100 TV ± 5
1/2" 83–87 TV ± 6
3/8" 65–70 TV ± 6
No. 4 28–42 TV ± 7
No. 8 14–22 TV ± 5
No. 200 0–6.0 TV ± 2
1/2-inch RHMA-G
Sieve sizes TV limits Allowable tolerance
3/4" 100 --
1/2" 90–100 TV ± 6
3/8" 83–87 TV ± 6
No. 4 28–42 TV ± 7
No. 8 14–22 TV ± 5
No. 200 0–6.0 TV ± 2

2. Open Grade Friction Course (OGFC)
1-inch OGFC
Sieve sizes TV limits Allowable tolerance
1 1/2" 100 —
1" 99–100 TV ± 5
3/4" 85–96 TV ± 5
1/2" 55–71 TV ± 6
No. 4 10–25 TV ± 7
No. 8 6–16 TV ± 5
No. 200 1.0–6.0 TV ± 2
1/2-inch OGFC
Sieve sizes TV limits Allowable tolerance
3/4" 100 --
1/2" 95–100 TV ± 6
3/8" 78–89 TV ± 6
No. 4 28–37 TV ± 7
No. 8 7–18 TV ± 5
No. 30 0–10 TV ± 4
No. 200 0–3.0 TV ± 2
AC Pavement and Base
Vernon Well No. 22 Equipment and Site Improvements Page 02461-4 Quality characteristic Test method HMA type

A B RHMA-G OGFC
Percent of crushed particles
Coarse aggregate (% min.)
One fractured face
Two fractured faces
Fine aggregate (% min)
(Passing no. 4 sieve
and retained on no. 8 sieve.)
One fractured face
California
Test 205 90
75 70
25 --
20 --
90 70
90 75
90 Los Angeles Rattler (% max.)
Loss at 100 rev.

Loss at 500 rev.

California
Test 211 12
45 --
50 12
40 12
40 Sand equivalent (min.) a California
Test 217
47 42 47 --
Fine aggregate angularity
(% min.) b
California
Test 234
45 45 45 --
Flat and elongated particles
(% max. by weight @ 5:1)
California
Test 235
10 10 10 10
3/8-inch OGFC
Sieve sizes TV limits Allowable tolerance
1/2" 100 --
3/8" 90–100 TV ± 6
No. 4 29–36 TV ± 7
No. 8 7–18 TV ± 6
No. 30 0–10 TV ± 5
No. 200 0–3.0 TV ± 2
C. Before the addition of asphalt binder and lime treatment, aggregate must have the values for the quality characteristics shown in the following table:

Quality

1. Reported value must be the average of 3 tests from a single sample.

2. The Engineer waives this specification if HMA contains less than 10 percent of nonmanufactured sand by weight of total aggregate. Manufactured sand is fine aggregate produced by crushing rock or gravel.

2.3 ASPHALT BINDER
A. Asphalt binder in HMA must comply with the specifications for asphalts. Asphalt binder for geosynthetic pavement interlayer must comply with the specifications for asphalts. Choose from Grades PG 64-10, PG 64- 16, or PG 70-10. Use asphalt rubber binder in RHMA-G, RHMA-O, and RHMA-O-HB. Asphalt rubber binder must be a combination of:

1. Asphalt binder

2. Asphalt modifier

3. CRM
a. The combined asphalt binder and asphalt modifier must be 80.0 ± 2.0 percent by weight of asphalt rubber binder.

AC Pavement and Base
Vernon Well No. 22 Equipment and Site Improvements Page 02461-5 B. Asphalt modifier must be a resinous, high flash point and aromatic hydrocarbon and must have the values for the quality characteristics shown in the following table:

Asphalt Modifier for Asphalt Rubber Binder
Quality characteristic Test method Value
Viscosity, m2/s (x 10-6) at 100 °C ASTM D 445 X ± 3 a
Flash point, Cleveland Open Cup,
°C
ASTM D 92 207 min
Molecular analysis
Asphaltenes, percent by mass ASTM D 2007 0.1 max
Aromatics, percent by mass ASTM D 2007 55 min

1. The symbol "X" is the proposed asphalt modifier viscosity. "X" must be from 19 to 36. A change in "X" requires a new asphalt rubber binder design.

2. Asphalt modifier must be from 2.0 to 6.0 percent by weight of the asphalt binder in the asphalt rubber binder.

C. Crumb Rubber Modifier (CRM)

1. CRM consists of a ground or granulated combination of scrap tire crumb rubber and high natural rubber. CRM must be 75.0 ± 2.0 percent scrap tire rubber and 25.0 ± 2.0 percent high natural rubber by total weight of CRM. Scrap tire crumb rubber must be from any combination of automobile tires, truck tires, or tire buffing.

2. Sample and test the scrap tire crumb rubber and high natural rubber separately. CRM must have the values for the quality characteristics shown in the following table:

Crumb Rubber Modifier for Asphalt Rubber Binder
Quality characteristic Test method Value
Scrap tire crumb rubber gradation
(% passing no. 8 sieve)
LP-10 100
High natural rubber gradation
(% passing no. 10 sieve)
LP-10 100
Wire in CRM (% max.) LP-10 0.01
Fabric in CRM (% max.) LP-10 0.05
CRM particle length (inch max.) a-- 3/16
CRM specific gravity a California
Test 208

1.1–1.2
Natural rubber content in high natural rubber (%) a ASTM D 297 40.0–48.0

3. Test at mix design and for certificate of compliance.

4. CRM must be ground and granulated at ambient temperature. If steel and fiber are cryogenically separated, it must occur before grinding and granulating. If cryogenically produced, CRM particles must be large enough to be ground or granulated and not pass through the grinder or granulator.

5. CRM must be dry, free-flowing particles that do not stick together. CRM must not cause foaming when combined with the asphalt binder and asphalt modifier. Calcium carbonate or talc may be added up to 3 percent by weight of CRM.

D. Asphalt Rubber Binder Design and Profile

1. Submit a proposal for asphalt rubber binder design and profile. In the design, include the asphalt, asphalt modifier, and CRM and their proportions. The profile is not a performance specification and only serves to indicate expected trends in asphalt rubber binder properties during binder production.

The profile must include the same component sources for the asphalt rubber binder used.

AC Pavement and Base
Vernon Well No. 22 Equipment and Site Improvements Page 02461-6

2. Design the asphalt rubber binder from testing perform for each quality characteristic and for the reaction temperatures expected during production. The 24-hour (1,440-minute) interaction period determines the design profile. At a minimum, mix asphalt rubber binder components, take samples, and perform and record the tests shown in the following table:

Asphalt Rubber Binder Reaction Design Profile
Test Minutes of reaction a Limits
45 60 90 120 240 360 1440
Cone penetration @ 77 °F, 0.10-mm
(ASTM D 217)
X b X X 25–70
Resilience @ 77 °F, percent rebound
(ASTM D 5329)
X X X 18 min.

Field softening point, °F (ASTM D 36) X X X 125–165
Viscosity, centipoises (LP-11) X X X X X X X 1,500–4,000 a
Six hours (360 minutes) after CRM addition, reduce the oven temperature to 275 °F for 16 hours. After the 16-hour (1,320-minutes) cool down after CRM addition, reheat the binder to the reaction temperature expected during production for sampling and testing at 24 hours (1,440 minutes). b
"X" denotes required testing
E. Asphalt Rubber Binder

1. After interacting for at least 45 minutes, asphalt rubber binder must have the values for the quality characteristics shown in the following table:

Asphalt Rubber Binder
Quality characteristic Test for quality Test method Value control or
acceptance
Minimum Maximum
Cone penetration @ 77 °F, 0.10 mm Acceptance ASTM D 217 25 70 Resilience @ 77 °F, percent rebound Acceptance ASTM D 5329 18 -- Field softening point, °F Acceptance ASTM D 36 125 165
Viscosity @ 375 °F, centipoises Quality control LP-11 1,500 4,000 F. Tack Coat must comply with the specifications for asphaltic emulsion or asphalts. Choose the type and grade.

Notify the Engineer for dilution of asphaltic emulsion with water. The weight ratio of added water to asphaltic emulsion must not exceed 1 to 1. Measure added water either by weight or volume in compliance with water districts, cities, or counties. Apply proper conversion factor to determine the correct weight.

1. With each dilution, submit:
a. Weight ratio of water to bituminous material in the original asphaltic emulsion b. Weight of asphaltic emulsion before diluting
c. Weight of added water
d. Final dilution weight ratio of water to asphaltic emulsion G. Geosynthetic Pavement Interlayer must comply with the specifications for pavement fabric, paving mat, paving grid, paving geocomposite grid, or geocomposite strip membrane.

PART 3 – EXECUTION

3.1 SUBGRADE PREPARATION
A. Subgrade Preparation shall comply with the soil evaluation and report. Aggregate base shall be provided where shown and to the thickness shown. Construction of the aggregate base course shall be as shown on the plans.

AC Pavement and Base
Vernon Well No. 22 Equipment and Site Improvements Page 02461-7

3.2 HOT MIX ASPHALT MIX DESIGN REQUIREMENTS
A. If required by the CONTRACTOR, following the HMA design requirement specified under Caltrans Specification 39-

3.3 CONTRACTOR QUALITY CONTROL
A. Establish, maintain, and change a quality control system to ensure materials and work comply with Caltrans Specifications 39-1. Submit quality control test results within 3 days of a request, except if the QC/QA construction process is specified.

3.4 PRODUCTION
A. General: Produce HMA in a batch mixing plant or a continuous mixing plant. Proportion aggregate by hot or cold feed control. HMA plants must be Caltrans qualified. Before production, the HMA plant must have current qualification under the Department's Materials Plant Quality Program.

B. Mixing: Mix HMA ingredients into a homogeneous mixture of coated aggregates. Asphalt binder must be from 275 to 375 degrees F when mixed with aggregate. Asphalt rubber binder must be from 350 to 425 degrees F when mixed with aggregate. When mixed with asphalt binder, aggregate must not be more than 325 degrees F, except aggregate for OGFC must be not more than 275 degrees F. These aggregate temperature specifications do not apply to RAP. HMA with or without RAP must not be more than 325 degrees F.

C. Asphalt Rubber Binder: Deliver scrap tire crumb rubber and high natural rubber in separate bags. Either proportion and mix asphalt binder, asphalt modifier, and CRM simultaneously or premix the asphalt binder and asphalt modifier before adding CRM. For premix of asphalt binder and asphalt modifier, the asphalt binder must be from 375 to 425 degrees F when asphalt modifier is added. Mix for at least 20 minutes. For addition of CRM, the asphalt binder and asphalt modifier must be from 375 to 425 degrees F.

1. Do not use asphalt rubber binder during the first 45 minutes of the reaction period. During this period, the asphalt rubber binder mixture must be from 375 to the lower of 425 degrees F or 25 degrees F below the asphalt binder's flash point described in the MSDS.

2. If any asphalt rubber binder is not used within 4 hours after the reaction period, discontinue heating. If the asphalt rubber binder drops below 375 degrees F, reheat before use. If more scrap tire crumb rubber is added to the reheated asphalt rubber binder, the binder must react for 45 minutes. The added scrap tire crumb rubber must not exceed 10 percent of the total asphalt rubber binder weight. Reheated and reacted asphalt rubber binder must comply with the viscosity specifications for asphalt rubber binder in section 39-1.02D. Do not reheat asphalt rubber binder more than twice.

3.5 SUBGRADE, TACK COAT, AND GEOSYNTHETIC PAVEMENT INTERLAYER A. General: Prepare subgrade or apply tack coat to surfaces receiving HMA. If specified, place geosynthetic pavement interlayer over a coat of asphalt binder.

B. Subgrade to receive HMA must comply with the compaction and elevation tolerance specifications in the sections for the material involved. Subgrade must be free of loose and extraneous material. If HMA is paved on existing base or pavement, remove loose paving particles, dirt, and other extraneous material by any means including flushing and sweeping.

C. Tack Coat: Apply tack coat:

1. To existing pavement, including planed surfaces

2. Between HMA layers
AC Pavement and Base
Vernon Well No. 22 Equipment and Site Improvements Page 02461-8

3. To vertical surfaces of:
a. Curbs
b. Gutters
c. Construction joints

4. Before placing HMA, apply tack coat in 1 application. The application rate must be the minimum residual rate specified for the underlying surface conditions shown in the following tables:

Tack Coat Application Rates for HMA Type A, Type B, and RHMA-G Minimum residual rates (gal/sq. yd.)
HMA overlay over: CSS1/CSS1h,
SS1/SS1h and
QS1h/CQS1h
asphaltic
emulsion
CRS1/CRS2,
RS1/RS2 and
QS1/CQS1
asphaltic
emulsion
Asphalt binder and
PMRS2/PMCRS2
and
PMRS2h/PMCRS2h
asphaltic emulsion
New HMA (between layers) 0.02 0.03 0.02
PCC and existing HMA (AC)
surfaces 0.03 0.04 0.03
Planed PCC and HMA (AC)
surfaces 0.05 0.06 0.04
Tack Coat Application Rates for OGFC
Minimum residual rates (gal/sq. yd.)
OGFC over: CSS1/CSS1h,
SS1/SS1h and
QS1h/CQS1h
asphaltic
emulsion
CRS1/CRS2,
RS1/RS2 and
QS1/CQS1
asphaltic
emulsion
Asphalt binder and
PMRS2/PMCRS2 and
PMRS2h/PMCRS2h
asphaltic emulsion
New HMA 0.03 0.04 0.03
PCC and existing HMA (AC)
surfaces 0.05 0.06 0.04
Planed PCC and HMA (AC)
surfaces 0.06 0.07 0.05

5. For vertical surfaces, apply a residual tack coat rate that will thoroughly coat the vertical face without running off. If authorized, the following can be performed:
a. Change tack coat rates
b. Omit tack coat between layers of new HMA during the same work shift if:
1) No dust, dirt, or extraneous material is present
2) Surface is at least 140 degrees F

6. Immediately in advance of placing HMA, apply additional tack coat to damaged areas or where loose or extraneous material is removed.

7. Close areas receiving tack coat to traffic. Do not track tack coat onto pavement surfaces beyond the job site.

8. Asphalt binder tack coat must be from 285 to 350 degrees F when applied.

D. Geosynthetic Pavement Interlayer: Place under the manufacturer's instruction. Before placing the geosynthetic pavement interlayer and asphalt binder:

1. Repair cracks 1/4 inch and wider, spalls, and holes in the pavement. These repairs are change order work.

2. Clean the pavement of loose and extraneous material.

AC Pavement and Base
Vernon Well No. 22 Equipment and Site Improvements Page 02461-9

3. Immediately before placing the interlayer, apply 0.25 ± 0.03 gal of asphalt binder per square yard of interlayer or until the fabric is saturated. Apply asphalt binder the width of the geosynthetic pavement interlayer plus 3 inches on each side. At interlayer overlaps, apply asphalt binder on the lower interlayer the same overlap distance as the upper interlayer.

4. Asphalt binder must be from 285 to 350 degrees F and below the minimum melting point of the geosynthetic pavement interlayer when applied.

5. Align and place the interlayer with no folds that result in a triple thickness, except that triple thickness layers less than 1 inch in width may remain if less than 1/2 inch in height. Folds that result in a triple layer greater than a 1 inch width must be slit and overlapped in a double thickness at least 2 inches in width.

6. The minimum HMA thickness over the interlayer must be 0.12 foot thick, including conform tapers.

Do not place the interlayer on a wet or frozen surface.

7. Overlap the interlayer borders from 2 to 4 inches. In the direction of paving, overlap the following roll with the preceding roll at any break.

8. Rolling equipment to correct distortions or wrinkles in the interlayer is acceptable.

9. If asphalt binder tracked onto the interlayer or brought to the surface by construction equipment causes interlayer displacement, cover it with a small quantity of HMA.

10. Before placing HMA on the interlayer, do not expose the interlayer to:
a. Traffic, except for crossings under traffic control, and only after a small HMA quantity has been placed
b. Sharp turns from construction equipment
c. Damaging elements

11. Pave HMA on the interlayer during the same work shift.

3.6 SPREADING AND COMPACTING EQUIPMENT
A. Paving equipment for spreading must be:

1. Self-propelled

2. Mechanical

3. Equipped with a screed or strike-off assembly that can distribute HMA the full width of a traffic lane

4. Equipped with a full-width compacting device

5. Equipped with automatic screed controls and sensing devices that control the thickness, longitudinal grade, and transverse screed slope
B. Install and maintain grade and slope references.

C. The screed must produce a uniform HMA surface texture without tearing, shoving, or gouging.

D. The paver must not leave marks such as ridges and indentations, unless it can be eliminated by rolling.

E. Rollers must be equipped with a system that prevents HMA from sticking to the wheels. A parting agent that does not damage the HMA or impede the bonding of layers may be used.

F. In areas inaccessible to spreading and compacting equipment:

1. Spread the HMA by any means to obtain the specified lines, grades, and cross sections.

2. Use a pneumatic tamper, plate compactor, or equivalent to achieve thorough compaction.

AC Pavement and Base
Vernon Well No. 22 Equipment and Site Improvements Page 02461-10

3.7 TRANSPORTING, SPREADING, AND COMPACTING
A. Do not pave HMA on wet pavement or a frozen surface. HMA may be deposited in a windrow and load it in the paver if:

1. Paver is equipped with a hopper that automatically feeds the screed

2. Loading equipment can pick up the windrowed material and deposit it in the paver hopper without damaging base material

3. Activities for deposit, pickup, loading, and paving are continuous

4. HMA temperature in the windrow does not fall below 260 degrees F B. HMA may be paved in 1 or more layers on areas less than 5 feet wide and outside the traveled way, including shoulders. Mechanical equipment may be used other than a paver for these areas. The equipment must produce uniform smoothness and texture. HMA handled, spread, or windrowed must not stain the finished surface of any improvement, including pavement.

C. Do not use petroleum products such as kerosene or diesel fuel to release HMA from trucks, spreaders, or compactors.

1. HMA must be free of:
a. Segregation
b. Coarse or fine aggregate pockets
c. Hardened lumps

2. Longitudinal joints in the top layer must match specified lane edges. Alternate the longitudinal joint offsets in the lower layers at least 0.5 foot from each side of the specified lane edges. Other longitudinal joint placement patterns may be requested. Until the adjoining through lane's top layer has been paved, do not pave the top layer of:
a. Shoulders
b. Tapers
c. Transitions
d. Road connections
e. Driveways
f. Curve widenings
g. Chain control lanes
h. Turnouts
i. Turn pockets

3. If the number of lanes changes, pave each through lane's top layer before paving a tapering lane's top layer. Simultaneous to paving a through lane's top layer, an adjoining area's top layer may be paved, including shoulders. Do not operate spreading equipment on any area's top layer until completing final compaction.

4. If leveling with HMA is specified, fill and level irregularities and ruts with HMA before spreading HMA over the base, existing surfaces, or bridge decks. Mechanical equipment other than a paver for these areas may be used. The equipment must produce uniform smoothness and texture. HMA used to change an existing surface's cross slope or profile is not paid for as HMA (leveling).

5. If placing HMA against the edge of existing pavement, sawcut or grind the pavement straight and vertical along the joint and remove extraneous material.

6. Rolling must leave the completed surface compacted and smooth without tearing, cracking, or shoving.

Complete finish rolling activities before the pavement surface temperature is:
a. Below 150 degrees F for HMA with unmodified binder
b. Below 140 degrees F for HMA with modified binder
c. Below 200 degrees F for RHMA-G
AC Pavement and Base
Vernon Well No. 22 Equipment and Site Improvements Page 02461-11

7. If a vibratory roller is used as a finish roller, turn the vibrator off. Do not use a pneumatic-tired roller to compact RHMA-G.

8. For Standard and QC/QA construction processes, if 3/4-inch aggregate grading is specified, 1/2-inch aggregate grading may be used if the total layer thickness is from 0.125 to 0.20 foot thick.

9. Spread and compact HMA under sections 39-3.03 and 39-3.04 if any of the following applies:
a. Specified paved thickness is less than 0.15 foot.
b. Specified paved thickness is less than 0.20 foot and 3/4-inch aggregate grading is specified and used.
c. Spread and compact at:
1) Asphalt concrete surfacing replacement areas
2) Leveling courses
3) Areas for which the Engineer determines conventional compaction and compaction measurement methods are impeded

10. Do not allow traffic on new HMA pavement until its mid-depth temperature is below 160 degrees F.

11. If request and if authorized, HMA Type A and Type B may be cooled with water when rolling activities are complete. Apply water under section 17-3.

12. Spread sand at a rate from 1 to 2 lb. /sq. yd. on new RHMA-G, RHMA-O, and RHMA-O-HB pavement when finish rolling is complete. Sand must be free of clay or organic matter. Sand must comply with section 90-1.02C(4)(c). Keep traffic off the pavement until spreading sand is complete.

3.8 SMOOTHNESS
A. General: Determine HMA smoothness with a profilograph and a straightedge.

1. Smoothness specifications do not apply to OGFC placed on existing pavement not constructed under the same project.

2. If concrete pavement is placed on HMA:
a. Cold plane the HMA finished surface to within specified tolerances if it is higher than the grade ordered.
b. Remove and replace HMA if the finished surface is lower than 0.05 foot below the grade ordered.

B. Straightedge: The top layer of HMA pavement must not vary from the lower edge of a 12-foot straightedge:

1. More than 0.01 foot when the straightedge is laid parallel with the centerline

2. More than 0.02 foot when the straightedge is laid perpendicular to the centerline and extends from edge to edge of a traffic lane

3. More than 0.02 foot when the straightedge is laid within 24 feet of a pavement conform C. Profilograph

1. For the top layer of HMA Type A, Type B, and RHMA-G pavement, determine the PI0 and mustgrinds under California Test 526. Take 2 profiles within each traffic lane, 3 feet from and parallel with the edge of each lane.

2. A must-grind is a deviation of 0.3 inch or more in a length of 25 feet. Must-grinds must be corrected.

3. For OGFC, only determine must-grinds if placed over HMA constructed under the same project. The top layer of the underlying HMA must comply with the smoothness specifications before placing OGFC.

4. Profile the pavement in the Engineer's presence.

5. On tangents and horizontal curves with a centerline radius of curvature of 2,000 feet, the PI0 must be at most 3 inches per 0.1-mile section.

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Vernon Well No. 22 Equipment and Site Improvements Page 02461-12

6. On horizontal curves with a centerline radius of curvature from 1,000 to 2,000 feet, including pavement within the superelevation transitions, the PI0 must be at most 6 inches per 0.1-mile section.

7. Before the Engineer accepts HMA pavement for smoothness, submit final profilograms. Submit 1 copy of profile information in Microsoft Excel and 1 copy of longitudinal pavement profiles in ".erd" format or other ProVAL compatible format to the Engineer and to:

[email protected]

8. The following HMA pavement areas do not require a PI0. These areas must be measure with a 12-foot straightedge and determine must-grinds with a profilograph:
a. New HMA with a total thickness less than 0.25 foot
b. HMA sections of city or county streets and roads, turn lanes, and collector lanes less than 1,500 feet in length

9. The following HMA pavement areas do not require a PI0 and measurement shall be with a 12-foot straightedge:
a. Horizontal curves with a centerline radius of curvature less than 1,000 feet, including pavement within the superelevation transitions of those curves
b. Within 12 feet of a transverse joint separating the pavement from:
1) Existing pavement not constructed under the same project 2) A bridge deck or approach slab

10. Exit ramp termini, truck weigh stations, and weigh-in-motion areas

11. If steep grades and superelevation rates greater than 6 percent are present:
a. Ramps
b. Connectors

12. Turn lanes

13. Areas within 15 feet of manholes or drainage transitions

14. Acceleration and deceleration lanes for at-grade intersections

15. Shoulders and miscellaneous areas

16. HMA pavement within 3 feet from and parallel to the construction joints formed between curbs, gutters, or existing pavement
D. Smoothness Correction

1. If the top layer of HMA Type A, Type B, or RHMA-G pavement does not comply with the smoothness specifications, grind the pavement to within specified tolerances, remove and replace it, or place an overlay of HMA. Do not start corrective work until choice of methods is authorized. Remove and replace areas of OGFC not in compliance with the must-grind and straightedge specifications, except OGFC may be grinded for correcting smoothness:
a. At transverse joints separating the OGFC from pavement not constructed under the same project b. Within 12 feet of a transverse joint separating the OGFC from a bridge deck or approach slab

2. Corrected HMA pavement areas must be uniform rectangles with edges:
a. Parallel to the nearest HMA pavement edge or lane line b. Perpendicular to the pavement centerline

3. Measure the corrected HMA pavement surface with a profilograph and a 12-foot straightedge and correct the pavement to within specified tolerances. If a must-grind area or straight edged pavement cannot be corrected to within specified tolerances, remove and replace the pavement. On areas ground but not overlaid with OGFC, apply fog seal coat under section 37-2.

3.9 CONSTRUCTION REQUIREMENTS FOR PAVEMENT REPAIR
A. Preparation of the site for pavement repair shall be in accordance with the Contract Drawings.

AC Pavement and Base
Vernon Well No. 22 Equipment and Site Improvements Page 02461-13 B. New pavement shall be placed according to the provisions of this Section and shall be of similar materials and pavement thickness as existing adjacent pavement except that the new pavement section surface shall be 1/8- inch higher than adjacent pavement.

C. Diamond saw cut joining pavement edges and tack coat edges. - END OF SECTION -
Pipeline Connections to Existing Water Lines
Vernon Well No. 22 Equipment and Site Improvements Page 02500-1 SECTION 02500

PIPELINE CONNECTIONS TO EXISTING FACILITIES
PART 1 – GENERAL

1.1 DESCRIPTIONS
A. This section includes requirements for connection to and abandonment of existing water facilities.

1.2 RELATED WORK SPECIFIED ELSEWHERE
A. Related Sections:

1. Section 02200 – Earthwork

2. Section 02318 – Trenching

3. Section 02643 – Pipeline Testing and Disinfection

1.3 LOCATION
A. As the CONTRACTOR's first order of work, the connection points to the existing water system shall be potholed to identify depth, diameter and pipe material. Coordinates and Dimensions to locate the exact pothole location shall also be documented. Pothole information shall be immediately provided to the Engineer for review. The Engineer will not review any other CONTRACTOR submittals until after the pothole data is received.

1.4 SUBMITTALS
A. Submittals shall be furnished in accordance with Section 01300 - Submittals.

B. CONTRACTOR shall submit to the City of Vernon Public Works Department at least six weeks prior to any connections to existing facilities which requires the shutdown of that facility, their plan to perform the shut down and requirements of which facilities will be shut down to accomplish the connection.

PART 2 -- MATERIALS
A. All materials used in making the connection or removing the facility from service shall conform to the applicable sections of these specifications and the contract drawings.

PART 3 -- EXECUTION

3.1 CONNECTION TO EXISTING WATERLINES
A. Notification: The CONTRACTOR shall give the City of Vernon Public Utilities Department a minimum of ten (10) working days’ notice in writing before the time of any required shutdown of existing mains or services. The City of Vernon Public Utilities Department shall determine the actual time and date of shutdown.

B. Authorization: Connections shall be made only in the presence of the City of Vernon Utilities Works Department representative. No connection work shall be performed prior to authorization by the CITY.

C. Time Schedule: The CONTRACTOR is restricted to a time limit not exceeding 4 hours after pipe draining by the CITY, to connect the new pipelines to existing pipelines, with required fittings, and restore water service.

D. Material: The CONTRACTOR shall furnish all pipe and materials as may be required for connections including but not limited to: labor and equipment necessary to make the connections; all required excavation; backfill; lights; barricades; water truck; highline hose; and fittings for making the connections. The Pipeline Connections to Existing Water Lines
Vernon Well No. 22 Equipment and Site Improvements Page 02500-2 CONTRACTOR shall provide verification to the City of Vernon Public Utilities Department that all necessary materials and personnel are on-site before requesting shutdown or commencing with connection to existing mains or services.

E. Inadequate Progress: If progress is inadequate during the connection operations to complete the connection in the time specified, the Engineer shall order necessary corrective measures. All costs for corrective measures shall be paid by the CONTRACTOR.

F. Connections: Connections shall be made with as little change as possible in the grade of new main. If the grade of the existing pipe is below that of the new pipeline, a sufficient length of the new line shall be deepened so as to prevent the creation of any high spot or abrupt changes in grade of the new line. Where the grade of the existing pipe is above that of the new pipeline, the new line shall be laid at specified depth, except for the first joint adjacent to the connection, which shall be deflected as necessary to meet the grade of the existing pipe. If sufficient change in direction cannot be obtained by the limited deflection of the first joint, a fitting of the proper angle shall be installed. Where the connection creates a high or low spot in the line, a standard air release or blow-off assembly shall be installed as directed by the Engineer.

G. Testing: The new pipeline shall be disinfected and hydrostatically tested as required.

3.2 CONNECTION TO NON-WATERLINE PIPES
A. Notification: The CONTRACTOR shall give the CITY a minimum of ten (10) working days’ notice in writing before the time of any required shutdown of existing pipelines. The City of Vernon Public Utilities Department shall determine the actual time and date of shutdown.

B. Authorization: Connections shall be made only in the presence of the City of Vernon Public Utilities Department Representative. No connection work will be performed prior to authorization by the CITY.

C. Time Schedule: The CONTRACTOR is restricted to a time limit not exceeding 4 hours (unless previously negotiated with the CITY in writing) to connect the new pipelines to the existing pipeline, with required fittings, and restore service.

D. Material: The CONTRACTOR shall furnish all pipe and materials as may be required for connections including but not limited to: labor and equipment necessary to make the connections; all required excavation; backfill; lights; barricades; water truck; highline hose; and fittings for making the connections. The CONTRACTOR shall provide verification to the City of Vernon Public Utilities Department that all necessary materials and personnel are on-site before requesting shutdown or commencing with connection to existing mains or services.

REINFORCED CONCRETE CYLINDER PIPE
PART
required to complete the work as indicated in the Contract Documents. in place, in accordance with the requirements of the Contract Documents. conform to or exceed the applicable requirements of the following referenced Standards to the extent that the requirements therein are not in conflict with the provisions of this Section.

ASTM C 76 Specifications for Reinforced Concrete Culvert, Storm Drain and Sewer Pipe ASTM C 94 Specifications for Ready-Mixed Concrete
ASTM C 150 Specification for Portland Cement
ASTM C 494 Specifications for Chemical Admixtures for Concrete ASSHTO M 170 Specification for Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe joints, and piping appurtenances in accordance with the requirements of Section 01300 – Submittals. requirements of Section 01300 - Submittals, and the following supplemental requirements as applicable:
position, type, size, and area of wire or reinforcement; manufacturing tolerances; and all other pertinent information required for the manufacture of the product. Joint details shall be submitted where deep bell or butt strap joints are required for control of temperature stresses.

Reinforced Concrete Cylinder Pipe
Vernon Well No. 22 Equipment and Site Improvements Page 02560-2 appurtenances where shown on the Drawings which indicate amount and position of all reinforcement.

All fittings shall be properly reinforced to withstand the external loading conditions indicated in the Contract Documents.
and appurtenances - all sufficient to ascertain conformance of pipe and fittings with the Specifications. location of each pipe and the direction of each fitting in the completed line shall be shown. In addition, the line layouts shall include: the pipe station and invert elevation at all changes in grade or horizontal alignment; the station and invert elevation to which the bell end of each pipe will be laid; all elements of curves and bends, both in horizontal and vertical alignment; and the limits of each reach of restrained and/or welded joints, or of concrete encasement.
requirements herein. The CONTRACTOR shall notify the ENGINEER and the CITY in writing of the manufacturing starting date not less than 14 calendar days prior to the start of any phase of the pipe manufacture. manufacturing is in process and shall be permitted to make all inspections necessary to confirm compliance with the Specifications.
with the requirements of AWWA, as applicable.
provided that the CONTRACTOR schedule is not delayed for the convenience of the ENGINEER or the CITY.
this section of the specifications.

PART
otherwise. The pipe shall be of the diameter shown, and all fittings and bends shall be provided as required under the Contract Documents.
sequence and said number shall appear on the laying schedule and marking diagram in its proper location for installation. All pipe sections and fittings shall be marked at each end with top field centerline. The word "top" shall be painted or marked on the outside top spigot end of each pipe section.

ENGINEER, designed and constructed to prevent damage to the pipe. The use of chains, hooks, or other equipment which might injure the pipe will not be permitted. Stockpiled pipe shall be suitably supported and Reinforced Concrete Cylinder Pipe
Vernon Well No. 22 Equipment and Site Improvements Page 02560-3 shall be secured to prevent accidental rolling. All pipe handling equipment and methods shall be acceptable to the ENGINEER.
fittings during handling, storage, hauling, and installation. smaller pipe, with shorter lengths permissible as required by weight or other considerations. surface crazing and roughness. The interior and exterior surfaces shall be concentric. Pipe manufactured by pouring and vibrating methods within stationary internal and external forms shall have smooth, glossy surfaces, relatively free from pits and air holes. Pits or air holes greater than 3/8-inch in any dimension on the inside or outside surfaces of the pipe shall be repaired. Fractures, cracks or chips extending into the pipe wall in such a manner as to reduce the strength of the pipe shall not be permitted. may be made due to different headings in the pipe laying operation and so that correction may be made to adjust the pipe laying to conform to pipe stationing shown on the Drawings. The locations of correction pieces and closure assemblies are shown on the Drawings. Any change in location or number of said items shall be subject to acceptance by the ENGINEER.
axis of the pipe within ± 1/4-inch when measured from one side of the pipe. The concrete core shall be a uniform distance from the ends of the bell and spigot joint rings as shown on the Drawings. The joints shall be so constructed that after the pipe is laid, the offset on the inside of the pipe at any joint will not be more than 1/8-inch (except for bevels), and the clear space provided for grouting between pipe ends at the outside of the joint rings shall be not less than 1/4-inch.
spigot ring and the inside of the bell ring contact surface in excess of 1/8-inch, measured in a radial direction when the pipe is joined in the field and the joint is fully telescoped. edition of the Standard Specification for Public Works Construction Section 207-2.2. A fly ash or pozzolan shall not be used as a cement replacement.
the concrete. The admixture shall conform to ASTM C-494 for type D chemical admixture and shall be compatible with the cement specified. Calcium chloride shall not be used. percent of the nominal pipe diameter shall be mortar-lined and mortar-coated steel plate fittings. Resistance to moments and thrusts resulting from combined loads shall be provided by one of the following methods:

Reinforced Concrete Cylinder Pipe
Vernon Well No. 22 Equipment and Site Improvements Page 02560-4 soil-cement.
moments and thrusts. Stiffener rings shall be fabricated from material conforming to the requirements of ASTM A 283, Grades C or D, ASTM A 36, or equal, and shall be designed for a maximum stress of 15,000 psi. Stiffener rings shall be cement-mortar coated to provide protection equal to that provided for the pipe. pneumatically-placed cement mortar. Reinforcement pads or collars of suitable dimensions shall be used to develop the full strength of mesh or bar reinforcement at discontinuities at outlets. pipe diameter and the maximum miter angle on each section of the elbow shall not exceed 11.25 degrees. joints, by using short lengths or pipe, or a combination of these methods except that pulled joints shall not be used in combination with bevels. The maximum total allowable angle for beveled joints shall be 5 degrees per pipe joint. The maximum allowable angle for pulled joints shall be in accordance with the manufacturer's recommendations or the angle which results from a 3/4-inch pull out from normal joint closure, whichever is less. All horizontal deflections or fabricated angles shall fall on the alignment. of minimum earth cover, and pipeline outlets and structures, the pipe angle points shall match the angle points shown on the Drawings.

CONTRACTOR shall provide a polyethylene or other suitable bulkhead on the ends of the pipe and on all fitting openings to prevent drying out of the lining. All bulkheads shall be substantial enough to remain intact during shipping and storage until the pipe fitting is installed.

ANSI B16.5 150-lb class. Where the design pressure is greater than 150 psi, up to a maximum of 275 psi, flanges shall conform to either AWWA C207 Class E or ANSI B16.5 150-lb class. Where the design pressure is greater than 275 psi up to a maximum of 700 psi, flanges shall conform to ANSI B16.5 300-lb class. Flanges shall have flat faces and shall be attached with bolt holes straddling the vertical axis of the pipe unless otherwise shown. Attachment of the flanges to the pipe shall conform to the requirements of AWWA C207. 344" or Rust-Oleum "R-9", or Engineer approved equal. Edges and back faces of attached flanges shall be shop-coated with Kopper's "Bitumastic Mill Undercoat”, or Engineer approved equal. All surfaces of blind flanges, except the machined surfaces and surfaces exposed to water during pipeline operation, shall be shop-coated with Kopper's "Bitumastic Mill Undercoat”, or Engineer approved equal. The inside of blind flanges shall be cement-mortar coated, the thickness to be the same as the cement-mortar lining for pipe as stated herein. non-asbestos sheet packing.

Reinforced Concrete Cylinder Pipe
Vernon Well No. 22 Equipment and Site Improvements Page 02560-5 flange set shall consist of an insulating gasket, insulating sleeves and washers and a steel washer. sleeves and washers shall be one piece when flange bolt diameter is 1.5 inches or smaller and shall be made of acetyl resin. For bolt diameters larger than 1.5 inches, insulating sleeves and washers shall be 2-piece and shall be made of polyethylene or phenolic. Steel washers shall be in accordance with ASTM A 325.

ASTM A 307, Grade B, with heavy hex nuts. Machine bolts may be used on all other flanged connections and shall be in accordance with ASTM A 307, Grade A, with hex nuts. Studs and bolts shall extend through the nuts a minimum of 1/4-inch.
couplings, such as Dresser, Rockwell, Romac, or Engineer approved equal. Plain ends for use with couplings shall be smooth and round for a distance of 12 inches from the ends of the pipe, with outside diameter not more than 1/64-inch smaller than the nominal outside diameter of the pipe. The middle ring shall be tested by cold-expanding a minimum of one percent beyond the yield point to proof-test the weld to the strength of the parent metal. The weld of the middle ring shall be subjected to air test for porosity. required for the middle rings. They shall be of sufficient strength to accommodate the number of bolts necessary to obtain adequate gasket pressures without excessive rolling. The shape of the follower shall be of such design as to provide positive confinement of the gasket. to air under normal storage or use conditions. The rubber in the gasket shall meet the following specifications:

The gaskets shall be immune to attack by impurities normally found in water. All gaskets shall meet the requirements of ANSI/ASTM D 2000, AA709Z, meeting Suffix B13 Grade 3, except as noted above. assembles over a rubber sleeve of an insulating compound in order to obtain insulation of all coupling metal parts from the pipe.
minimum of 25 mil thick, 100 percent solids coal-tar epoxy coating, Amercoat 1972B, or Engineer approved equal. The coating may be applied to freshly placed, partially cured, or cured cement-mortar coating or cured concrete surface. Application shall be in accordance with the manufacturer's printed instructions.

B. The requirement for coal-tar epoxy should be utilized only upon recommendation of a qualified corrosion engineer for the following three conditions:

1. High chloride soils subject to alternate wetting and drying where the chloride ion concentration in the soil exceeds 1000 ppm and the soil resistivity, based on a statistical analysis of field measurements taken in the maximum natural moisture state, is lower than 1000 ohm-cm.

Reinforced Concrete Cylinder Pipe
Vernon Well No. 22 Equipment and Site Improvements Page 02560-6

2. Acidic soils where the soil pH is below 5 and there is a probability of groundwater movement, i.e., fluctuating water table within the pipe zone. This condition rarely occurs except in peat bogs or man-made environments such as cinders, mine wastes, and industrial dumps. Other protective methods are often available such as impermeable clay backfill or calcareous backfill in the pipe zone.

3. Cathodic interference environments which cannot be fully mitigated by drainage bonds or other corrosion control practices.

PART
shocks, and free fall. All pipe handling equipment shall be acceptable to the INSPECTOR. Pipe shall not be placed directly on rough ground but shall be supported in a manner which will protect the pipe against injury whenever stored at the trench site or elsewhere. Pipe shall be handled and stored at the trench site in accordance with Paragraph 2.1 C "Handling and Storage". No pipe shall be installed where the interior or exterior surfaces show cracks that may be harmful as determined by the ENGINEER. Such damaged interior and exterior surfaces, shall be repaired, or a new undamaged pipe shall be furnished and installed.

The CONTRACTOR shall remove or smooth out any burrs, gouges, weld splatter or other small defects prior to laying the pipe.
which may have collected thereon and shall be kept clean at all times thereafter. For this purpose, the openings of all pipes and fittings in the trench shall be closed during any interruption to the work. damaged portion will be on top. The damaged area shall be repaired for the protection of any exposed steel. All damaged areas shall be repaired using materials and methods acceptable to the ENGINEER. that it forms a continuous, solid bearing for the full length of the pipe. Excavations shall be made as needed to facilitate removal of slings after the pipe is laid. Bell holes shall be formed at the ends of the pipe to prevent point loading at the bells or couplings and to facilitate positioning of the grout bands. Excavation shall be made as needed outside the normal trench section at field joints to permit adequate access to the joints for field connection operations and for application of coating on field joints. laid to the set line and grade, within approximately ± 1 inch. On grades of zero slope, the intent is to lay to grade. change the alignment and/or the grades. Such change shall be made by the deflection of joints, by the use of bevel adapters, or by the use of additional fittings. However, in no case shall the deflection in the joint exceed the maximum deflection recommended by the pipe manufacturer. No joint shall be misfit any amount which will be detrimental to the strength and water tightness of the finished joint. In all cases the joint opening, before finishing with the protective mortar inside the pipe, shall be the controlling factor. exceeding 10 percent. Pipe which is laid on a downhill grade shall be blocked and held in place until sufficient support is furnished by the following pipe to prevent movement. All bends shall be properly installed as shown on the Drawings.

Reinforced Concrete Cylinder Pipe
Vernon Well No. 22 Equipment and Site Improvements Page 02560-7 diameter and larger. Struts in fabricated steel plate fittings smaller than 42 inches may be removed immediately after laying provided that the deflection of the fitting during and after backfilling does not exceed that specified.

After the backfill has been placed, the struts shall be removed and shall remain the property of the CONTRACTOR.
time that there is a danger of the formation of ice or penetration of frost at the bottom of the excavation. No pipe shall be laid unless it can be established that the trench will be backfilled before the formation of ice and frost occurs.
protected with suitable bulkheads to maintain a moist atmosphere and to prevent unauthorized access by persons, animals, water or any undesirable substance. The bulkheads shall be so designed to prevent drying out of the interior of the pipe. The CONTRACTOR shall introduce water into the pipe to keep the mortar moist where moisture has been lost due to damaged bulkheads. At all times, means shall be provided to prevent the pipe from floating.

The CONTRACTOR shall completely clean the interior of the pipe of all sand, dirt, mortar splatter and any other debris following completion of pipe laying, pointing of joints and any necessary interior repairs prior to testing and disinfecting the completed pipeline.
gasket lubricated with an approved vegetable-based lubricant shall be placed in the spigot groove. The volume of the gasket shall be "equalized" by moving a metal rod between the gasket and the spigot ring around the full circumference of the spigot ring. The bell of the pipe already in place shall be carefully cleaned and lubricated with a vegetable-based lubricant. The spigot of the pipe section shall then be inserted into the bell of the previously laid joint and telescoped to its proper position. Pipe shall be entered as nearly in alignment as possible. Tilting of the pipe to insert the spigot into the bell will not be permitted. After the pipe units have been joined, a feeler gage shall be inserted into the recess and moved around the periphery of the joint to detect any irregularity in the position of the rubber gasket. If the gasket cannot be "felt" all around, the joint shall be disassembled. If the gasket is undamaged, as determined by the ENGINEER, it may be reused, but only after the bell ring and gasket have been relubricated. Field welded joints shall be in accordance with AWWA C206. and other foreign material shall be removed from the inside surface of the pipe. The cement for joint grout and mortar shall be Portland cement acceptable under ANSI/ASTM C 150 and shall be of the same type used for the pipe. Otherwise heavy-duty diapers should be specified and all references to polyethylene foam disregarded. the pipe securely in place, the outside annular space between pipe sections shall be completely filled with grout.

If coal-tar epoxy protective coating is required the space between pipe sections shall be formed by the use of polyethylene foam-lined fabric bands otherwise heavy-duty diapers shall be used. The grout shall be composed of one part cement to not more than 2 parts sand, thoroughly mixed with water to a consistency of thick cream.

The grout space prior to filling shall be flushed with water so that the surface of the joint to be in contact with the grout will be thoroughly moistened when the grout is poured. The joint shall be filled with grout by pouring from one side only, and shall be rodded with a wire or other flexible rod or vibrated so that the grout completely fills the joint recess by moving down one side of the pipe, around the bottom of the pipe and up the opposite side. Pouring and rodding the grout shall be continued to allow completion of the filling of the entire joint recess in one operation. Care shall be taken to leave no unfilled space. Grouting of the outside joint spaces shall Reinforced Concrete Cylinder Pipe
Vernon Well No. 22 Equipment and Site Improvements Page 02560-8 be kept as close behind the laying of the pipe as possible except that in no case shall grouting be closer than 3 joints of the pipe being laid.
sufficient strength to hold the fresh mortar, resist rodding of the mortar and allow excess water to escape. The foam plastic shall be 100 percent closed cell, chemically inert, insoluble in water and resistant to acids alkalis and solvents, and shall be Dow Chemical Company, Ethafoam 222, or Engineer approved equal. edges. The polyethylene foam shall be cut into strips 6-inches wide and slit to a thickness of 1/4-inch which will expose a hollow or open cell surface on one side. The foam liner shall be attached to the fabric backing with the open or hollow cells facing towards the pipe. The foam strip shall cover the full interior circumference of the grout band with sufficient length to permit an 8-inch overlap of the foam at or near the top of the pipe joint.

Splices to provide continuity of the material will be permitted. The polyethylene foam material shall be protected from direct sunlight.
extending over each pipe end and securely attached to the pipe with the steel straps. After filling the exterior joint space with cement grout, the flaps shall be closed and overlapped in a manner that fully encloses the grout with polyethylene foam. The fabric band shall remain in position on the pipe joint. the interior joint recess shall be filled with mortar of stiff consistency mixed in proportions of one part cement to 2 parts sand. The mortar shall be tightly packed into the joint recess and troweled flush with the interior surface, and all excess shall be removed. At no point shall there be an indentation or projection of the mortar exceeding 1/16-inch.
bell shall be doubled with mortars (mortar composed of one part of a non-shrink, non-metallic cement to two parts sand, thoroughly mixed to the consistency of thick cream. Sand graduation shall conform to the requirements of ASTM C 33, except that 100 percent shall pass a No. 16 Sieve). When the section has been laid in place, the joint shall be finished by pulling a rubber ball or an equivalent through the joint to finish it off smooth with the inside surface of the lining.
appurtenances shall be coated with a minimum thickness of one inch of cement mortar having one part cement to not more than 2 parts plaster sand. Following coating with cement mortar, the appurtenances shall be coated with coal-tar epoxy in accordance with paragraph 2.6.A. the valve. All joints shall be thoroughly cleaned and prepared prior to installation. The CONTRACTOR shall adjust all stem packing and operate each valve prior to installation to insure proper operation. foreign material with a power wire brush. The gasket shall be centered and the connecting flanges drawn up watertight without unnecessarily stressing the flanges. All bolts shall be tightened in a progressive diametrically opposite sequence and torqued with a suitable, approved and calibrated torque wrench. All clamping torque shall be applied to the nuts only.

Reinforced Concrete Cylinder Pipe
Vernon Well No. 22 Equipment and Site Improvements Page 02560-9 the Drawings. The CONTRACTOR shall exercise special care when installing these joints to prevent electrical conductivity across the joint. After the insulated joint is completed, an electrical resistance test will be performed by the INSPECTOR. Should the resistance test indicate a short circuit, the CONTRACTOR shall remove the insulating units to inspect for damages, replace all damaged portions, and reassemble the insulating joint. The insulated joint shall then be re-tested to assure proper insulation. couplings and gaskets are clean and free of all dirt and foreign matter with special attention being given to the contact surfaces of the pipe, gaskets and couplings. The couplings shall be assembled and installed in conformity with the recommendation and instruction of the coupling manufacturer.

Coupling bolts shall be tightened so as to secure a uniform annular space between the follower rings and the body of the pipe with all bolts tightened approximately the same amount. Diametrically opposite bolts shall be tightened progressively and evenly. Final tightening shall be done with a suitable, approved and calibrated torque wrench set for the torque recommended by the coupling manufacturer. All clamping torque shall be applied to the nut only.
protected in accordance with the requirements of Section 09800 – Special Coatings. shown on the Drawings. The pipe shall be cleaned to bare bright metal at the point where the bond is installed. where shown, shall be furnished and installed by the CONTRACTOR. - END OF SECTION -
Ductile Iron Pipe
Vernon Well No. 22 Equipment and Site Improvements Page 02565-1 SECTION 02565

DUCTILE IRON PIPE
PART 1 – GENERAL

1.1 THE REQUIREMENT
A. Provide ductile iron pipe and perform all appurtenant work, complete in place, in accordance with the Contract Documents.

1.2 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards
ANSI/AWWA C104/A21.4 Cement-Mortar Lining for Ductile-Iron Pipe and Fittings for Water ANSI/AWWA C105/A21.5 Polyethylene Encasement for Ductile-Iron Piping for Water and Other Liquids ANSI/AWWA C110/A21.10 Ductile-Iron and Gray-Iron Fittings, 3-inches through 48-inches for Water and Other Liquids
ANSI/AWWA C111/A21.11 Rubber-Gasket Joints for Ductile-Iron and Gray-Iron Pressure Pipe and Fittings
ANSI/AWWA C115/A21.15 Flanged Ductile-Iron and Gray-Iron Pipe with Threaded Flanges ANSI/AWWA C150/A21.50 Thickness Design of Ductile-Iron Pipe ANSI/AWWA C151/A21.51 Ductile-Iron Pipe, Centrifugally Cast in Metal Molds or Sand-Lined Molds, for Water or Other Liquids
ANSI/AWWA C153/A21.53 Ductile-Iron Compact Fittings, 3-inches through 12-inches for Water and Other Liquids
AWWA C209 Cold-Applied Tape Coatings for the Exterior of Special Sections, Connections, and Fittings for Steel Water Pipelines
AWWA C214 Tape Coating Systems for the Exterior of Steel Water Pipelines AWWA C600 Installation of Ductile Iron Water Mains and Their Appurtenances ASTM C 150 Specification for Portland Cement
ASTM A746 Ductile Iron Gravity Sewer Pipe
B. Related Sections:

1. Section 02100 – Site Preparation

2. Section 02318 – Trenching

3. Section 02643 – Pipeline Testing and Disinfection

1.3 SUBMITTALS
A. Submittals shall be made in accordance with Section 01300 - Submittals.

B. Shop Drawings: Submit shop drawings of pipe and fittings in accordance with the requirements in Section Ductile Iron Pipe
Vernon Well No. 22 Equipment and Site Improvements Page 02565-2 01300 - Submittals, the requirements of the referenced standards, and the following supplemental requirements as applicable:

1. Dimensional drawings of all valves, fittings and appurtenances.

2. For pipe 24 inches in diameter and larger, line layout and marking diagrams which indicate the specific number of each fitting and the location and the direction of each fitting in the completed line. In addition, the line layouts shall include: the pipe station and invert elevation at all changes in grade or horizontal alignment; all elements of curves and bends, both in horizontal and vertical alignment; and the limits of each reach of restrained joints, or of concrete encasement.

1.4 QUALITY ASSURANCE
A. Inspection: All pipe shall be subject to inspection at the place of manufacture in accordance with the provisions of the referenced standards, as supplemented by the requirements herein.

B. During the manufacture of the pipe, the ENGINEER shall be given access to all areas where manufacturing is in process and shall be permitted to make all inspections necessary to confirm compliance with the Specifications.

PART 1 – PRODUCTS

2.1 GENERAL
A. Mortar-lined ductile iron pipe shall conform to ANSI/AWWA C151, C104 and C105, subject to the following supplemental requirements. The pipe shall be of the diameter and class noted in the Contract Documents. The pipe shall be furnished complete with rubber gaskets, with all specials and fittings provided as required under the Contract Documents.

B. Markings: Legibly mark specials 24 inches in diameter and larger in accordance with the laying schedule and marking diagram. All fittings shall be marked at each end with top field centerline.

C. Handling and Storage: The pipe shall be handled by devices acceptable to the ENGINEER, designed and constructed to prevent damage to the pipe coating/exterior. The use of equipment that might injure the pipe coating/exterior will not be permitted. Stockpiled pipe shall be suitably supported and shall be secured to prevent accidental rolling. All other pipe handling equipment and methods shall be acceptable to the ENGINEER.

D. Laying Lengths: Maximum pipe laying lengths shall be 20-feet with shorter lengths provided as required by the Drawings.

E. Finish: The pipe shall have smooth dense interior surfaces and shall be free from fractures, excessive interior surface crazing and roughness.

F. Closures and Correction Pieces: Closures and correction pieces shall be provided as required so that closures may be made due to different headings in the pipe laying operation and so corrections may be made to adjust the pipe laying to conform to pipe stationing shown on the Drawings. The locations of correction pieces and closure assemblies are shown on the Drawings. Any change in location or number of said items shall be acceptable to the ENGINEER.

2.2 PIPE DESIGN CRITERIA
A. General: Ductile iron pipe shall be designed in accordance with the requirements of ANSI/AWWA C150 as applicable and as modified in this Section.

B. Pipe Wall Thickness for Internal Pressure: The pipe shall be designed with a net thickness to withstand the Ductile Iron Pipe
Vernon Well No. 22 Equipment and Site Improvements Page 02565-3 design pressure in accordance with the hoop stress formula.

C. Pipe Wall Thickness for External Load: The pipe shall also be designed with a net thickness to withstand external loads using ANSI/AWWA C150 Design Equation (2) with the appropriate bending moment and deflection coefficients for Laying Condition Types 4 and 5 as applicable.

D. The pipe deflection shall be checked using ANSI/AWWA C150 Design Equation (3) and the coefficients stated above. The allowable deflection shall not exceed the manufacturer’s recommended amount.

E. In lieu of ANSI/AWWA C150 Design Equation (4), the earth loads will be computed using the following 2 equations for trench or embankment loading as applicable:

1. Trench Condition:

Wd = CdwBd
2 Where: Wd = Earth Load in pounds per linear foot
Cd = Calculation Coefficient
Ku' = [0.13]
w = [120] lb. /ft3
Bd = Trench width at top of pipe, feet

2. Positive Projecting Embankment Condition:

Wc = CcwBc
2 Where: Wc = Earth Load in pounds per linear foot
Cc = Calculation Coefficient (based on rsdP of 0.25)
Ku = [0.19]
w = [120] lb. /ft3
Bc = Outside diameter of pipe, feet
F. The above 2 formulas are based on a depth of cover of 10-feet or greater. For depths of cover of less than 10- feet, HS-20 live load shall be included. For depths of cover of 3-feet or less, HS-20 live load plus impact shall be included. The determination of live load and impact factors shall be as recommended by AASHTO in "Standard Specifications for Highway Bridges."
G. If the calculated deflection exceeds 0.0225 times the nominal diameter, the pipe class shall be increased.

H. Minimum Pipe Wall Thickness: In addition to the requirements of this Section, the minimum wall thickness shall be in accordance with Table 50.5 of ANSI/AWWA C150.

2.3 MATERIALS
A. Ductile Iron Pipe: Pipe materials shall conform to the requirements of ANSI/AWWA C151.

B. Cement: Cement for mortar lining shall conform to the requirements of ANSI/AWWA C104, provided, that cement for mortar lining shall be Type II or V. Cement shall not originate from kilns that burn metal-rich hazardous waste fuel, nor shall a fly ash or pozzolan be used as a cement replacement.

2.4 SPECIALS AND FITTINGS
A. Fittings for ductile iron pipe shall conform to the requirements of ANSI/AWWA C153/A21.53 for diameters 3- inches through 24 inches and shall have a minimum pressure rating of 350 psi. Ductile iron fittings larger than 24 inches shall conform to the above referenced standard with the necessary modifications for the larger size.

2.5 DESIGN OF PIPE
A. General: The pipe furnished shall be ductile iron pipe, with rubber-gasketed joints or as specified on the plans.

Ductile Iron Pipe
Vernon Well No. 22 Equipment and Site Improvements Page 02565-4 B. The pipe shall be designed, manufactured, tested, inspected, and marked according to applicable requirements previously stated and except as hereinafter modified, shall conform to ANSI/AWWA C151.

C. Pipe Dimensions: The pipe shall be of the diameter and class shown. The minimum wall thickness for each pipe size shall be as specified or shown.

D. Fitting Dimensions: The fittings shall be of the diameter and class shown.

E. Joint Design: Ductile iron pipe and fittings shall be furnished with mechanical joints, push-on joints, flanged joints and restrained joints as required.

1. Mechanical and push-on joints shall conform to ANSI/AWWA C111/A21.11.

2. Mechanical and push on joints gaskets shall be “Fast Grip” Gaskets by American Ductile Iron Pipe, or “Field Locks” Gaskets by U.S. Pipe, or Equal.

3. Restrained joints shall be "Lok-Ring" Restrained Joint by American Ductile Iron Pipe, "TR FLEX" Restrained Joint by U.S. Pipe, or Equal. Joints shall be provided as indicated on the plans.

4. Flanged joints shall conform to ANSI/AWWA C115/A21.15. Special ductile iron flanges to match up to 250 psi valve and equipment flanges shall meet ANSI/AWWA C110 and be specially drilled to ANSI/ASME B16.1 Class 250 standard dimensions with raised face.

F. For bell-and-spigot ends with rubber gaskets, the clearance between the bells and spigots shall be such that when combined with the gasket groove configuration and the gasket itself, will provide watertight joints under all operating conditions when properly installed. Require the pipe manufacturer to submit details complete with significant dimensions and tolerances and to submit performance data indicating that the proposed joint has performed satisfactorily under similar conditions. In the absence of a history of field performance, the results of a test program shall be submitted.

G. Shop-applied interior linings and exterior coatings shall be held back from the ends of the pipe as shown or as otherwise acceptable to the ENGINEER.

2.6 CEMENT-MORTAR LINING
A. Cement-Mortar Lining for Shop Application: Except as otherwise provided herein, interior surfaces of all ductile iron pipe, fittings and specials shown on the plans shall be cleaned and lined in the shop with cementmortar lining applied centrifugally in conformity with ANSI/AWWA C104. During the lining operation and thereafter, the pipe shall be maintained in a round condition by suitable bracing or strutting. The lining machines shall be of a type that has been used successfully for similar work. Every precaution shall be taken to prevent damage to the lining. If lining is damaged or found faulty at delivery site, the damaged or unsatisfactory portions shall be replaced with lining conforming to these Specifications.

The minimum lining thickness shall be as follows:

Nominal Pipe Diameter
(inches)
Minimum Lining Thickness
(inches)
3 - 12 1
/8
14 - 24 3
/16
30 - 64 1
/4
B. Protection of Pipe Lining/Interior: All shop-applied cement mortar lining shall be given a seal coat of asphaltic material in conformance with ANSI/AWWA C104.

2.7 EXTERIOR COATING OF PIPE
A. Exterior Coating of Exposed Piping: The exterior surfaces of pipe which will be exposed to the atmosphere inside structures or above ground shall be thoroughly cleaned and then given a shop coat of rust-inhibitive Ductile Iron Pipe
Vernon Well No. 22 Equipment and Site Improvements Page 02565-5 primer conforming to the requirements of Section 09800 - Protective Coating.

B. Exterior Coating of Buried Piping: The exterior coating shall be an asphaltic coating per AWWA C104. Pipe shall be encased in double polyethylene sleeves per AWWA C105, unless noted otherwise.

PART 2 – EXECUTION

3.1 INSTALLATION OF PIPE
A. Handling and Storage: All pipe, fittings, etc., shall be carefully handled and protected against damage, impact shocks, and free fall. All pipe handling equipment shall be acceptable to the ENGINEER. Pipe shall not be placed directly on rough ground but shall be supported in a manner that will protect the pipe against injury whenever stored at the trench site or elsewhere. No pipe shall be installed where the lining or coating show defects that may be harmful as determined by the ENGINEER. Such damaged lining or coating shall be repaired, or a new undamaged pipe shall be furnished and installed.

B. All pipe that is damaged prior to Substantial Completion shall be repaired or replaced.

C. Inspect each pipe and fitting prior to installation to insure that there are no damaged portions of the pipe.

D. Before placement of pipe in the trench, each pipe or fitting shall be thoroughly cleaned of any foreign substance, which may have collected thereon, and shall be kept clean at all times thereafter. For this purpose, the openings of all pipes and fittings in the trench shall be closed during any interruption to the WORK.

E. Pipe Laying: The pipe shall be installed in accordance with ANSI/AWWA C600.

F. Pipe shall be laid directly on the bedding material. No blocking will be permitted, and the bedding shall be such that it forms a continuous, solid bearing for the full length of the pipe. Excavations shall be made as needed to facilitate removal of handling devices after the pipe is laid. Bell holes shall be formed at the ends of the pipe to prevent point loading at the bells or couplings. Excavation shall be made as needed outside the normal trench section at field joints to permit adequate access to the joints for field connection operations and for application of coating on field joints.

G. Each section of pipes 24 inches in diameter and larger shall be laid in the order and position shown on the laying schedule. In laying pipe, it shall be laid to the setline and grade, within approximately one inch plus or minus. On grades of zero slopes, the intent is to lay to grade.

H. Where necessary to raise or lower the pipe due to unforeseen obstructions or other causes, the ENGINEER may change the alignment and/or the grades. Such change shall be made by the deflection of joints, by the use of bevel adapters, or by the use of additional fittings. However, in no case shall the deflection in the joint exceed the maximum deflection recommended by the pipe manufacturer. No joint shall be misfit any amount that will be detrimental to the strength and water tightness of the finished joint.

I. Except for short runs that may be permitted by the ENGINEER, pipes shall be laid uphill on grades exceeding 10%. Pipe that is laid on a downhill grade shall be blocked and held in place until sufficient support is furnished by the following pipe to prevent movement. All bends shall be properly installed as shown.

J. Shallow buried pipes and pipes underneath structures shall be concrete encased where noted in the Contract Documents.

K. Cold Weather Protection: No pipe shall be installed upon a foundation into which frost has penetrated or at any time that there is a danger of the formation of ice or penetration of frost at the bottom of the excavation.

No pipe shall be laid unless it can be established that the trench will be backfilled before the formation of ice and frost occurs.

Ductile Iron Pipe
Vernon Well No. 22 Equipment and Site Improvements Page 02565-6 L. Pipe and Specials Protection: The openings of all pipe and specials shall be protected with suitable bulkheads to prevent unauthorized access by persons, animals, water or any undesirable substance. At all times, means shall be provided to prevent the pipe from floating.

M. Pipe Cleanup: As pipe laying progresses, the pipe interior shall be kept free of all debris. Completely clean the interior of the pipe of all sand, dirt, mortar splatter and any other debris following completion of pipe laying, pointing of joints and any necessary interior repairs prior to testing and disinfecting the completed pipeline.

3.2 RUBBER GASKETED JOINTS
A. Rubber Gasketed Joints: Immediately before jointing pipe, the bell end of the pipe shall be thoroughly cleaned, and a clean rubber gasket lubricated with an approved vegetable-based lubricant shall be placed in the bell groove. The spigot end of the pipe shall be carefully cleaned and lubricated with a vegetable-based lubricant. The spigot end of the pipe section shall then be inserted into the bell of the previously laid joint and telescoped into its proper position. Tilting of the pipe to insert the spigot into the bell will not be permitted.

3.3 INSTALLATION OF PIPE APPURTENANCES
A. Protection of Appurtenances: Where the joining pipe is tape-coated, buried appurtenances shall be coated with cold-applied tape in accordance with ANSI/AWWA C209, Type II. Where pipe is encased in polyethylene sleeves, buried appurtenances shall also be encased in polyethylene.

B. Installation of Valves: All valves shall be handled in a manner to prevent any injury or damage to any part of the valve. All joints shall be thoroughly cleaned and prepared prior to installation. Adjust all stem packing and operate each valve prior to installation to insure proper operation.

C. All valves shall be installed so that the valve stems are plumb and in the location shown. - END OF SECTION -
Pipeline Testing
Vernon Well No. 22 Equipment and Site Improvements Page 02643-1 SECTION 02643

PIPELINE TESTING AND DISINFECTION
PART 1 – GENERAL

1.1 THE REQUIREMENT
A. Perform flushing and testing of all pipelines and appurtenant piping and disinfection of all pipelines and appurtenant piping for potable water, complete, in accordance with the Contract Documents and the CITY’s requirements. Prior to any potable water connections, the CONTRACTOR shall pressure test and disinfect all newly constructed facilities in accordance with the City’s requirements and all applicable AWWA standards and pass a bacteria contamination test. All disinfection and bacteria testing shall be under the observation of the City’s representative.

1.2 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:

AWWA B300 Hypochlorites.

AWWA B301 Liquid Chlorine.

AWWA C651 Disinfecting Water Mains.

PART 2 – PRODUCTS

2.1 MATERIALS REQUIREMENTS
A. All test equipment, chemicals for chlorination, temporary valves, bulkheads, or other water control equipment and materials shall be selected and furnished, subject to the ENGINEER's review. No materials shall be used which would be injurious to the construction or its future function.

B. Chlorine for disinfection may be in the form of liquid chlorine, sodium hypochlorite solution, or calcium hypochlorite granules or tablets.

C. Liquid chlorine shall be in accordance with the requirements of ANSI/AWWA B301. Liquid chlorine shall be used only:

1. In combination with appropriate gas flow chlorinators and ejectors;

2. Under the direct supervision of an experienced technician;

3. When appropriate safety practices are observed.

D. Sodium hypochlorite and calcium hypochlorite shall be in accordance with the requirements of ANSI/AWWA B300.

PART 3 – EXECUTION

3.1 GENERAL
A. Unless otherwise indicated, water for testing and disinfecting water pipelines will be furnished however, all necessary provisions for conveying the water from the designated source to the points of use shall be made.

B. All pressure pipelines shall be tested.

C. Disinfection shall be accomplished by chlorination. All chlorinating and testing operations shall be performed in the presence of the ENGINEER.

Pipeline Testing
Vernon Well No. 22 Equipment and Site Improvements Page 02643-2 D. Disinfection operations shall be scheduled by as late as possible during the contract time period so as to assure the maximum degree of sterility of the facilities at the time the WORK is accepted.

3.2 HYDROSTATIC TESTING OF PIPELINES
A. Prior to hydrostatic testing, pipelines shall be flushed or blown out as appropriate. Test all pipelines either in sections or as a unit. No section of the pipeline shall be tested until all field-placed concrete or mortar has attained an age of 14 days. The test shall be made by closing valves when available, or by placing temporary bulkheads in the pipe and filling the line slowly with water. Responsibility for ascertaining that all test bulkheads are suitably restrained to resist the thrust of the test pressure without damage to, or movement of, the adjacent pipe is required. Any unharnessed sleeve-type couplings, expansion joints or other sliding joints shall be restrained or suitably anchored, prior to the test, to avoid movement and damage to piping and equipment. Provide sufficient temporary air tapping in the pipelines to allow for evacuation of all entrapped air in each pipe segment to be tested. After completion of the tests, such taps shall be permanently plugged.

Care shall be taken to see that all air vents are open during filling.

B. The pipeline shall be filled at a rate that will not cause any surges or exceed the rate at which the air can be released through the air valves at a reasonable velocity and all the air within the pipeline shall be properly purged. After the pipeline or section thereof has been filled, it shall be allowed to stand under a slight pressure for at least 24 hours to allow the concrete or mortar lining, as applicable, to absorb what water it will and to allow the escape of air from any air pockets. During this period, bulkheads, valves and connections shall be examined for leaks. If leaks are found, corrective measures satisfactory to the ENGINEER shall be taken.

C. The hydrostatic test shall consist of holding the test pressure on the pipeline for a period of 2 hours.

Hydrostatic testing shall be performed as follows:

1. The test pressure for pressure distribution and transmission pipelines shall be 125% of the pipe pressure class indicated measured at the highest point of the pipeline section being tested.

2. The test pressure for forced mains shall be 2 times the operating pressure or 75% of the working pressure.

3. Gravity feed lines shall be tested at 20 psi.

4. All pipelines shall be tested as indicated above or at a pressure the ENGINEER finds to be acceptable without causing damage to the pipeline.

D. The maximum allowable leakage for distribution and transmission pipelines shall be according to the following formula:

Where: L = S x D x P ^ (1/2)
133,200
L = leakage (gallons per hour)
S = length (feet), the lessor of the actual length being tested or the maximum length for determining leakage. Maximum length for determining leakage is [2000 feet].

D = pipe diameter (inches)
P = test pressure (psi)
E. The maximum leakage for yard piping shall be as shown on the Piping Schedule. Pipe with welded joints shall have no leakage.

F. Pipelines that fail to pass the prescribed leakage test will be considered defective WORK, the cause of the leakage shall be determined, corrective measures necessary to repair the leaks shall be made, and the pipelines retested.

3.3 DISINFECTING PIPELINES
A. General: All potable water pipelines except those appurtenant to hydraulic structures shall be disinfected in accordance with the requirements of ANSI/AWWA C651 using the Continuous-Feed Method as modified herein.

Pipeline Testing
Vernon Well No. 22 Equipment and Site Improvements Page 02643-3 B. Sampling Ports: Provide sampling ports along the pipeline as defined on AWWA C651. Taps may be made at man-ways and air valves to help facilitate the spacing requirement.

3.4 CONNECTIONS TO EXISTING SYSTEM
A. Where connections are to be made to an existing potable water system, the interior surfaces of all pipe and fittings used in making the connections shall be swabbed or sprayed with a one percent hypochlorite solution before they are installed. Thorough flushing shall be started as soon as the connection is completed and shall be continued until discolored water is eliminated.
- END OF SECTION -
Testing and Disinfection of Hydraulic Structures
Vernon Well No. 22 Equipment and Site Improvements Page 02667-1 SECTION 02667

TESTING AND DISINFECTION OF HYDRAULIC STRUCTURES
PART 1 -- GENERAL

1.1 WORK OF THIS SECTION
A. The WORK of this Section includes cleaning, flushing, and testing, of all hydraulic structures and appurtenant piping, and disinfection of indicated hydraulic structures and appurtenant piping for potable water, including conveyance of test water and all disposal thereof.

1.2 RELATED SECTIONS
A. The WORK of the following Sections applies to the WORK of this Section. Other Sections of the Specifications, not referenced below, shall also apply to the extent required for proper performance of this WORK.

1. Section 02643 Pipeline Testing and Disinfection

2. Section 03300 Cast-in-Place Structural Concrete

1.3 SPECIFICATIONS AND STANDARDS
A. Except as otherwise indicated, the current editions of the following apply to the WORK of this Section:

ANSI/AWWA B300 Hypochlorites
ANSI/AWWA B301 Liquid Chlorine
ANSI/AWWA C652 Disinfection of Water-Storage Facilities APHA/AWWA/WPCF Standard Methods for the Examination of Water and Wastewater

1.4 TESTING PLAN
A. The following shall be submitted in compliance with the shop drawing requirements of Section 01300:

1. A testing schedule, including proposed plans for water conveyance, control, disinfection, and disposal shall be submitted in writing for approval a minimum of [14] days before testing is to start. The submittal shall include the methods to determine evaporation loss and the CONTRACTOR'S plan for the release of water from structures after testing and disinfection has been completed.

PART 2 -- PRODUCTS

2.1 MATERIALS REQUIREMENTS
A. Temporary valves, bulkheads, or other water control equipment and materials shall be as determined by the CONTRACTOR. No materials shall be used which would be injurious to the structure or its future function.

B. Chlorine for disinfection shall be in the form of liquid chlorine, sodium hypochlorite solution, or calcium hypochlorite granules or tablets.

C. Liquid chlorine shall be in accordance with the requirements of ANSI/AWWA B301. Liquid chlorine shall be used only:

1. In combination with appropriate gas flow chlorinators and ejectors;

2. Under the direct supervision of an experienced technician;

3. When appropriate safety practices are observed.

D. Sodium hypochlorite and calcium hypochlorite shall be in accordance with the requirements of ANSI/AWWA B300.

Testing and Disinfection of Hydraulic Structures
Vernon Well No. 22 Equipment and Site Improvements Page 02667-2 PART 3 -- EXECUTION

3.1 GENERAL
A. Except as otherwise indicated, potable water for testing will be furnished by the CITY who shall also make necessary arrangement for conveying the water to the points of use.

B. All hydraulic structures and appurtenant pressure piping for potable shall be tested and shall be disinfected where indicated. Disinfection shall be accomplished by chlorination. All chlorinating and testing operations shall be done in the presence of the CONSTRUCTION MANAGER.

C. In the case of a reservoir, testing and disinfecting operations shall be combined.

D. Disinfection operations shall be scheduled by the CONTRACTOR as late as possible during the contract time period so as to assure the maximum degree of sterility of the facilities at the time the WORK is accepted by the CITY. [Bacteriological testing will be performed by a certified testing laboratory appointed and paid for by the CITY. Results of the bacteriological testing shall be satisfactory to the State Department of Health or other appropriate regulatory agency.]
E. If industrial paint finishes or other protective coatings are to be applied to the interior surfaces of the hydraulic structure, such coatings shall be applied after all testing operations have been completed but prior to disinfection, except that in the case of reservoirs, such coatings shall be applied before the combined testing and disinfecting operations.

F. Release of water from structures, after testing and disinfecting have been completed, shall be as reviewed by the CITY, however, this review shall not relieve the CONTRACTOR of his obligations and responsibilities under this Contract.

3.2 PRELIMINARY CLEANING AND FLUSHING
A. Prior to both testing and disinfecting, all hydraulic structures shall be cleaned by thoroughly hosing down all surfaces with a high pressure hose and nozzle of sufficient size to deliver a minimum flow of 50 gpm. All water, dirt, and foreign material accumulated in this cleaning operation shall be discharged from the structure or otherwise removed.

3.3 TESTING OF HYDRAULIC STRUCTURES
A General: Testing shall be performed prior to backfilling, except where otherwise acceptable to the CITY.

Testing for concrete structures shall not be performed sooner than 14 days after all portions of structure walls and associated roof systems have been completed. The test shall consist of filling the structure with water to the maximum operating water surface. The rate of filling shall not exceed 24 inches of depth per day. All visible leakage shall be repaired.

B. Leakage Test and Repairs (for concrete hydraulic structures): After the structure has been filled, the water loss leakage test shall be performed as follows:

1. An initial water level reading shall be made. Seven days following the initial reading, a second reading shall be made.

2. The structure shall be considered to have passed the test if water loss during the 7-day period, as computed from the two water level readings, does not exceed 0.2 percent of the total volume of water in the structure, after allowance is made for evaporation loss.

3. If intermediate readings or observed leakage indicate that the allowable leakage will be exceeded, the test may be terminated before the end of the 7-day period and appropriate action taken to correct the problem before commencing a new 7-day test period.

Testing and Disinfection of Hydraulic Structures
Vernon Well No. 22 Equipment and Site Improvements Page 02667-3

4. Should the structure fail to pass the test, the test shall be repeated for up to 3 additional 7-day test periods.

5. If, at the end of 28 days, the structure still fails to pass the leakage test, the CONTRACTOR shall empty the structure as acceptable to the CITY and shall examine the exterior and interior for evidence of any cracking or other conditions that might be responsible for the leakage. Any cracks shall be repaired and sealed with polyurethane sealant in accordance with Section 03300. Any evidence of leakage shall be repaired. Following these operations, the CONTRACTOR shall again test the hydraulic structure. In the case of a reservoir, the retesting shall again be combined with disinfection, exclusive of the spraying operation.

C. Acceptance: The structure will not be accepted as completed until the water loss leakage test is passed and all visible leakage repaired.

3.4 TESTING OF APPURTENANT PIPING
A. Piping appurtenant to hydraulic structures shall be tested as specified in Section 02643.

3.5 DISINFECTION OF HYDRAULIC STRUCTURES AND APPURTENANT PIPELINES A. Disinfection of hydraulic structures shall be performed in accordance with the requirements of ANSI/AWWA C652 using a combination of chlorination Methods 2 and 3 as modified herein.

B. Chlorination: A strong chlorine solution (about 200 mg/l) shall be sprayed on all interior surfaces of the structure. Following this, the structure shall be partially filled with water to a depth of approximately one foot.

During the partial filling operation, a chlorine-water mixture shall be injected by means of a solution-feed chlorinating device in such a way as to give a uniform chlorine concentration during the entire filling operation. The point of application shall be such that the chlorine solution will mix readily with the inflowing water. The dosage applied to the water shall be sufficient to provide a chlorine residual of at least 50 mg/l upon completion of the partial filling operation. Precautions shall be taken to prevent the strong chlorine solution from flowing back into the lines supplying the water. After the partial filling has been completed, sufficient water shall be drained from the lower ends of appurtenant piping to ensure filling the lines with the heavily chlorinated water.

C. Retention Period: Chlorinated water shall be retained in the partially filled structure and appurtenant piping long enough to destroy all non-spore-forming bacteria, and in any event, for at least 24 hours. After the chlorine-treated water has been retained for the required time, the free chlorine residual in the structure and appurtenant piping shall be at least 25 mg/l. All valves shall be operated while the lines are filled with the heavily chlorinated water.

D. Final Filling of Structure: After the free chlorine residual has been checked, and has been found to satisfy the above requirement, the water level in the structure shall be raised to its final elevation by addition of [potable] water. Before final filling is commenced, the quantity of heavily-chlorinated water remaining in the structure after filling the piping shall, unless otherwise acceptable to the CONSTRUCTION MANAGER, be sufficient to produce a free chlorine residual of between 1 and 2 mg/l when the water level is raised to its final elevation.

After the structures have been filled, the strength of the chlorinated water shall be determined. If the free chlorine residual is less than 1 mg/l, an additional dosage shall be applied to the water in the structure. If the free chlorine residual is greater than 2 mg/l, the structure shall be partially emptied and additional [potable] water added to produce a free chlorine residual of 1 to 2 mg/l. In no case shall water be released prior to the expiration of the required retention period.

3.6 BACTERIOLOGICAL SAMPLING AND TESTING
A. Disinfected water storage facilities will be sampled and tested by the CITY in accordance with ANSI/AWWA C652.
- END OF SECTION -
Concrete Curbs, Gutters, and Sidewalks
Vernon Well No. 22 Equipment and Site Improvements Page 02772-1 SECTION 02772

CONCRETE CURBS, GUTTERS, AND SIDEWALKS
PART 1 – GENERAL

1.1 SUMMARY
A. Section Includes: Concrete curbs, gutters, sidewalks, driveways, access ramps, and alley intersections.

B. Related Sections:

1. Section 02200 - Earthwork.

2. Section 03150 - Concrete Accessories.

3. Section 03300 - Cast-In-Place Concrete.

1.2 SYSTEM DESCRIPTION
A. Performance Requirements: Construct various types of concrete curb, gutter, sidewalk, driveways, and alley intersections to dimensions and details indicated on the Drawings.

1.3 SUBMITTALS
A. Submittals shall be made in accordance with Section 01300 - Submittals.

B. Product Data: Submit data completely describing products.

C. Samples: Submit samples when requested.

PART 2 – PRODUCTS

2.1 MATERIALS
A. Concrete: 4000 psi, conforming to the applicable requirements of Section 03300.

B. Curb Finishing Mortar: 1 part Portland cement to two parts sand.

C. Form Release Material: Light oil or other releasing agent of type which does not discolor concrete or interfere with the application of finishing mortar to curb tops and faces.

D. Joint Materials:

1. Expansion: Comply with requirements as specified in Section 03150.

2. Construction: Steel dividers or plastic inserts.

PART 3 – EXECUTION

3.1 EXAMINATION
A. Verification of Conditions: Verify field conditions, including subgrade condition and interferences, before beginning construction.

Concrete Curbs, Gutters, and Sidewalks
Vernon Well No. 22 Equipment and Site Improvements Page 02772-2

3.2 PREPARATION
A. Surface Preparation:

1. Subgrade:
a. Construct and compact true to grades and lines indicated on the Drawings and requirements as specified Section 02200.
b. Remove soft or unsuitable material to depth of not less than 6 inches below subgrade elevation and replace with satisfactory material.

2. Forms and Subgrade: Water immediately in advance of placing concrete.

3.3 INSTALLATION
A. Special Techniques:

1. CONTRACTOR's Option:
a. Construct concrete curbs and gutters by conventional use of forms, or by means of curb and gutter machine when acceptable to the ENGINEER.
b. When use of machines designed specifically for work of this Section are accepted by the ENGINEER, results must be equal to or better than those produced by use of forms. c. Applicable requirements of construction that apply to use of forms also apply to use of machines.
d. Discontinue use of machines when results are not satisfactory to the ENGINEER.

B. Forms:

1. Carefully set to line and grade and securely stake in position forms conforming to dimensions of items to be constructed.

2. Thoroughly clean prior to each use and coat with form releasing material.

C. Expansion and Contraction Joints:

1. Expansion Joints:
a. Construct vertically, and at right angles to centerline of street and match joints in adjacent pavement or sidewalks.
b. Constructed at radius points, driveways, alley entrances, and at adjoining structures. c. Fill joints with expansion joint filler material.

2. Contraction Joints:
a. Constructed not more than 15 feet apart.
b. Make joints of construction joint material, scoring or saw cutting to depth of not less than 1-1/2 inches, and matching joints in adjacent pavement or sidewalk.

D. Concrete:

1. Placing:
a. Thoroughly spade concrete away from forms so that no rock pockets exist next to forms and so that no coarse aggregate will show when forms are removed.

2. Compacting:
a. Compact by mechanical vibrators accepted by the ENGINEER. b. Continue tamping or vibrating until mortar flushes to surface and coarse aggregate is below concrete surface.

3. Form Removal:
a. Front Form Faces: Do not remove before concrete has taken initial set and has sufficient strength to carry its own weight.
b. Gutter and Rear Forms: Do not remove until concrete has hardened sufficiently to prevent damage to edges. Take special care to prevent damage.

Concrete Curbs, Gutters, and Sidewalks
Vernon Well No. 22 Equipment and Site Improvements Page 02772-3

4. Finishing and Curing: Comply with requirements as specified in Section 03366 except as modified here:
a. As soon as curb face forms are stripped, apply finishing mortar to the top and face of curb and trowel to a smooth, even finish. Finish with fine haired broom in direction of work. b. Where curb is installed without integral gutter, extend finish 2 inches below grade. c. Edge concrete at expansion joints to 1/4-inch radius. d. Flow lines of gutters shall be troweled smooth 4 inches out from curb face for integral curb and gutter and 4 inches on both sides of flowline for gutters without curbs.

E. Backfilling: Unless otherwise specified, backfill behind curbs, gutters, or sidewalks with soil native to area and to lines and grades indicated on the Drawings.

3.4 FIELD QUALITY CONTROL
A. Tests:

1. Curbs and Gutters:
a. Test face, top, back, and flow line with 10-foot straight edge or curve template longitudinally along surface.
b. Correct deviations in excess of 1/4 inch.

2. Gutters:
a. Frequency of Testing: When required by the ENGINEER, where gutters have slope of 0.8 foot per hundred feet or less, or where unusual or special conditions cast doubt on capability of gutters to drain.
b. Test Method: Establish flow in length of gutter to be tested by supplying water from hydrant, tank truck, or other source.
c. Required Results:
1) 1 hour after supply of water is shut off, inspect gutter for evidence of ponding or improper shape.
2) In event water is found ponded in gutter to depth greater than 1/2 inch, or on adjacent asphalt pavement, correct defect or defects in manner acceptable to the ENGINEER without additional cost to the Contract.

3.5 ADJUSTING
A. Repair portions of concrete damaged while stripping forms or, when damage is severe, replace such work at no additional cost to the Contract. Evidence of repairs shall not be noticeable in the finished product.

B. Remove and replace sections of work deficient in depth or not conforming to requirements indicated on the Drawings and specified in the Specifications at no additional cost to the Contract. Removal and replacement shall be the complete section between two joints.
- END OF SECTION -

CONCRETE
DIVISION 03
City of Vernon Concrete Formwork
Vernon Well No. 22 Equipment and Site Improvements Page 03100-1 SECTION 03100

CONCRETE FORMWORK
PART 1 – GENERAL

1.1 THE REQUIREMENT
A. Furnish all materials for concrete formwork, bracing, shoring and supports and shall design and construct all falsework, all in accordance with the provisions of the Contract Documents.

1.2 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Codes: All codes, as referenced herein, as specified in Section 01090 - Reference Standards.

B. Government Standards:

PS 1 Construction and Industrial Plywood
PS 20 American Softwood Lumber Standard
C. Commercial Standards:

ACI 117 Standard Tolerances for Concrete Construction and Materials ACI 347 Guide to Formwork for Concrete
ACI 350R Environmental Engineering Concrete Structures

1.3 SUBMITTALS
A. Submittals shall be furnished in accordance with Section 01300 - Submittals.

B. Submittals shall include the following:

1. Proposed falsework showing general layout, sizes of members, anticipated stresses, grade of materials to be used in the falsework, means of protecting existing construction, which supports falsework, and typical soil conditions.

2. Form ties and all related accessories, including taper tie plugs, if taper ties are used.

3. Form gaskets.

4. Water stops

5. Joint location and pouring sequence.

1.4 QUALITY ASSURANCE
A. Tolerances: The variation from established grade or lines shall not exceed ¼-inch in 10 feet and there shall be no offsets or visible waviness in the finished surface. All other tolerances shall be within the tolerances of ACI 117 and ACI 350R.

B. Qualifications of Formwork Manufacturers: Use only forming systems manufactured by manufacturers having minimum 5 years’ experience, except as otherwise specified, or accepted in writing by the ENGINEER.

C. Regulatory Requirements: Install work of this Section in accordance with local, state, and federal regulations.

City of Vernon Concrete Formwork
Vernon Well No. 22 Equipment and Site Improvements Page 03100-2 PART 2 – PRODUCTS

2.1 GENERAL
A. Except as otherwise expressly accepted by the ENGINEER, all lumber brought on the job site for use as forms, shoring, or bracing shall be new material. All forms shall be smooth surface forms and shall be of the following materials:

1. Walls - Steel or plywood panel

2. Columns - Steel, plywood or fiber glass

3. Roof and floor - Plywood

4. All other work - Steel panels, plywood or tongue and groove lumber

2.2 FORM AND FALSEWORK MATERIALS
A. Materials for concrete forms, formwork and falsework shall conform to the following requirements:

1. Lumber shall be Douglas Fir or Southern Yellow Pine, construction grade or better, in conformance with U.S. Product Standard PS 20.

2. Plywood for concrete formwork shall be new, waterproof, synthetic resin bonded; exterior type Douglas Fir or Southern Yellow Pine plywood manufactured especially for concrete formwork and shall conform to the requirements of PS 1 for Concrete Forms, Class I, and shall be edge sealed.

3. Form materials shall be metal, wood, plywood or other approved material that will not adversely affect the concrete and will facilitate placement of concrete to the shape, form, line and grade shown. Metal forms shall be an approved type that will accomplish such results. Wood forms for surfaces to be painted shall be Medium Density Overlaid plywood, MDO Ext. Grade.

B. Unless otherwise shown, exterior corners in concrete members shall be provided with ¾-inch chamfers. Reentrant corners in concrete members shall not have fillets unless otherwise shown.

C. Forms and falsework to support the roof and floor slabs shall be designed for the total dead load, plus a live load of 50 psf (minimum). The minimum design load for combined dead and live loads shall be 100 psf.

2.3 FORM TIES
A. Form ties shall be provided with a plastic cone or other suitable means for forming a conical hole to insure that the form tie may be broken off back of the face of the concrete. The maximum diameter of removable cones for rod ties, or of other removable form-tie fasteners having a circular cross-section, shall not exceed 1½ inches; and all such fasteners shall be such as to leave holes of regular shape for reaming. Form ties for waterretaining structures shall have integral waterstops. Integral waterstops shall tightly fit the form tie so that they cannot be moved from mid-point of the tie. Form ties shall be Burke Penta-Tie System by The Burke Company; Richmond Snap-Tys by the Richmond Screw Anchor Company; or ENGINEER Approved Equal.

B. Removable taper ties may be used when approved by the ENGINEER. A preformed neoprene or polyurethane tapered plug sized to seat at the center of the wall shall be inserted in the hole left by the removal of the taper tie. Use Burke Taper-Tie System by The Burke Company; Taper-Ty by the Richmond Screw Anchor Company; or ENGINEER Approved Equal.

City of Vernon Concrete Formwork
Vernon Well No. 22 Equipment and Site Improvements Page 03100-3 PART 3 – EXECUTION

3.1 GENERAL
A. Forms to confine the concrete and shape it to the required lines shall be used wherever necessary. The CONTRACTOR shall assume full responsibility for the adequate design of all forms, and any forms, which are unsafe or inadequate in any respect, shall promptly be removed from the WORK and replaced at the CONTRACTOR's expense. Provide worker protection from protruding reinforcement bars in accordance with applicable safety codes. A sufficient number of forms of each kind shall be provided to permit the required rate of progress to be maintained. The design and inspection of concrete forms, falsework and shoring shall comply with applicable local, state and Federal regulations. Plumb and string lines shall be installed before concrete placement and shall be maintained during placement. Such lines shall be used by CONTRACTOR personnel and by the ENGINEER, shall be in sufficient number, and properly installed.

During concrete placement, the CONTRACTOR shall continually monitor plumb and string line form positions and immediately correct deficiencies.

B. Concrete forms shall conform to the shape, lines, and dimensions of members as called for on the Contract Drawings, and shall be substantial, free from surface defects, and sufficiently tight to prevent leakage. Forms shall be properly braced or tied together to maintain their position and shape under a load of freshly placed concrete. If adequate foundation for shores cannot be secured, trussed supports shall be provided.

3.2 FORM DESIGN
A. All forms shall be true in every respect to the required shape and size, shall conform to the established alignment and grade, and shall be of sufficient strength and rigidity to maintain their position and shape under the loads and operations incident to placing and vibrating the concrete. Suitable and effective means shall be provided on all forms for holding adjacent edges and ends of panels and sections tightly together and in accurate alignment to prevent the formation of ridges, fins, offsets or similar surface defects in the finished concrete. Plywood, 5/8-inch and greater in thickness, may be fastened directly to studding if the studs are spaced close enough to prevent visible deflection marks in the concrete. The forms shall be tight to prevent the loss of water, cement and fines during placing and vibrating of the concrete. Specifically, the bottom of wall forms that rest on concrete footings or slabs shall be provided with a gasket to prevent loss of fines and paste during placement and vibration of concrete. Such gasket may be a 1 to 1½-inch diameter polyethylene rod held in position to the underside of the wall form. Adequate clean-out holes shall be provided at the bottom of each lift of forms. The size, number and location of such clean-outs shall be as acceptable to the ENGINEER. Whenever concrete cannot be placed from the top of a wall form in a manner that meets the requirements of the Contract Documents, form windows shall be provided in, the size and spacing needed to allow placement of concrete to the requirements of Section 03300 - Cast-in-Place Concrete. The size, number and location of such form windows shall be as acceptable to the ENGINEER.

3.3 CONSTRUCTION
A. Vertical Surfaces: All vertical surfaces of concrete members shall be formed, except where placement of the concrete against the ground is shown. Not less than 1-inch of concrete shall be added to the thickness of the concrete member as shown where concrete is permitted to be placed against trimmed ground in lieu of forms.

Such permission will be granted only for members of comparatively limited height and where the character of the ground is such that it can be trimmed to the required lines and will stand securely without caving or sloughing until the concrete has been placed.

B. Construction Joints: Concrete construction joints will not be permitted at locations other than those shown or specified, except as may be acceptable to the ENGINEER. When a second lift is placed on hardened concrete, special precautions shall be taken in the way of the number, location, and tightening of ties at the top of the old lift and bottom of the new to prevent any unsatisfactory affect whatsoever on the concrete. Pipe stubs and anchor bolts shall be set in the forms where required.

City of Vernon Concrete Formwork
Vernon Well No. 22 Equipment and Site Improvements Page 03100-4 C. Form Ties:

1. Embedded Ties: Holes left by the removal of form tie cones shall be reamed with suitable toothed reamers to leave the surface of the holes clean and rough before being filled with mortar as specified for "Finish of Concrete Surfaces" in Section 03300 - Cast-in-Place Concrete. Wire ties for holding forms will not be permitted. No form-tying device or part thereof, other than metal, shall be left embedded in the concrete. Ties shall not be removed in such manner as to leave a hole extending through the interior of the concrete members. The use of snap-ties, which cause spalling of the concrete upon form stripping or tie removal, will not be permitted. If steel panel forms are used, rubber grommets shall be provided where the ties pass through the form in order to prevent loss of cement paste. Where metal rods extending through the concrete are used to support or to strengthen forms, the rods shall remain embedded and shall terminate not less than 1-inch back from the formed face or faces of the concrete.

2. Removable Ties: Where taper ties are approved for use, the larger end of the taper tie shall be on the wet side of walls in water retaining structures. After the taper tie is removed, the hole shall be thoroughly cleaned and roughened for bond. A precast neoprene or polyurethane tapered plug shall be located at the wall centerline. The hole shall be completely filled with non-shrink grout for water bearing and below-grade walls. The hole shall be completely filled with non-shrink or regular cement grout for above-grade walls, which are dry on both sides. Exposed faces of walls shall have the outer 2 inches of the exposed face filled with a cement grout, which shall match the color and texture of the surrounding wall surface or approved equal.

3.4 REUSE OF FORMS
A. Forms may be reused only if in good condition and only if acceptable to the ENGINEER. Light sanding between uses will be required wherever necessary to obtain uniform surface texture on all exposed concrete surfaces. Exposed concrete surfaces are defined as surfaces, which are permanently exposed to view. In the case of forms for the inside wall surfaces of hydraulic/water retaining structures, unused tie rod holes in forms shall be covered with metal caps or shall be filled by other methods acceptable to the ENGINEER.

3.5 REMOVAL OF FORMS
A. Careful procedures for the removal of forms shall be strictly followed, and this work shall be done with care to avoid injury to the concrete. No heavy loading on green concrete will be permitted. In the case of roof slabs and above-ground floor slabs, forms shall remain in place until test cylinders for the roof concrete attain a minimum compressive strength of 75% of the 28-day strength specified in Section 03300 - Cast-in-Place Concrete; provided, that no forms shall be disturbed or removed under an individual panel or unit before the concrete in the adjacent panel or unit has attained 75% of the specified 28-day strength and has been in place for a minimum of 7 days. The time required to establish said strength shall be as determined by the ENGINEER. The CONTRACTOR shall contract with a testing agency that will make several test cylinders for this purpose from concrete used in the first group of roof panels placed. If the time so determined is more than the 7-day minimum, then that time shall be used as the minimum length of time. Forms for all vertical walls of waterholding structures shall remain in place at least 36 hours after the concrete has been placed; or, timeframe based upon pre-approved CONTRACTOR pour schedule. Forms for all parts of the WORK not specifically mentioned herein shall remain in place for periods of time as recommended in ACI 347.

3.6 MAINTENANCE OF FORMS
A. Forms shall be maintained at all times in good condition, particularly as to size, shape, strength, rigidity, tightness and smoothness of surface. Forms, when in place, shall conform to the established alignment and grades. Before concrete is placed, the forms shall be thoroughly cleaned. The form surfaces shall be treated with a nonstaining mineral oil or other lubricant acceptable to the ENGINEER. Any excess lubricant shall be satisfactorily removed before placing the concrete. Where field oiling of forms is required, the CONTRACTOR shall perform the oiling at least two weeks in advance of their use. Care shall be exercised City of Vernon Concrete Formwork
Vernon Well No. 22 Equipment and Site Improvements Page 03100-5 to keep oil off the surfaces of steel reinforcement and other metal items to be embedded in concrete.

3.7 FALSEWORK
A. The CONTRACTOR shall be responsible for the design, engineering, construction, maintenance, and safety of all falsework, including staging, walkways, forms, ladders, and similar appurtenances, which shall equal or exceed the applicable requirements of the provisions of the OSHA Safety and Health Standards for Construction and the requirements specified herein.

B. All falsework shall be designed and constructed to provide the necessary rigidity and to support the loads.

Falsework for the support of a superstructure shall be designed to support the loads that would be imposed if the entire superstructure were placed at one time.

C. Falsework shall be placed upon a solid footing, safe against undermining, and protected from softening.

When the falsework is supported on timber piles, the maximum calculated pile loading shall not exceed 20 tons. When falsework is supported on any portion of the structure, which is already constructed, the load imposed by the falsework shall be spread, distributed and braced in such a way as to avoid any possibility of damage to the structure.
- END OF SECTION -
Reinforcement Steel
Vernon Well No. 22 Equipment and Site Improvements Page 03200-1 SECTION 03200

REINFORCEMENT STEEL
PART 1 – GENERAL

1.1 THE REQUIREMENT
A. Furnish, fabricate and place all concrete reinforcement steel, welded wire fabric, couplers, and concrete inserts for use in reinforced concrete construction and perform all appurtenant work, including installation of all the wires, clips, supports, chairs, spacers, and other accessories, all in accordance with the Contract Documents.

1.2 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Codes: All codes, as referenced herein are specified in Section 01090 - Reference Standards.

B. Commercial Standards:

ACI 315 Details and Detailing of Concrete Reinforcement ACI 318 Building Code Requirements for Reinforced Concrete CRSI MSP-1 Concrete Reinforcing Steel Institute Manual of Standard Practice AWS D1.4 Structural Welding Code - Reinforcing Steel
ASTM A 82 Specification for Steel Wire, Plain, for Concrete Reinforcement ASTM A 615 Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement ASTM A 775 Specification for Epoxy-Coated Reinforcing Steel Bars

1.3 SUBMITTALS
A. Submittals shall be furnished in accordance with Section 01300 - Submittals.

B. Submittals shall include shop bending diagrams, placing lists, drawings of all reinforcement steel prior to fabrication and mill test reports.

C. Details of the concrete reinforcement steel and concrete inserts shall be submitted at the earliest possible date after receipt by the CONTRACTOR of the Notice to Proceed. Said details of reinforcement steel for fabrication and erection shall conform to ACI 315 and the requirements specified and shown. The shop bending diagrams shall show the actual lengths of bars, to the nearest inch measured to the intersection of the extensions (tangents for bars of circular cross section) of the outside surface. The shop drawings shall include bar placement diagrams, which clearly indicate the dimensions of each bar splice.

D. Where mechanical couplers are required or permitted to be used to splice reinforcement steel, submit manufacturer's literature which contains instructions and recommendations for installation for each type of coupler used; certified test reports which verify the load capacity of each type and size of coupler used; and shop drawings which show the location of each coupler with details of how they are to be installed in the formwork.

E. If reinforcement steel is spliced by welding at any location, submit mill test reports, which shall contain the information necessary for the determination of the carbon equivalent as specified in AWS D1.4. Submit a written welding procedure for each type of weld for each size of bar which is to be spliced by welding; merely a statement that AWS procedures will be followed is not acceptable.

F. Submit all reinforcing product mill certificates.

Reinforcement Steel
Vernon Well No. 22 Equipment and Site Improvements Page 03200-2

1.4 QUALITY ASSURANCE
A. If requested by the ENGINEER, the CONTRACTOR shall provide samples from each heat of reinforcement steel delivered in a quantity adequate for testing. Costs of all tests will be paid by the CONTRACTOR.

B. If reinforcement steel is spliced by welding at any location, the CONTRACTOR shall submit certifications of procedure qualifications for each welding procedure used and certification of welder qualifications, for each welding procedure, and for each welder performing the work. Such qualifications shall be as specified in AWS D1.4.

C. If requested by the ENGINEER, the CONTRACTOR shall provide samples of each type of welded splice used in the WORK in a quantity and of dimensions adequate for testing. At the discretion of the ENGINEER, radiographic testing of direct butt-welded splices will be performed. The CONTRACTOR shall provide assistance necessary to facilitate testing. The CONTRACTOR shall repair any weld, which fails to meet the requirements of AWS D1.4. The costs of testing will be paid by the CONTRACTOR.

PART 2 – PRODUCTS

2.1 REINFORCEMENT STEEL
A. Reinforcement Steel for all cast-in-place reinforced concrete construction shall conform to the following requirements:

1. Bar reinforcement shall conform to the requirements of ASTM A 615 for Grade 60 Billet Steel Reinforcement or as otherwise shown.

2. Welded wire fabric reinforcement shall conform to the requirements of ASTM A 185 and the details shown; provided, that welded wire fabric with longitudinal wire of W4 size wire and smaller shall be either furnished in flat sheets or in rolls with a core diameter of not less than 10 inches; and provided further, that welded wire fabric with longitudinal wires larger than W4 size shall be furnished in flat sheets only.

3. Spiral reinforcement shall be cold-drawn steel wire conforming to the requirements of ASTM A 82.

B. Accessories:

1. Accessories shall include all necessary chairs, slab bolsters, concrete blocks, tie wires, dips, supports, spacers and other devices to position reinforcement during concrete placement. All bar supports shall meet the requirements of the CRSI Manual of Standard Practice including special requirements for supporting epoxy coated reinforcing bars. Wire bar supports shall be CRSI Class 1 for maximum protection with a 1/8-inch minimum thickness of plastic coating, which extends at least ½-inch from the concrete surface. Plastic shall be gray in color.

2. Concrete blocks (dobies), used to support and position reinforcement steel, shall have the same or higher compressive strength as specified for the concrete in which it is located. Wire ties shall be embedded in concrete block bar supports.

C. Epoxy coating for reinforcing and accessories, where specified or shown, shall conform to ASTM A 775.

2.2 MECHANICAL COUPLERS
A. Mechanical couplers shall be provided where shown and where approved by the ENGINEER. The couplers shall develop a tensile strength, which exceeds 125% of the yield strength of the reinforcement bars being spliced at each splice.

B. Where the type of coupler used is composed of more than one component, all components required for a complete splice shall be supplied. This shall apply to all mechanical splices, including those splices intended for future connections.

Reinforcement Steel
Vernon Well No. 22 Equipment and Site Improvements Page 03200-3 C. The reinforcement steel and coupler used shall be compatible for obtaining the required strength of the connection. Straight threaded type couplers shall require the use of the next larger size reinforcing bar or shall be used with reinforcing bars with specially forged ends which provide upset threads which do not decrease the basic cross section of the bar.

D. Couplers shall be Lenton Form Saver as manufactured by Erico Products; Dowel Bar Splicer System as manufactured by Richmond Screw Anchor Company; or ENGINEER approved equal.

2.3 WELDED SPLICES
A. Welded splices shall be provided where shown and where approved by the ENGINEER. All welded splices of reinforcement steel shall develop a tensile strength, which exceeds 125% of the yield strength of the reinforcement bars, which are connected.

B. All materials required to conform the welded splices to the requirements of AWS D1.4 shall be provided.

2.4 EPOXY GROUT
A. Epoxy for grouting reinforcing bars shall be specifically formulated for such application, for the moisture condition, application temperature and orientation of the hole to be filled. Epoxy grout shall meet the requirements found in Section 03315 - Grout.

PART 3 – EXECUTION

3.1 GENERAL
A. All reinforcement steel, welded wire fabric, couplers and other appurtenances shall be fabricated, and placed in accordance with the requirements of the Building Code and the Supplementary Requirements specified herein.

3.2 FABRICATION
B. General:

1. Reinforcement steel shall be accurately formed to the dimensions and shapes shown, and the fabricating details shall be prepared in accordance with ACI 315 and ACI 318, except as modified by the Contract Drawings. Stirrups and tie bars shall be bent around a pin having a diameter not less than 1½-inch for No. 3 bars, 2-inch for No. 4 bars, and 2½-inch for No. 5 bars. Bends for other bars shall be made around a pin having a diameter not less than 6 times the bar diameter, except for bars larger than 1-inch, in which case the bends shall be made around a pin of 8 bar diameters. Bars shall be bent cold.

2. The CONTRACTOR shall fabricate reinforcement bars for structures in accordance with bending diagrams, placing lists and placing drawings. Said drawings, diagrams and lists shall be prepared by the CONTRACTOR as specified under Section 01300 - Submittals.

C. Fabricating Tolerances: Bars used for concrete reinforcement shall meet the following requirements for fabricating tolerances:

1. Sheared length: + 1-inch

2. Depth of truss bars: + 0, - ½-inch

3. Stirrups, ties and spirals: + ½-inch

4. All other bends: + 1-inch

3.3 PLACING
A. Reinforcement steel shall be accurately positioned as shown, and shall be supported and wired together to prevent displacement, using annealed iron wire ties or suitable clips at intersections. All reinforcement steel Reinforcement Steel
Vernon Well No. 22 Equipment and Site Improvements Page 03200-4 shall be supported by concrete, plastic or metal supports, spacers or metal hangers, which are strong and rigid enough to prevent any displacement of the reinforcement steel. Where concrete is to be placed on the ground, supporting concrete blocks (or dobies) shall be used, in sufficient numbers to support the bars without settlement, but in no case shall such support be continuous. All concrete blocks used to support, reinforcement steel shall be tied to the steel with wire ties, which are embedded in the blocks. For concrete over formwork, the CONTRACTOR shall furnish concrete, metal, plastic or other acceptable bar chairs and spacers.

B. Limitations on the use of bar support materials shall be as follows:

1. Concrete Dobies: Permitted at all locations except where architectural finish is required.

2. Wire Bar Supports: Permitted only at slabs over dry areas, interior dry wall surfaces and exterior wall surfaces.

3. Plastic Bar Supports: Permitted at all locations except on grade.

C. Tie wires shall be bent away from the forms in order to provide the specified concrete coverage.

D. Bars additional to those shown which may be found necessary or desirable by the ENGINEER for the purpose of securing reinforcement in position shall be provided by the CONTRACTOR at its own expense.

E. Unless otherwise specified, reinforcement placing tolerances shall be within the limits specified in Section 7.5 of ACI 318 except where in conflict with the requirements of the Building Code.

F. Bars may be moved as necessary to avoid interference with other reinforcement steel, conduits or embedded items. If bars are moved more than one bar diameter, or enough to exceed the above tolerances, the resulting arrangement of bars shall be as acceptable to the ENGINEER.

G. Accessories supporting reinforcing bars shall be spaced such that there is no deflection of the accessory from the weight of the supported bars. When used to space the reinforcing bars from wall forms, the forms and bars shall be located so that there is no deflection of the accessory when the forms are tightened into position.

3.4 SPACING OF BARS
A. The clear distance between parallel bars (except in columns and between multiple layers of bars in beams) shall be not less than the nominal diameter of the bars nor less than 11/3 times the maximum size of the coarse aggregate, nor less than 1-inch.

B. Where reinforcement in beams or girders is placed in two (2) or more layers, the clear distance between layers shall be not less than one inch.

C. In columns, the clear distance between longitudinal bars shall be not less than 1½ times the bar diameter, nor less than 1½ times the maximum size of the coarse aggregate, nor less than 1½ inches.

D. The clear distance between bars shall also apply to the distance between a contact splice and adjacent splices or bars.

3.5 SPLICING
A. General:

1. Reinforcement bar splices shall only be used at locations shown. When it is necessary to splice reinforcement at points other than where shown, the character of the splice shall be as acceptable to the ENGINEER.

2. Unless, otherwise indicated, dowels shall match the size and spacing of the spliced bar.

Reinforcement Steel
Vernon Well No. 22 Equipment and Site Improvements Page 03200-5 C. Splices of Reinforcement:

1. The length of lap for reinforcement bars, unless otherwise shown shall be in accordance with ACI 318- 89, Section 12.15.1 for a Class B splice.

2. Splices in column spiral reinforcement, when necessary, shall be made by welding or by a lap of 1½ turns.

D. Bending or Straightening: Reinforcement shall not be straightened or rebent in a manner, which will injure the material. Bars with kinks or bends not shown shall not be used. All bars shall be bent cold, unless otherwise permitted by the ENGINEER. No bars partially embedded in concrete shall be field-bent except as shown or specifically permitted by the ENGINEER.

E. Couplers, which are located at a joint face, shall be a type, which can be set either flush or recessed from the face as shown. The couplers shall be sealed during concrete placement to completely eliminate concrete or cement paste from entering. Couplers intended for future connections shall be recessed a minimum of ½-inch from the concrete surface. After the concrete is placed, the coupler shall be plugged with plastic plugs, which have an O-ring seal and the recess filled with sealant to prevent any contact with water or other corrosive materials. Threaded couplers shall be plugged.

F. Unless noted otherwise, mechanical coupler spacing and capacity shall match the spacing and capacity of the reinforcing shown for the adjacent section.

3.6 CLEANING AND PROTECTION
A. Reinforcement steel shall at all times be protected from conditions conducive to corrosion until concrete is placed around it.

B. The surfaces of all reinforcement steel and other metalwork to be in contact with concrete shall be thoroughly cleaned of all dirt, grease, loose scale and rust, grout, mortar and other foreign substances immediately before the concrete is placed. Where there is delay in depositing concrete, reinforcement shall be reinserted and, if necessary recleaned.

3.7 EMBEDMENT OF DRILLED REINFORCING STEEL DOWELS
A. Hole Preparation:

1. The hole diameter shall be as recommended by the epoxy manufacturer but shall be no larger than

0.25-inch greater than the diameter of the outer surface of the reinforcing bar deformations.

2. The depth of the hole shall be as recommended by the epoxy manufacturer to fully develop the bar but shall not be less than 12 bar diameters, unless noted otherwise.

3. The hole shall be drilled by methods, which do not interfere with the proper bonding of epoxy.

4. Existing reinforcing steel in the vicinity, of proposed holes shall be located prior to drilling. The location of holes to be drilled shall be adjusted to avoid drilling through or nicking any existing reinforcing bars.

5. The hole shall be blown clean with clean, dry compressed air to remove all dust and loose particles.

6. Epoxy shall be injected into the hole through a tube placed to the bottom of the hole. The tube shall be withdrawn as epoxy is placed but kept immersed to prevent formation of air pockets. The hole shall be filled to a depth that insures that excess material will be expelled from the hole during dowel placement.

7. Dowels shall be twisted during insertion into the partially filled hole so as to guarantee full wetting of the bar surface with epoxy. The bar shall be inserted slowly enough to avoid developing air pockets. - END OF SECTION -
Joints in Concrete
Vernon Well No. 22 Equipment and Site Improvements Page 03290-1 SECTION 03290

JOINTS IN CONCRETE
PART 1 – GENERAL

1.1 THE REQUIREMENT
A. Construct all joints in concrete at the locations shown. Joints required in concrete structures are of various types and will be permitted only where shown, unless specifically accepted by the ENGINEER.

1.2 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Related Sections:

1. Section 01300 – Submittals

2. Section 01400 – Quality Control.

3. Section 03150 – Concrete Accessories
B. Commercial Standards:

ASTM C 920 Specifications for Elastomeric Joint Sealants ASTM D 412 Test Methods for Rubber Properties in Tension ASTM D 624 Test Method for Rubber Property -- Tear Resistance ASTM D 638 Test Method for Tensile Properties of Plastics ASTM D 746 Test Method for Brittleness Temperature of Plastics and Elastomers by Impact ASTM D 747 Test Method for Apparent Bending Modulus of Plastics by Means of a Cantilever Beam ASTM D 1056 Specification for Flexible Cellular Materials -- Sponge or Expanded Rubber ASTM D 1752 Specification for Preformed Sponge Rubber and Cork Expansion Joint Fillers for Concrete Paving and Structural Construction
ASTM D 2240 Test Method for Rubber Property -- Durometer Hardness ASTM D 2241 Specification for Poly (Vinyl Chloride) (PVC) Pressure-Rated Pipe (SDR-Series)

1.3 TYPES OF JOINTS
A. Construction Joints: Provide where shown on the plans. When fresh concrete is placed against a hardened concrete surface, the joint between the two (2) pours is called a construction joint. Unless otherwise specified, all joints in water bearing members shall be provided with a waterstop and sealant groove of the shape specified and shown. The space so formed shall be filled with a joint sealant material as specified in Section 07920 – Caulking and Joint Sealant.

B. Contraction Joints: Provide where shown on the plans. Contraction joints are similar to construction joints except that the fresh concrete shall not bond to the hardened surface of the first pour, which shall be coated with a bond breaker. The slab reinforcement shall be stopped 4½ inches from the joint; which is provided with a sleeve-type dowel, to allow shrinkage of the concrete of the second pour. Waterstop and/or sealant groove shall also be provided when specified or shown.

C. Expansion Joints: Provide where shown on the plans. To allow the concrete to expand freely, a space is provided between the two pours, the joint shall be formed as shown. This space is obtained by placing a filler joint material against the first pour, which acts as a form for the second pour. Unless otherwise specified, all expansion joints in water bearing members shall be provided with a waterstop as shown.

Joints in Concrete
Vernon Well No. 22 Equipment and Site Improvements Page 03290-2 D. The space so formed shall be filled with a joint sealant material as specified in Section 07920 – Caulking and Joint Sealant. In order to keep the two (2) walls or slab elements in line the joint shall also be provided with a sleeve-type dowel as shown.

E. Control Joints: The function of the control joint is to provide a weaker plane in the concrete, where shrinkage cracks will probably occur. A groove, of the shape and dimensions shown, is formed or saw-cut in the concrete. This groove is afterward filled with a joint sealant material as specified in Section 07920 – Caulking and Joint Sealant.

1.4 SUBMITTALS
A. Submittals shall be furnished in accordance with Section 01300 - Submittals.

B. Waterstops: Prior to production of the material required under this contract, qualification samples shall be submitted. Such samples shall consist of extruded or molded sections of each size or shape to be used, and shall be accomplished so that the material and workmanship represents in all respects the material to be furnished under this contract. The balance of the material to be used under this contract shall not be produced until after the ENGINEER has reviewed the qualification samples. As defined in Section 03150 - Concrete Accessories.

C. Joint Location: Submit placement shop drawings showing the location and type of all joints for each structure. Along with the associated pour sequence.

1.5 QUALITY ASSURANCE
A. Waterstop Inspection: It is required that all waterstop field joints shall be subject to rigid inspection, and no such work shall be scheduled or started without having made prior arrangements with the ENGINEER to provide for the required inspections. Not less than 24 hours’ notice shall be provided to the ENGINEER for scheduling such inspections.

B. All field joints in waterstops shall be subject to rigid inspection for misalignment, bubbles, inadequate bond, porosity, cracks, offsets and other defects, which would reduce the potential resistance of the material to water pressure at any point. All defective joints shall be replaced with material, which shall pass said inspection, and all faulty material shall be removed from the site and disposed of at no additional cost.

C. The following waterstop defects represent a partial list of defects, which shall be grounds for rejection:

1. Offsets at joints greater than 1/16-inch or 15% of material thickness, at any point, whichever is less.

2. Exterior crack at joint, due to incomplete bond, which is deeper than 1/16-inch or 15% of material thickness, at any point, whichever is less.

3. Any combination of offset or exterior crack which will result in a net reduction in the cross section of the waterstop in excess of 1/16-inch or 15% of material thickness at any point, whichever is less.

4. Misalignment of joint, which result in misalignment of the waterstop in excess of ½-inch in 10 feet.

5. Porosity in the welded joint as evidenced by visual inspection.

6. Bubbles or inadequate bonding which can be detected with a penknife test. (If, while prodding the entire joint with the point of a pen knife, the knife breaks through the outer portion of the weld into a bubble, the joint shall be considered defective.)
D. Waterstop Samples: Prior to use of the waterstop material in the field, a sample of a fabricated mitered cross and a tee constructed of each size or shape of material to be used shall be submitted to the ENGINEER for review. These samples shall be fabricated so that the material and workmanship represent in all respects the fittings to be furnished under this contract. Field samples of fabricated fittings (crosses, tees, etc.) may be selected at random by the ENGINEER for testing by a laboratory at no additional expense to the ENGINEER. When tested, they shall have a tensile strength across the joints equal to at least 600 psi.

E. Construction Joint Sealant: See Section 07920 – Caulking and Joint Sealant Joints in Concrete
Vernon Well No. 22 Equipment and Site Improvements Page 03290-3 PART 2 – PRODUCTS

2.1 PVC WATERSTOPS
A. General: As defined in Section 03150 – Concrete Accessories.

2.2 BACKING ROD
A. Backing rod shall be an extruded closed-cell, polyethylene foam rod. The material shall be compatible with the joint sealant material used and shall have a tensile strength of not less than 40 psi and a compression deflection of approximately 25% at 8 psi. The rod shall be 1/8-inch larger in diameter than the joint width except that a 1-inch diameter rod shall be used for a ¾-inch wide joint.

2.3 BOND BREAKER
A. Bond breaker shall be Super Bond Breaker as manufactured by Burke Company, San Mateo, California; Select Cure CRB as manufactured by Select Products Co., Upland, California; or ENGINEER approved equal. It shall contain a fugitive dye so that areas of application will be readily distinguishable. Provide where shown on the plans.

2.4 SLIP DOWELS
A. Slip dowels in joints shall be A36 smooth epoxy-coated bars, conforming to ASTM A 775. Provide where shown on the plans.

PART 3 – EXECUTION

3.1 GENERAL
A. Waterstops of the type specified herein shall be embedded in the concrete across joints as shown. All waterstops shall be fully continuous for the extent of the joint. Splices necessary to provide such continuity shall be accomplished in conformance to printed instructions of manufacturer of the waterstops. Suitable precautions and means to support and protect the waterstops during the progress of the work and shall repair or replace at its own expense any waterstops damaged during the progress of the work shall be taken. All waterstops shall be stored so as to permit free circulation of air around the waterstop material.

B. When any waterstop is installed in the concrete on one side of a joint, while the other half or portion of the waterstop remains exposed to the atmosphere for more than 2 days, suitable precautions shall be taken to shade and protect the exposed waterstop from direct rays of the sun during the entire exposure and until the exposed portion of the waterstop is embedded in concrete.

3.2 SPLICES IN WATERSTOPS
A. When applicable, splices in waterstops shall be performed by heat-sealing the adjacent waterstop sections in accordance with the manufacturer's printed recommendations. It is essential that:

1. The material not be damaged by heat sealing.

2. The splices have a tensile strength of not less than 60 percent of the unspliced materials tensile strength.

3. The continuity of the waterstop ribs and of its tubular center axis be maintained.

B. Butt joints of the ends of two (2) identical waterstop sections may be made while the material is in the forms.

C. All joints with waterstops involving more than two (2) ends to be jointed together, and all joints which involve an angle cut, alignment change, or the joining of two (2) dissimilar waterstop sections shall be prefabricated prior to placement in the forms, allowing not less than 24-inch long strips of waterstop material beyond the joint. Upon being inspected and approved, such prefabricated waterstop joint assemblies shall be installed in the forms and the ends of the 24-inch strips shall be butt welded to the straight run portions of waterstop in place in the forms.

Joints in Concrete
Vernon Well No. 22 Equipment and Site Improvements Page 03290-4 D. Where a centerbulb waterstop intersects and is jointed with a non-centerbulb waterstop, care shall be taken to seal the end of the centerbulb, using additional PVC material if needed.

3.3 JOINT CONSTRUCTION
A. Setting Waterstops: In order to eliminate faulty installation that may result in joint leakage, particular care shall be taken of the correct positioning of the waterstops during installation. Adequate provisions must be made to support and anchor the waterstops during progress and to insure the proper placement and or embedment in the concrete. The symmetrical halves of the waterstops shall be equally divided between the concrete pours at the joints. The center axis of the waterstops shall be coincident with the joint openings.

Maximum density and imperviousness of the concrete shall be insured by thoroughly working it near all joints.

B. In placing flat-strip hydrotite waterstops in the forms, means shall be provided to prevent them from being folded over by the concrete as it is placed. Unless otherwise shown, all hydrotite waterstops shall be held in place with light wire ties on 12-inch centers, which shall be passed through the edge of the hydrotite waterstop and tied to the curtain of reinforcing steel. Horizontal hydrotite waterstops, with their flat face in a vertical plane, shall be held in place with continuous supports to which the top edge of the hydrotite waterstop shall be tacked. In placing concrete around horizontal hydrotite waterstops, with their flat face in a horizontal plane, concrete shall be worked under the hydrotite waterstops by hand so, as to avoid the formation of air and rock pockets.

C. In placing centerbulb waterstops in expansion joints, the centerbulb shall be centered on the joint filler material.

D. Waterstop in vertical wall joints shall stop 6 inches from the top of the wall where such waterstop does not connect with any other waterstop and is not to be connected to for a future concrete placement.

E. Joint Location: Construction joints, and other types of joints, shall be provided where shown. When not shown, construction joints shall be provided at 25-foot maximum spacing for all concrete construction, unless noted otherwise. Where joints are shown spaced greater than 40-feet apart, additional joints shall be provided to maintain the 25-foot maximum spacing. The location of all joints, of any type, shall be submitted for acceptance by the ENGINEER.

F. Joint Preparation: Special care shall be used in preparing concrete surfaces at joints where bonding between two (2) sections of concrete is required. Unless otherwise shown, such bonding will be required at all horizontal joints in walls. Surfaces shall be prepared in accordance with the requirements of Section 03300 - Cast-in-Place Concrete. Except on horizontal wall construction joints, wall to slab joints or where otherwise shown or specified, at all joints where waterstops are required, the joint face of the first pour shall be coated with a bond breaker as shown on the plans.

G. Construction Joint Sealant: Construction joints in water-bearing floor slabs, and elsewhere as shown, shall be provided with tapered grooves, which shall be filled with a construction joint sealant. The material used for forming the tapered grooves shall be left in the grooves until just before the grooves are cleaned and filled with joint sealant. After removing the forms from the grooves, all laitance and fins shall be removed, and the grooves shall be sandblasted. The grooves shall be allowed to become thoroughly dry, after which they shall be blown out; immediately thereafter, install the joint sealant per Section 07920 – Caulking and Joint Sealant they shall be primed, bond breaker tape placed in the bottom of the groove, and filled with the construction joint sealant. The primer used shall be supplied by the same manufacturer supplying the sealant. No sealant will be permitted to be used without a primer. Care shall be used to completely fill the sealant grooves. Areas designated to receive a sealant fillet shall be thoroughly cleaned, as outlined for the tapered grooves, prior to application of the sealant.
- END OF SECTION -
Cast-In-Place Concrete
Vernon Well No. 22 Equipment and Site Improvements Page 03300-1 SECTION 03300

CAST-IN-PLACE CONCRETE
PART 1 – GENERAL

1.1 THE REQUIREMENT
A. Furnish all materials for concrete in accordance with the provisions of this Section and form, mix, place, cure, repair, finish, and do all other work as required to produce finished concrete, in accordance with the requirements of the Contract Documents.

B. The following types of concrete are covered in this Section:

1. Structural Concrete: Concrete to be used in all cases except where indicated otherwise in the Contract Documents.

2. Sitework Concrete: Concrete to be used for curbs, gutters, catch basins, sidewalks, pavements, fence and guard post embedment, underground duct bank encasement and all other concrete appurtenant to electrical facilities unless otherwise indicated.

3. Lean Concrete: Concrete to be used for thrust blocks, pipe trench cut-off blocks and cradles that are detailed on the Drawings as un-reinforced. Lean concrete shall be used as protective cover for dowels intended for future connection.

C. The term "hydraulic structure" used in these specifications means environmental engineering concrete structures for the containment, treatment or transmission of water, wastewater or other fluids.

1.2 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Related Sections:

1. Section 01300 – Submittals.

2. Section 01400 – Quality Control

3. Section 03100 – Concrete Formwork

4. Section 03200 – Reinforcement Steel

5. Section 03290 – Joints in Concrete.

6. Section 03315 – Grout

7. Section 03931 – Epoxy Injection System

8. Section 03936 – Water Leakage Test for Concrete Structures B. Commercial Standards:

ACI 117 Standard Tolerances for Concrete Construction and Materials ACI 214 Recommended Practice for Evaluation of Strength Test Results of Concrete ACI 301 Structural Concrete for Buildings
ACI 306.1 Cold Weather Concreting
ACI 309 Consolidation of Concrete
ACI 315 Details and Detailing of Concrete Reinforcement ACI 318 Building Code Requirements for Reinforced Concrete ACI 350R Environmental Engineering Concrete Structures
ASTM C 31 Practices for Making and Curing Concrete Test Specimens in the Field Cast-In-Place Concrete
Vernon Well No. 22 Equipment and Site Improvements Page 03300-2 ASTM C 33 Concrete Aggregates
ASTM C 39 Test Method for Compressive Strength of Cylindrical Concrete Specimens ASTM C 94 Ready-Mixed Concrete
ASTM C 136 Method for Sieve Analysis of Fine and Coarse Aggregates ASTM C 143 Test Method for Slump of Hydraulic Cement Concrete ASTM C 150 Portland Cement
ASTM C 156 Test Methods for Water Retention by Concrete Curing Materials ASTM C 157 Test Method for Length Change of Hardened Hydraulic Cement Mortar and Concrete ASTM C 192 Practices for Making and Curing Concrete Test Specimens in the Laboratory ASTM C 260 Air-Entraining Admixtures for Concrete
ASTM C 309 Liquid Membrane-Forming Compounds for Curing Concrete ASTM C 494 Chemical Admixtures for Concrete
ASTM C 1077 Practice for Laboratories Testing Concrete and Concrete Aggregates for use in Construction & Criteria for Laboratory Evaluation
ASTM D 175 Preformed Expansion Joint Fillers for Concrete Paving and Structural Construction (Non-extruding and Resilient Bituminous Types)
ASTM D 448 Classifications for Sizes of Aggregate for Road and Bridge Construction ASTM D 2419 Test Method for Sand Equivalent Value of Soils and Fine Aggregate ASTM E 119 Method for Fire Tests of Building Construction and Materials

1.3 SYSTEM DESCRIPTIONS
A. Performance Requirements:

1. General:
a. Except as otherwise specified, provide concrete composed of Portland cement, aggregate, and water so proportioned and mixed as to produce plastic, workable mixture in accordance with requirements as specified in this Section and suitable to specific conditions of placement. b. Proportion materials in a manner such as to secure lowest water-cement ratio which is consistent with good workability, plastic, cohesive mixture, and one which is within specified slump range. c. Proportion fine and coarse aggregate in a manner such as not to produce harshness in placing nor honeycombing in structures.

2. Water tightness of Concrete Work: It is intent of this Section to secure for every part of the Work concrete and grout of homogeneous structure, which when hardened will have required strength, water tightness, and durability. As provided in ACI 350.1/350.1R Concrete for Environmental Structures. a. It is recognized that some surface hairline cracks and crazing will develop in the concrete surfaces. b. Construction, contraction, and expansion joints have been positioned in structures as indicated on the Drawings, and curing methods specified, for purpose of reducing number and size of these expected from specified concrete mixes.
c. Watertight: Repair cracks as described in this Section which develop in walls or slabs and repair cracks which show any signs of leakage until all leakage is stopped. d. If patching does not stop the leakage and at the engineer’s discretion the installing CONTRACTOR shall pressure inject visible cracks, other than hairline cracks and crazing, in following areas with epoxy as specified in Section 03931. 1) Floors and walls of water bearing structures.
2) Walls and overhead slabs of passageways or occupied spaces, outsides of which are exposed to weather or may be washed down and are not specified to receive separate waterproof membrane.

Cast-In-Place Concrete
Vernon Well No. 22 Equipment and Site Improvements Page 03300-3 3) Other Items Not Specified to Receive Separate Waterproof Membrane: Slabs over water channels, wet walls, reservoirs, and other similar surfaces.

3. Workmanship and Methods: Provide concrete work, including detailing of reinforcing, conforming with best standard practices and as set forth in ACI 318, Manuals, and Recommended Practices.

1.4 SUBMITTALS
A. Submittals shall be furnished in accordance with Section 01300 - Submittals.

B. Product Data: Submit data completely describing products.

C. Information on Heating Equipment to Be Used for Cold Weather Concreting: Submit information on type of equipment to be used for heating materials and/or new concrete in process of curing during excessively cold weather.

D. For conditions that promote rapid drying of freshly placed concrete such as low humidity, high temperature, and wind: Submit corrective measures proposed for use prior to placing concrete.

E. Copies of Tests of Concrete Aggregates: Submit certified copies in triplicate of commercial laboratory tests not more than 90 days old of all samples of concrete aggregates.

1. Fine Aggregate:
a. Clay lumps.
b. Reactivity.
c. Shale and chert.
d. Soundness.
e. Color.
f. Decantation.

2. Coarse Aggregate:
a. Clay lumps and friable particles.
b. Reactivity.
c. Shale and chert.
d. Soundness.
e. Abrasion loss.
f. Coal and lignite.
g. Materials finer than 200 sieve.

F. Sieve Analysis: Submit sieve analysis of fine and coarse aggregates being used in triplicate at least every 3 weeks and at any time there is significant change in grading of materials.

G. Concrete Mixes: Submit full details, including mix design calculations for concrete mixes proposed for use for each class of concrete.

1. Include information on correction of batching for varying moisture contents of fine aggregate.

2. Submit source quality test records with mix design submittal. a. Include calculations for f’c based on source quality test records.

H. If There is Change in Aggregate Source, Aggregate Quality from Same Source: Submit new set of design mixes covering each class of concrete.

I. If Either Fine or Coarse Aggregate Is Batched from More than One Bin: Submit analyses for each bin, and composite analysis made up from these, using proportions of materials to be used in mix.

J. Cement Mill Tests: Include alkali content, representative of each shipment of cement for verification of compliance with specified requirements.

K. Pozzolan Certificate of Compliance: Identify source of pozzolan and certify compliance with requirements of ASTM C 618.

Cast-In-Place Concrete
Vernon Well No. 22 Equipment and Site Improvements Page 03300-4 L. Information on mixing equipment.

M. Drying shrinkage test data.

N. Packing and Shipping:

1. Deliver, store, and handle concrete materials in manner as to prevent damage and inclusion of foreign substances.

2. Deliver and store packaged materials in original containers until ready for use.

3. Deliver aggregate to mixing site and handle in such a manner that variations in moisture content will not interfere with steady production of concrete of specified degree of uniformity and slump.

O. Acceptance at Site: Reject material containers or materials showing evidence of water or other damage.

P. Test Batch Test Data:

1. Submit data for each test cylinder.

2. Submit data that identifies mix and slump for each test cylinder.

Q. Sequence of Concrete Placing: Submit proposed sequence of placing concrete showing proposed beginning and ending of individual placements.

R. Ties to be used and the tie hole patching procedure and methods and materials.

S. Curing Compound Other than Specified Compound: Submit complete data on proposed compound.

T. Repair of Defective Concrete: Submit mix design for grout or product data if mixed onsite.

U. Acceptance of Method of Concrete Repair: Make no repair until the ENGINEER has accepted method.

1.4 QUALITY ASSURANCE
A. General

1. Manufacturer Qualifications: A firm experienced in manufacturing ready-mixed concrete products and that complies with ASTM C 94/C 94M requirements for production facilities and equipment.

2. Tests for compressive strength and shrinkage of concrete shall be performed as indicated herein. Test for determining slump will be in accordance with the requirements of ASTM C 143.

3. The cost of all laboratory tests on concrete will be borne by the CONTRACTOR. The laboratory will meet or exceed the requirements of ASTM C 1077.

4. Concrete for testing shall be supplied by the CONTRACTOR at no additional cost to the CONTRACTOR, and the CONTRACTOR shall assist the ENGINEER in obtaining samples, and disposal and cleanup of excess material.

B. Field Testing of Concrete:

1. During progress of construction, the CONTRACTOR will have tests made to determine whether the concrete, as being produced, complies with requirements specified.

2. Tests will be performed in accordance with ASTM C 31, ASTM C 39, and ASTM C 172.

3. The testing company will make and deliver test cylinders to the laboratory and testing expense will be borne by the CONTRACTOR.

4. Required Number Cylinders:
a. Not less than 3 cylinder specimens, 6 inch diameter by 12 inch long, will be tested for each 150 cubic yards of each class of concrete placed and not less than 3 specimens for each half day’s placement.
b. One cylinder will be broken at 7 days and 2 at 28 days.

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Vernon Well No. 22 Equipment and Site Improvements Page 03300-5

5. The Testing Agency shall:
a. Test slump of concrete using slump cone in accordance with the requirements of ASTM C143. b. Furnish test equipment.
c. Do not use the concrete that does not meet specification requirements in regards to slump, but remove such concrete from project site.
d. Test slump at the beginning of each placement, as often as necessary to keep slump within the specified range, and when requested to do so by the ENGINEER. e. Make provisions for and furnish concrete for test specimens, and provide manual assistance to the ENGINEER in preparing said specimens.
f. Assume responsibility for care of and providing of curing conditions for test specimens in accordance with ASTM C 31.

C. Enforcement of Strength Requirement:

1. Concrete is expected to reach higher compressive strength than that which is indicated on the drawings and herein as specified compressive strength f’c.

2. Strength Level of Concrete: Will be considered acceptable if the following conditions are satisfied.
g. Average of all sets of 3 consecutive test results is greater or equal to specified compressive strength f’c.
h. No individual strength test (average of 2 cylinders) falls below specified compressive strength f’c by more than 500 pounds per square inch.
i. Whenever one, or both, of 2 conditions stated above is not satisfied, provide additional curing of affected portion followed by cores taken in accordance with ASTM C 42 and ACI 318 and comply with the following requirements.
1) If additional curing does not bring average of 3 cores taken in affected area to at least specified compressive strength f’c, designate such concrete in affected area as defective. 2) The ENGINEER may require the CONTRACTOR to strengthen defective concrete by means of additional concrete, all at the CONTRACTOR’s expense.

D. Construction Tolerances: The CONTRACTOR shall set and maintain concrete forms and perform finishing operations to ensure that the completed WORK is within tolerances. Surface defects and irregularities are defined as finishes and are to be distinguished from tolerances. Tolerance is the permissible variation from lines, grades, or dimensions indicated on the Drawings. Where tolerances are not stated in the specifications, permissible deviations will be in accordance with ACI 117.

1. The following construction tolerances apply to finished walls and slab unless otherwise indicated:

Item Tolerance
Variation of the constructed linear outline In 10 feet: ¼-inch; from the established position in plan. In 20 feet or more: ½-inch Variation from the level or from the grades In 10 feet: ¼-inch shown. In 20 feet or more: ½-inch
Variation from the plumb In 10 feet: ¼-inch;
In 20 feet or more: ½-inch
Variation in the thickness of slabs and walls. Minus ¼-inch; Plus ½-inch
Variation in the locations and sizes of slabs Plus or minus ¼-inch and wall openings
Variation in weirs hydraulic control structures Max deviation in elevation ¼ inch (total) Cast-In-Place Concrete
Vernon Well No. 22 Equipment and Site Improvements Page 03300-6

1.5 PROJECT CONDITIONS
A. Environmental Requirements:

1. Hot weather concreting:
a. When Ambient Air Temperature Is Above 90 Degrees Fahrenheit: Prior to placing concrete, cool forms and reinforcing steel to by water cooling to below 90 degrees Fahrenheit. b. Temperature of Concrete Mix at Time of Placement: Keep temperature below 90 degrees Fahrenheit by methods which do not impair quality of concrete.

2. Cold Weather Concreting:
a. Concrete placed below ambient air temperature of 45 degrees Fahrenheit and falling or below 40 degrees Fahrenheit: Make provision for heating water. b. If materials have been exposed to freezing temperatures to degree that any material is below 35 degrees Fahrenheit: Heat such materials.
c. Heating Water, Cement, or Aggregate Materials:
1) Do not heat in excess of 160 degrees Fahrenheit.
d. Protection of Concrete in Forms:
2) Protect by means of covering with tarpaulins, or other acceptable covering. 3) Provide means for circulating warm moist air around forms in manner to maintain temperature of 50 degrees Fahrenheit for at least 5 days.

3. For conditions that promote rapid drying of freshly placed concrete such as low humidity, high temperature, and wind: Take corrective measures to minimize rapid water loss from concrete. a. Furnish and use sufficient number of maximum and minimum self-recording thermometers to adequately measure temperature around concrete.

1.6 SEQUENCING AND SCHEDULING
A. Schedule placing of concrete in such a manner as to complete any single placing operation to construction, contraction, or expansion joint.

PART 2 – PRODUCTS

2.1 CONCRETE MATERIALS
A. Aggregate

1. General:
a. Provide concrete aggregates that are sound, uniformly graded, and free of deleterious material in excess of allowable amounts specified.
b. Grade aggregate in accordance with ASTM D 75 and C 136. c. Provide unit weight of fine and coarse aggregate which produces in place concrete with weight of not less than 140 pounds per cubic foot.

B. Fine Aggregate:

1. Provide fine aggregate for concrete or mortar consisting of clean, natural sand or of sand prepared from crushed stone or crushed gravel.

2. Do not provide aggregate having deleterious substances in excess of the following percentages by weight of contaminating substances. In no case shall total exceed percent listed.

Item Test Method Percent
Removed by decantation (dirt, silt, etc.) ASTM C 117 3
Shale or Chert ASTM C 295 1
Clay Lumps ASTM C 142 1

3. Except as otherwise specified, grade fine aggregate from coarse to fine in accordance with requirements of ASTM C 33.

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Vernon Well No. 22 Equipment and Site Improvements Page 03300-7 C. Coarse Aggregate:

1. General: Provide coarse aggregate consisting of gravel or crushed stone made up of clean, hard, durable particles free from calcareous coatings, organic matter, or other foreign substances.

2. Weight: Not exceeding 15 percent, for thin or elongated pieces having length greater than 5 times average thickness.

3. Deleterious Materials: Not in excess of following percentages by weight, and in no case having total of all deleterious substances exceeding 2 percent.

Item Test Method Percent
Shale or chert ASTM C 295 1
Coal and lignite ASTM C 123 ¼
Clay Lumps and friable particles ASTM C 142 ¼
Materials finer than Number 200 sieve ASTM C 117 ½*
Note:
(*) Except when material finer than Number 200 sieve consists of crusher dust, maximum amount shall be 1 percent>

4. Grading:
a. Aggregate: As specified in ASTM C 33, Size Number 57, except as otherwise specified or authorized in writing by the ENGINEER.
b. Aggregate for Concrete for Encasement of Electrical Conduits:
1) Graded as specified in ASTM C 33, Size Number 8.
2) Provide concrete utilizing this aggregate equal to 2500 psi concrete in all other respects, and is designated as Class CE.

D. Portland Cement:

1. General: Conform to specifications and tests for ASTM C 150, Types II or III, Low alkali, except as specified otherwise.

2. Low Alkali Portland: Have total alkali containing not more than 0.60 percent.

3. Exposed Concrete in Any Individual Structure: Use only one brand of Portland cement.

4. Cement for Finishes: Provide cement from the same source and of same type as concrete to be finished.

E. Admixtures:

1. General:
a. Do not use admixtures of any type, except as specified, unless written authorization has been obtained from the ENGINEER.
b. Compatible with concrete and other admixtures.
c. Do not use admixtures containing chlorides calculated as chloride ion in excess of 0.5 percent by weight.
d. Use in accordance with manufacturer’s recommendations and add each admixture to concrete mix separately.

2. Water Reducing Admixture:
a. May be used at the CONTRACTOR’s option.
b. Conform to ASTM C 494, Type A or Type D.
c. Not contain air entraining agents.
d. Liquid form before adding to the concrete mix.
e. No decrease in cement is permitted as result of use of water reducing admixture.

3. Superplasticizers or Flyash: Are not to be used without acceptance by ENGINEER.

F. Water:

1. Water for Concrete, Washing Aggregate, and Curing Concrete: Clean and free from oil and deleterious amounts of alkali, acid, organic matter, or other substances.

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2. Chlorides and Sulfate Ions:
a. Water for Conventional Reinforced Concrete: Use water not containing more than 1,000 (mg/L) of chlorides calculated as chloride ion, no more than 1,000 (mg/L) of sulfates calculated as sulfate ion.
b. Water for Pre-stressed or Post-tensioned Concrete: Use water not containing more than 650 (mg/L) milligrams per liter of chlorides calculated as chloride ion, nor more than 800 (mg/l) of sulfates calculated as sulfate ion.

G. Conduit Encasement Coloring Agent:

1. Color: Red color concrete used for encasement of electrical ducts, conduits, and similar type items.

2. Manufacturers: One of the following or equal.
a. Frank D, Davis Company, Red Oxide Number 117.
b. I. Reiss Company, Inc., equivalent product.

3. Conduit Encasement Concrete: Mix into each cubic yard of concrete 10 pounds of coloring agent.

H. Keyway Material: Lumber.

I. All curing compounds shall be white pigmented and resin based conforming to ASTM C 309, Type D.

Sodium silicate compounds shall not be allowed. Concrete curing compound shall be Kurez by Euclid Chemical Company; MB-429 as manufactured by Mater Builders; L&M Cure R; or equal. Water based resin curing compounds shall be used only where local air quality regulations prohibit the use of a solvent based compound. Water based curing compounds shall be Aqua-Cure by Euclid Chemical Company; Masterkure-W by Master Builders; L&M Cure R-2; or equal.

J. Manufacturers: One of the following or equal.

1. WR Meadows

2. CGM Incorporated
K. Plastic Membrane Curing: Use polyethylene film.

1. Color: White

2. Thickness: Minimum 6 mils.

3. Loss of Moisture: Not to exceed 0.055 grams per square centimeter of surface when tested in accordance with ASTM C 156.

2.2 CONCRETE DESIGN REQUIREMENTS
A. General: Concrete shall be composed of cement, admixtures, aggregates, and water of the qualities indicated.

The exact proportions in which these materials are to be used for different parts of the work will be determined during the trial batch. In general, the mix shall be designed to produce a concrete capable of being deposited so as to obtain maximum density and minimum shrinkage, and, where deposited in forms, to have good consolidation properties and maximum smoothness of surface. The aggregate gradations shall be formulated to provide fresh concrete that will not promote rock pockets around reinforcing steel or embedded items. The proportions shall be changed whenever necessary or desirable to meet the required results at no additional cost to the CONTRACTOR. All changes shall be subject to review by the ENGINEER.

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Vernon Well No. 22 Equipment and Site Improvements Page 03300-9 C. Fine Aggregate Composition: In mix designs for structural concrete, the percentage of fine aggregate in total aggregate by weight, shall be as indicated in the following table.

Fine Aggregate
Fineness Modulus Maximum Percent

2.7 or less 41

2.7 to 2.8 42

2.8 to 2.9 43

2.9 to 3.0 44
For other concrete, the maximum percentage of fine aggregate of total aggregate, by weight, shall not exceed

50. D. Water-Cement Ratio and Compressive Strength: Concrete shall have the following minimum properties unless noted otherwise on the plans:

Min 28-Day Max Minimum Non Air
Compr. Size Cement Max W/C
Strength Aggregate per cu yd Ratio
Type of Work (psi) (in) (lbs) (by weight)
Structural Concrete: 5,000 1 564 *
4,500 1 564 .038
4,000 1 564 0.45
Pea Gravel Mix 4,000 3/8 752 0.40
Sitework concrete 3,000 1 470 0.50
Lean concrete 2,000 1 376 0.60
NOTES: See the Structural Plan notes for strength application and location.

1. The CONTRACTOR is cautioned that the limiting parameters above are not a mix design. Additional cement or water reducing agent may be required to achieve workability required by the CONTRACTOR's construction methods and aggregates. The CONTRACTOR is responsible for providing concrete with the required workability.

2. *For strengths above 4500 psi (non-air) concrete proportions shall be established from either existing field data or trial mixes. This information shall be submitted by the ready mix company through the CONTRACTOR for review by the ENGINEER before it will be approved. The average compressive strength from the test record must equal or exceed the ACI 318 requirements for average compressive strength.

E. Adjustments to Mix Design: The mixes shall be changed whenever such change is necessary or desirable to secure the required strength, density, workability, and surface finish, and the CONTRACTOR shall be entitled to no additional compensation because of such changes.

2.3 CONSISTENCY
A. The quantity of water in a batch of concrete shall be just sufficient, with a normal mixing period, to produce a concrete which can be worked properly into place without segregation and which can be compacted by vibratory methods to give the desired density, impermeability, and smoothness of surface. The quantity of water shall be changed as necessary, with variations in the nature or moisture content of the aggregates, to maintain uniform production of a desired consistency. The consistency of the concrete in successive batches shall be determined by slump tests in accordance with ASTM C 143. The slumps shall be as follows:

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Vernon Well No. 22 Equipment and Site Improvements Page 03300-10 Part of Work Slump (in)
All concrete, unless indicated otherwise 3 inches plus or minus 1-inch With high range water reducer added 7 inches plus or minus 2 inches Pea gravel mix 7 inches plus or minus 2 inches
Ductbanks 5 inches plus or minus 1-inch

2.4 MIXES
A. Measurements of Materials:

1. Measure materials by weighing, except as otherwise specified or where other methods are specifically authorized in writing by the ENGINEER.

2. Furnish apparatus for weighing aggregates and cement that is suitably designed and constructed for this purpose.

3. Accuracy of Weighing Devices: Furnish devices that have capability of providing successive quantities of individual material that can be measured to within one percent of desired amount of that material.

4. Measuring or Weighing Devices: Subject to review by the ENGINEER, and bear valid seal of the Sealer of Weights and Measures having jurisdiction.

5. Weighing Cement:
a. Weigh cement separately.
b. Cement in Unbroken Standard Packages (Sacks): Need not be weighed. c. Bulk Cement and Fractional Packages: Weigh such cement.

6. Mixing Water: Measured by volume or by weight.

B. Concrete Proportions and Consistency:

1. Concrete Consistency and Composition:
a. Provide concrete that can be worked readily into corners and angles of forms and around reinforcement without excessive vibration and without permitting materials to segregate or free water to collect on surface.
b. Prevent unnecessary or haphazard changes in consistency of concrete.

2. Ratio of Coarse Aggregate to Fine Aggregate: Not less than 1.0 nor more than 2.0 for all concrete Classes, with exception of Class CE.

3. Aggregate:
a. Obtain aggregate from source which is capable of providing uniform quality, moisture content, and grading during any single day’s operation.

4. Concrete Mix Water to Cement Ratio, Minimum Cement Content, and Slump Range:

Conform to values specified in Table A in this Section.

5. Concrete Batch Weighs: Control and adjust so as to secure maximum yield, and at all times maintain proportions of concrete mix within specified limits.

6. Mixture Modification: If required, by the ENGINEER, modify mixture within limits set forth in this Section.

C. Concrete Mixes:

1. Proportioning of Concrete Mix: Proportion mixes on required average on compressive strength f’c as defined in the contract documents.

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2. Mixes:
a. Adjusting of Water: After acceptance, do not change mixes without acceptance by ENGINEER, except that at all times adjust batching of water to compensate for free moisture content of fine aggregate.
b. Total Water Content of Each Concrete Class: Not exceed those specified in Table A of this Section.
c. Checking Moisture Content of Fine Aggregate: Furnish satisfactory means at batching plant for checking moisture content of fine aggregate.

3. Change in Mixes: Undertake new trial batch and test program as specified in this Section.

D. Hand Mixed Concrete:

1. Hand mix concrete only when acceptable to the ENGINEER.

2. Prepare hand mixed concrete on watertight, level platform in batches not to exceed 1/3 cubic yard each.

3. Aggregate:
a. First spread required amount of coarse aggregate on platform in an even and uniform layer, and then over such aggregate spread proper proportion of fine aggregate. b. Combined Depth of Both Such Layers: Not be greater than one foot.

4. Cement:
a. First evenly spread required quantity of cement over fine aggregate. b. Then turn entire batch with shovels at least twice before adding water.

5. Water:
a. Then uniformly sprinkle or spray proper amount of water over batched materials. b. Then turn with shovels not less than three times before being removing from platform.

2.5 SOURCE QUALITY CONTROL
A. Tests:

1. Concrete Mixes:
a. After concrete mixes have been accepted by ENGINEER, have trial batches of the accepted mix designs prepared by testing laboratory acceptable to the ENGINEER. b. Prepare trial batches by using specified cement and aggregates proposed to be use for the work. c. Trial Batches: Provide batches of sufficient quantity to determine slump, workability, consistency, and finishing characteristics, and to provide sufficient test cylinders. d. Test Cylinders: Provide cylinders having six inch diameter by 12 inch length and that are prepared in accordance with ASTM C 31 for tests specified in this Section. e. Determine slump in accordance with ASTM C 143.
f. Test Cylinders from Trial Batch:
1) Test 8 cylinders for compressive strength in accordance with ASTM C 39. a) Test 4 cylinders at 7 days and 4 at 28 days.
b) Establish ratio between 7 day and 28 day strength for mix. Seven day strength may be taken as satisfactory indication of 28 day strength provided effects on concrete of temperature and humidity between 7 day and 28 day are taken into account.
2) Average Compressive Strength of 4 Test Cylinders Tested at 28 Days: Equal to or greater than required average compressive strength f’c on which concrete mix design is based. g. Drying Shrinkage:
1) Prepare 5 drying shrinkage specimens in accordance with ASTM C 157, except as modified herein.
2) Remove drying shrinkage specimens from molds at age of 23 hours plus or minus 1 hour after trial batching, then immediately place them in water at 73 degrees Fahrenheit plus or minus 3 degrees for at least 30 minutes and then measure specimens within 30 minutes thereafter to determine original length. Then submerge specimens in saturated lime Cast-In-Place Concrete
Vernon Well No. 22 Equipment and Site Improvements Page 03300-12 water at 73 degrees Fahrenheit plus or minus three degrees for moist curing. 3) Make measurements to determine expansion expressed as percentage of original length at age 7 days. Use length at age 7 days as base length for drying shrinking calculations. 4) Immediately store specimens in humidity controlled room maintained at 73 degrees Fahrenheit plus or minus 3 degrees and 50 percent plus or minus 4 relative humidity for remainder of the test.
5) Make and report measurements to determine shrinkage expressed as percentage of base length separately for 7, 14, 21, and 28 days of drying after 7 days of moist curing. 6) Drying Shrinkage Deformation:
a) Measure drying shrinkage deformation of each specimen as difference between base length and length after drying at each test age.
b) Measure average drying shrinkage deformation of specimens to nearest 0.0001 inch at each test age.
c) If drying shrinkage of any specimen departs from average of test age by more than

0.0004 inch, disregard results obtained from that specimen and test another specimen.
d) Shrinkage of trial batch concrete at 28 days drying age shall not exceed 0.045 percent maximum.
h. If trial batch tests do not meet specified requirements for slump, strength, workability, consistency, drying shrinkage, and finishing, change concrete mix design proportions and, if necessary, source of aggregate. Make additional trial batches and tests until an acceptable trial batch is produced that meets requirements of this Section. i. Perform test batches and tests required to establish trial batches and acceptability of materials without change in Contract Price.
j. Do not place concrete until the concrete mix design and trial batch have been accepted by ENGINEER.

2. Required Average Compressive Strength:
a. Determine required average compressive strength (f’c) for selection of concrete proportions for mix design, for each class of concrete, using calculated standard deviation and its corresponding specified compressive strength f’c, in accordance with ACI 318, Part 3, Chapter 5. b. When test records of at least 30 consecutive tests that span period of not less that 45 calendar days are available, establish standard deviation as described in ACI 318, Part 3, Chapter 5 and as modified as follows herein.
c. Provide test records from which to calculate standard deviation that represent materials, quality control procedures, and conditions similar to materials, quality control procedures, and conditions expected to apply in preparation of concrete for the Work. d. Provide changes in materials and proportions within test records that are more restricted than those for the Work.
e. Specified Compressive Strength (f’c) of Concrete Used in Test Records: Within 1,000 pounds per square inch of that specified for the Work.
f. When lacking adequate test records for calculation of standard deviation meeting requirements, determine required average compressive strength f’cr from the following table B.

TABLE B
Specified Compressive Strength f’c
(pounds per square inch)
Required Average Compressive Strength f’c
(pounds per square inch)
Less than 3,000 f’c + 1,000
3,000 to 5,000 f’c + 1,200
Over 5,000 f’c + 1,400

3. Pozzolan:
a. Sampling and Testing:
1) Sample and test pozzolan in accordance with ASTM C 311. 2) In Computing Water to Cement Ratio and Cement Content per Cubic Yard of Concrete:

Consider cement weight to be weight of Portland cement plus 100 percent of weight of fly ash.

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4. Aggregate:
a. Testing of concrete aggregate is at CONTRACTOR’s expense. b. Sieves:
1) Use sieves with square openings for testing grading or aggregates. 2) Sieve Analysis: If sieve analysis indicates significant change in materials, the ENGINEER may require that new mix design be submitted and accepted before further placing of concrete.
c. Sample aggregate in accordance with ASTM D 75 and C 136. d. Fine Aggregate:
1) Provide fine aggregate not containing strong alkali nor organic matter which gives color darker than standard color when tested in accordance with ASTM C 40. 2) Provide aggregate having soundness complying with requirements of ASTM C 33 when tested in accordance with ASTM C 88.
3) Provide aggregate complying with reactivity requirements of ASTM C 33 when tested in accordance with ASTM C 289.
e. Coarse Aggregate:
1) Soundness when tested in accordance with ASTM C 88: Have loss not greater than 10 percent when tested with sodium sulfate.
2) Abrasion Loss: Not exceed 45 percent after 500 revolutions when tested in accordance with ASTM C 131.
3) Reactivity: Not exceed limits specified in Appendix of ASTM C 33 when tested in accordance with ASTM C 289.
f. Portland Cement:
4) Determination Alkali Content: Determine by method set forth in ASTM C 114.

PART 3 – EXECUTION

3.1 PROPORTIONING AND MIXING
A. Proportioning: Proportioning of the mix shall conform to the requirements of Chapter 3 "Proportioning" of ACI 301.

B. Mixing: Mixing shall conform to the requirements of Chapter 7 of said ACI 301 Specifications.

C. Slump: Slumps shall be as indicated herein.

D. Retempering: Retempering of concrete or mortar which has partially hardened shall not be permitted.

3.2 PREPARATION OF SURFACES FOR CONCRETING
A. General: Earth surfaces shall be thoroughly wetted by sprinkling prior to the placing of any concrete, and these surfaces shall be kept moist by frequent sprinkling up to the time of placing concrete thereon. The surface shall be free from standing water, mud and debris at the time of placing concrete.

B. Joints in Concrete: Concrete surfaces upon or against which concrete is to be placed, where the placement of the concrete has been stopped or interrupted so that, as determined by the ENGINEER, the new concrete cannot be incorporated integrally with that previously placed, are defined as construction joints. The surfaces of horizontal joints shall be given a compacted, roughened surface for good bonding. Except where the Drawings call for joint surfaces to be coated, the joint surfaces shall be cleaned of all laitance, loose or defective concrete, foreign material, and be roughened to a minimum ¼-inch amplitude. Such cleaning and roughening shall be accomplished by hydroblasting or sandblasting (exposing aggregate) followed by thorough washing. All pools of water shall be removed from the surface of construction joints before the new concrete is placed.

C. After the surfaces have been prepared, all approximately horizontal construction joints shall be covered with a 6-inch lift of a pea gravel mix. The mix shall be placed and spread uniformly. Wall concrete shall follow immediately and shall be placed upon the fresh pea gravel mix.

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Vernon Well No. 22 Equipment and Site Improvements Page 03300-14 D. Placing Interruptions: When placing of concrete is to be interrupted long enough for the concrete to take a set, the working face shall be given a shape by the use of forms or other means, that will secure proper union with subsequent work; provided that construction joints shall be made only where acceptable to the ENGINEER.

E. Embedded Items: No concrete shall be placed until all formwork, installation of parts to be embedded, reinforcement steel, and preparation of surfaces involved in the placing have been completed and accepted by the ENGINEER at least 4 hours before placement of concrete. All surfaces of forms and embedded items that have become encrusted with dried grout from previous work shall be cleaned before the surrounding or adjacent concrete is placed.

F. All inserts or other embedded items shall conform to the requirements herein.

G. All reinforcement, anchor bolts, sleeves, inserts, and similar items shall be set and secured in the forms at locations indicated on the Drawings or shown by shop drawings and shall be acceptable to the ENGINEER before any concrete is placed. Accuracy of placement is the responsibility of the CONTRACTOR.

H. Casting New Concrete Against Old: Where concrete is to be cast against old concrete (any concrete which is greater than 180 days of age), the surface of the old concrete shall be thoroughly cleaned and roughened by hydro-blasting or sandblasting (exposing aggregate). The joint surface shall be coated with an epoxy bonding agent unless indicated otherwise by the ENGINEER.

I. No concrete shall be placed in any structure until all water entering the space to be filled with concrete has been properly cut off or has been diverted by pipes, or other means, and carried out of the forms, clear of the WORK. No concrete shall be deposited underwater nor shall the CONTRACTOR allow still water to rise on any concrete until the concrete has attained its initial set. Water shall not be permitted to flow over the surface of any concrete in such manner and at such velocity as will injure the surface finish of the concrete. Pumping or other necessary dewatering operations for removing ground water, if required, shall be subject to the review of the ENGINEER.

J. Corrosion Protection: Pipe, conduit, dowels and other ferrous items required to be embedded in concrete construction shall be so positioned and supported prior to placement of concrete that there will be a minimum of 2 inches clearance between said items and any part of the concrete reinforcement. Securing such items in position by wiring or welding them to the reinforcement will not be permitted.

K. Openings for pipes, inserts for pipe hangers and brackets, and anchors shall, where practicable, be provided during the placing of concrete.

L. Anchor bolts shall be accurately set and shall be maintained in position by templates while being embedded in concrete.

M. Cleaning: The surfaces of all metalwork to be in contact with concrete shall be thoroughly cleaned of all dirt, grease, loose scale and rust, grout, mortar, and other foreign substances immediately before the concrete is placed.

3.3 HANDLING, TRANSPORTING, AND PLACING
A. General: Placing of concrete shall conform to the applicable requirements of Chapter 8 of ACI 301 and the requirements of this Section. No aluminum materials shall be used in conveying any concrete.

B. Non-Conforming Work or Materials: Concrete which during or before placing is found not to conform to the requirements indicated herein shall be rejected and immediately removed from the work. Concrete which is not placed in accordance with these Specifications, or which is of inferior quality, shall be removed and replaced by the CONTRACTOR at no additional cost to the CONTRACTOR.

C. Unauthorized Placement: No concrete shall be placed except in the presence of a duly authorized representative of the ENGINEER. The CONTRACTOR shall notify the ENGINEER in writing at least 24 hours in advance of placement of any concrete.

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Vernon Well No. 22 Equipment and Site Improvements Page 03300-15 D. Placement in Wall and Column Forms: Concrete shall not be dropped through reinforcement steel or into any deep form, nor shall concrete be placed in any form in such a manner as to leave accumulation of mortar on the form surfaces above the placed concrete. In such cases, means such as hoppers and, if necessary, vertical ducts of canvas, rubber, or metal shall be used for placing concrete in the forms in a manner that it may reach the place of final deposit without separation. In no case shall the free fall of concrete exceed 4-feet in walls and 8-feet in columns below the ends of ducts, chutes or buggies. Concrete shall be uniformly distributed during the process of depositing and in no case after depositing shall any portion be displaced in the forms more than 6-feet in horizontal direction. Concrete in wall forms shall be deposited in uniform horizontal layers not deeper than 2-feet; and care shall be taken to avoid inclined layers or inclined construction joints except where such are required for sloping members. Each layer shall be placed while the previous layer is still soft. The rate of placing concrete in wall forms shall not exceed 5-feet of vertical rise per hour. Sufficient illumination shall be provided in the interior of all forms so that the concrete at the places of deposit is visible from the deck or runway.

E. Casting New Concrete Against Old: Epoxy adhesive bonding agent shall be applied to the old surfaces according to the manufacturer's written recommendations. This provision shall not apply to joints where hydrotite waterstop is provided. See Section 03290 - Joints in Concrete.

F. Conveyor Belts and Chutes: All ends of chutes, hopper gates, and all other points of concrete discharge throughout the CONTRACTOR'S conveying, hoisting, and placing system shall be designed and arranged so that concrete passing from them will not fall separated into whatever receptacle immediately receives it.

Conveyor belts, if used, shall be of a type acceptable to the ENGINEER. Chutes longer than 50-feet will not be permitted. Minimum slopes of chutes shall be such that concrete of the indicated consistency will readily flow in them. If a conveyor belt is used, it shall be wiped clean by a device operated in such a manner that none of the mortar adhering to the belt will be wasted. All conveyor belts and chutes shall be covered.

G. Placement in Slabs: Concrete placed in sloping slabs shall proceed uniformly from the bottom of the slab to the top, for the full width of the placement. As the work progresses, the concrete shall be vibrated and carefully worked around the slab reinforcement, and the surface of the slab shall be screeded in an up-slope direction.

H. Temperature of Concrete: The temperature of concrete when it is being placed shall be not more than 90 degrees F nor less than 55 degrees F for sections less than 12 inches thick nor less than 50 degrees for all other sections. Concrete ingredients shall not be heated to a temperature higher than that necessary to keep the temperature of the mixed concrete, as placed, from falling below the minimum temperature. When the temperature of the concrete is 85 degrees F or above, the time between the introduction of the cement to the aggregates and discharge shall not exceed 45 minutes. If concrete is placed when the weather is such that the temperature of the concrete would exceed 90 degrees F, the CONTRACTOR shall employ effective means, such as precooling of aggregates and mixing water using ice or placing at night, as necessary to maintain the temperature of the concrete, as it is placed, below 90 degrees F. The CONTRACTOR shall not be entitled to any additional compensation on account of the foregoing requirements.

I. Cold Weather Placement:

1. Placement of concrete shall conform to ACI 306.1 - Cold Weather Concreting, and the following.

2. Remove all snow, ice, and frost from the surfaces, including reinforcement, against which concrete is to be placed. Before beginning concrete placement, thaw the subgrade to a minimum depth of 6 inches. All reinforcement and embedded items shall be warmed to above 32 degrees F prior to concrete placement.

3. Maintain the concrete temperature above 50 degrees F for at least 5 days after placement.

3.4 PUMPING OF CONCRETE
A. General: If the pumped concrete does not produce satisfactory end results, the CONTRACTOR shall discontinue the pumping operation and proceed with the placing of concrete using conventional methods.

Cast-In-Place Concrete
Vernon Well No. 22 Equipment and Site Improvements Page 03300-16 C. Pumping Equipment: The pumping equipment shall have two (2) cylinders and be designed to operate with one cylinder in case the other one is not functioning. In lieu of this requirement, the CONTRACTOR may have a standby pump on the site during pumping.

D. The minimum diameter of the hose conduits shall be in accordance with ACI 304.2R.

E. Pumping equipment and hose conduits that are not functioning properly shall be replaced.

F. Aluminum conduits for conveying the concrete shall not be permitted.

G. Field Control: Concrete samples for slump and test cylinders will be taken at the placement end of the hose.

3.5 ORDER OF PLACING CONCRETE
A. The order of placing concrete in all parts of the WORK shall be acceptable to the ENGINEER. In order to minimize the effects of shrinkage, the concrete shall be placed in units as bounded by construction joints at the indicated locations. The placing of units shall be done by placing alternate units in a manner such that each unit placed shall have cured at least 5-days for hydraulic structures and 2-days for all other structures before the contiguous unit or units are placed, except that the corner sections of vertical walls shall not be placed until the two (2) adjacent wall panels have cured at least 10 days for hydraulic structures and 4-days for all other structures.

B. The surface of the concrete shall be level whenever a run of concrete is stopped. To insure a level, straight joint on the exposed surface of walls, a wood strip at least ¾-inch thick shall be tacked to the forms on these surfaces. The concrete shall be carried about ½-inch above the underside of the strip. About one hour after the concrete is placed, the strip shall be removed and any irregularities in the edge formed by the strip shall be leveled with a trowel and all laitance shall be removed.

3.6 TAMPING AND VIBRATING
A. As concrete is placed in the forms or in excavations, it shall be thoroughly settled and compacted, throughout the entire depth of the layer which is being consolidated, into a dense, homogeneous mass, filling all corners and angles, thoroughly embedding the reinforcement, eliminating rock pockets, and bringing only a slight excess of water to the exposed surface of concrete. Vibrators shall be Group 3 per ACI 309, high speed power vibrators (8000 to 12,000 rpm) of an immersion type in sufficient number and with at least one standby unit as required. Group 2 vibrators may be used only at specific locations when accepted by the ENGINEER.

B. Care shall be used in placing concrete around hydrotite waterstops. The concrete shall be carefully worked by rodding and vibrating to make sure that all air and rock pockets have been eliminated. Where flat-strip type hydrotite waterstops are placed horizontally, the concrete shall be worked under the hydrotite waterstops by hand, making sure that all air and rock pockets have been eliminated. Concrete surrounding the hydrotite waterstops shall be given additional vibration over and above that used for adjacent concrete placement to assure complete embedment of the hydrotite waterstops in the concrete.

C. Concrete in walls shall be internally vibrated and at the same time rammed, stirred or worked with suitable appliances, tamping bars, shovels or forked tools until it completely fills the forms or excavations and closes snugly against all surfaces. Subsequent layers of concrete shall not be placed until the layers previously placed have been worked thoroughly. Vibrators shall be provided in sufficient numbers, with standby units as required, to accomplish the required results within 15 minutes after concrete of the prescribed consistency is placed in the forms. The vibrating head shall not contact the surfaces of the forms. Care shall be taken not to vibrate concrete excessively or to work it in any manner that causes segregation of its constituents.

3.7 FINISHING CONCRETE SURFACES
A. General: Surfaces shall be free from fins, bulges, ridges, offsets, honeycombing or roughness of any kind, and shall present a finished, smooth, continuous hard surface. Allowable deviations from plumb or level and from Cast-In-Place Concrete
Vernon Well No. 22 Equipment and Site Improvements Page 03300-17 the alignment, profiles and dimensions shown are defined as tolerances and are indicated in Part 1, above.

These tolerances are to be distinguished from irregularities in finish as described herein. Aluminum finishing tools shall not be used.

B. Formed Surfaces: No treatment is required after form removal except for curing, repair of defective concrete, and treatment of surface defects. Where architectural finish is required, it shall be as indicated. Surface holes larger than ½-inch in diameter or deeper than ¼-inch are defined as surface defects in basins and exposed walls and shall be patched per Section 3.11 Treatment of Surface Defects.

C. Unformed Surfaces: After proper and adequate vibration and tamping, all unformed top surfaces of slabs, floors, walls and curbs shall be brought to a uniform surface with suitable tools. Immediately after the concrete has been screeded, it shall be treated with a liquid evaporation retardant. The retardant shall be used again after each work operation as necessary to prevent drying shrinkage cracks. The classes of finish specified for unformed concrete surfaces are designated and defined as follows:

1. Finish U1 - Sufficient leveling and screeding to produce an even, uniform surface with surface irregularities not to exceed 3/8-inch. No further special finish is required.

2. Finish U2 - After sufficient stiffening of the screeded concrete, surfaces shall be float finished with wood or metal floats or with a finishing machine using float blades. Excessive floating of surfaces while the concrete is plastic and dusting of dry cement and sand on the concrete surface to absorb excess moisture will not be permitted. Floating shall be the minimum necessary to produce a surface that is free from screed marks and is uniform in texture. Surface irregularities shall not exceed 1/4- inch. Joints and edges shall be tooled where indicated or as determined by the ENGINEER.

3. Finish U3 - After the finish U2 surface has hardened sufficiently to prevent excess of fine material from being drawn to the surface, steel troweling shall be performed with firm pressure such as will flatten the sandy texture of the floated surface and produce a dense, uniform surface free from blemishes, ripples, and trowel marks. The finish shall be smooth and free of all irregularities.

4. Finish U4 - Trowel the Finish U3 surface to remove local depressions or high points. In addition, the surface shall be given a light hairbroom finish with brooming perpendicular to drainage unless otherwise indicated. The resulting surface shall be rough enough to provide a nonskid finish.

D. Unformed surfaces shall be finished according to the following schedule:

UNFORMED SURFACE FINISH SCHEDULE
Area Finish
Grade slabs and foundations to be covered with concrete or fill material U1 Water bearing slabs with slopes 10 percent and less U3
Water bearing slabs with slopes greater than 10 percent U4 Slabs not water bearing U4
Top surface of walls U3

3.8 CURING
A. General: All concrete shall be cured for not less than 7 days after placing, in accordance with the methods indicated below for the different parts of the WORK.

Surface to be Cured or Damp proofed Method
Wall sections with forms removed 1
Construction joints between footings and walls, and between floor slab and columns 2 Encasement concrete and thrust blocks 1 or 2
All concrete surfaces not specifically indicated in this paragraph 1 Floor slabs on grade in hydraulic structures 1 or 2
Slabs not on grade 1 or 2
Cast-In-Place Concrete
Vernon Well No. 22 Equipment and Site Improvements Page 03300-18 B. Method 1: The surface shall be sprayed with a liquid white pigmented curing compound.

1. It shall be applied in accordance with the manufacturer's printed instructions at a maximum coverage rate of 200 square feet per gallon and in such a manner as to cover the surface with a uniform film which will seal thoroughly.

2. Where the curing compound method is used, care shall be exercised to avoid damage to the seal during the 7-day curing period. If the seal is damaged or broken before the expiration of the curing period, the break shall be repaired immediately by the application of additional curing compound over the damaged portion.

3. Wherever curing compound has been applied by mistake to surfaces against which concrete subsequently is to be placed and to which it is to adhere, compound shall be entirely removed by wet sandblasting just prior to the placing of new concrete.

4. Curing compound shall be applied as soon as the concrete has hardened enough to prevent marring on unformed surfaces and within 2 hours after removal of forms. Repairs to formed surfaces shall be made within the 2-hour period; provided, however, that any such repairs which cannot be made within the said 2-hour period shall be delayed until after the curing compound has been applied. When repairs are to be made to an area on which curing compound has been applied, the area involved shall first be wet-sandblasted to remove the curing compound.

5. At all locations where concrete is placed adjacent to a panel which has been coated with curing compound, the panel shall have curing compound
C. Method 2: This method applies to both walls and slabs.

1. The concrete shall be kept continuously wet by the application of water for a minimum period of at least seven (7) consecutive days beginning immediately after the concrete has reached final set or forms have been removed.

2. Until the concrete surface is covered with the curing medium, the entire surface shall be kept damp by applying water using nozzles that atomize the flow so that the surface is not marred or washed.

3. Curing blankets shall be used as a curing medium to retain the moisture during the curing period. The curing medium shall be weighted or otherwise held substantially in contact with the concrete surface to prevent being dislodged by wind or any other causes. All edges shall be continuously held in place.

4. The curing blankets and concrete shall be kept continuously wet by the use of sprinklers or other means both during and after normal working hours.

5. Immediately after the application of water has terminated at the end of the curing period, the curing medium shall be removed, any dry spots shall be rewetted and curing compound shall be immediately applied in accordance with Method 4 above.

6. The CONTRACTOR shall dispose of excess water from the curing operation to avoid damage to the work.

3.9 PROTECTION
A. The CONTRACTOR shall protect all concrete against injury until final acceptance at the CONTRACTOR’s own expense and at no additional cost to the CONTRACTOR B. Fresh concrete shall be protected from damage due to rain, hail, sleet or snow. The CONTRACTOR shall provide such protection while the concrete is still plastic and whenever precipitation is imminent or occurring.

3.10 CURING IN COLD WEATHER
A. The CONTRACTOR shall protect all concrete against injury from cold weather until final acceptance at the CONTRACTOR’s own expense and at no additional cost to the CONTRACTOR.

B. Concrete cured by an application of curing compound will require no additional protection from freezing if Cast-In-Place Concrete
Vernon Well No. 22 Equipment and Site Improvements Page 03300-19 the protection at 50 degrees F for 72 hours is obtained by means of approved insulation in contact with the forms or concrete surfaces; otherwise the concrete shall be protected against freezing temperatures for 72 hours immediately following 5 days protection at 50 degrees F. Concrete cured by water shall be protected against freezing temperatures for 3 days immediately following the 72 hours of protection at 50 degrees F.

C. Discontinuance of protection against freezing temperatures shall be such that the drop in temperature of any portion of the concrete will be gradual and will not exceed 40 degrees F in 24 hours. In the spring, when the mean daily temperature rises above 40 degrees F for more than three (3) successive days, the specified 72- hour protection at a temperature not lower than 50 degrees F may be discontinued for as long as the mean daily temperature remains above 40 degrees F; provided, that the concrete shall be protected against freezing temperatures for not less than 48 hours after placement.

D. Where artificial heat is employed, special care shall be taken to prevent the concrete from drying. Use of unvented heaters will be permitted only when unformed surfaces of concrete adjacent to the heaters are protected for the first 24 hours from an excessive carbon dioxide atmosphere by application of curing compound; provided, that the use of curing compound for such surfaces is otherwise permitted by these Specifications.

3.11 TREATMENT OF SURFACE DEFECTS
A. As soon as forms are removed, all exposed surfaces shall be carefully examined and any irregularities shall be immediately patched or ground in a satisfactory manner in order to secure a smooth, uniform and continuous surface. Plastering or coating of surfaces to be smoothed will not be permitted. No repairs shall be made until after inspection by the ENGINEER. In no case will extensive patching of honeycombed concrete be permitted. Concrete containing minor voids, holes, honeycombing, or similar depression defects shall be repaired as indicated below. Concrete containing extensive voids, holes, honeycombing, or similar depression defects shall be completely removed and replaced. All repairs and replacements herein required shall be promptly executed at no increased cost to the CONTRACTOR.

B. Defective surfaces to be repaired shall be cut back from true line a minimum depth of ½-inch over the entire area. Feathered edges will not be permitted. Where chipping or cutting tools are not required in order to deepen the area properly, the surface shall be prepared for bonding by the removal of all laitance or soft material, plus not less than 1/32-inch depth of the surface film from all hard portions by means of an efficient sandblast. After cutting and sandblasting, the surface shall be wetted sufficiently in advance of shooting with shotcrete or with cement mortar so that while the repair material is being applied, the surfaces underneath will remain moist but not so wet as to overcome the suction upon which a good bond depends. The material used for repair proposed shall consist of a mixture of one sack of cement to 3-cubic feet of sand. For exposed walls, the cement shall contain such a proportion of Atlas white Portland cement as is required to make the color of the patch match the color of the surrounding concrete. In hydraulic structure the material used for repair shall be hydraulic cement as defined in this Section under Products.

C. Holes left by tie-rod cones shall be rubber stopped and grouted. Holes then shall be repaired in an approved manner with dry-packed cement grout. Holes left by form-tying devices having a rectangular cross-section and other imperfections having a depth greater than their least surface dimension shall not be reamed but shall be repaired in an approved manner with dry-packed cement grout.

D. All repairs shall be built up and shaped in such a manner that the completed work will conform to the requirements of this Section, as applicable, using approved methods which will not disturb the bond, cause sagging, or cause horizontal fractures. Surfaces of repairs shall receive the same kind and amount of curing treatment as required for the concrete in the repaired section.

E. Prior to filling any structure with water, all cracks that may have developed shall be "vee'd" as indicated in specs or in the field and filled with sealant conforming to the requirements of Section 03290 - Joints in Concrete. This repair method shall be done on the water bearing face of members. Prior to backfilling, faces Cast-In-Place Concrete
Vernon Well No. 22 Equipment and Site Improvements Page 03300-20 of members in contact with fill, which are not covered with a waterproofing membrane shall also have cracks repaired as indicated herein.

3.12 PATCHING HOLES IN CONCRETE
A. Patching Small Holes:

1. Holes which are less than 12 inches in the least dimension and extend completely through concrete members shall be filled.

2. Small holes in members which are water-bearing or in contact with soil or other fill material shall be filled with non-shrink grout or hydraulic cement in wet tanks. Where a face of the member is exposed to view, the non-shrink grout shall be held back 2 inches from the finished surface. The remaining 2 inches shall then be patched according to the Paragraph entitled "Treatment of Surface Defects."

3. Small holes through all other concrete members shall be filled with non-shrink grout or hydraulic cement, with exposed faces treated as above.

B. Patching Large Holes:

1. Holes which are larger than 12 inches in the least dimension shall have a keyway chipped into the edge of the opening all around, unless a formed keyway exists. The holes shall then be filled with concrete as indicated herein.

2. Holes which are larger than 24 inches in the least dimension and which do not have reinforcing steel extending from the existing concrete, shall have reinforcing steel set in grout in drilled holes. The reinforcing added shall match the reinforcing in the existing wall unless indicated otherwise.

3. Large holes in members which are water bearing or in contact with soil or other fill shall have a bentonite type hydrotite waterstop material placed around the perimeter of the hole in accordance with Section 03290 - Joints in Concrete, unless there is an existing hydrotite waterstop in place.

3.13 CARE AND REPAIR OF CONCRETE
A. The CONTRACTOR shall protect all concrete against injury or damage from excessive heat, lack of moisture, overstress or any other cause until final acceptance. Particular care shall be taken to prevent the drying of concrete and to avoid roughening or otherwise damaging the surface. Any concrete found to be damaged, or which may have been originally defective, or which becomes defective at any time prior to the final acceptance of the completed WORK, or which departs from the established line or grade, or which, for any other reason, does not conform to the requirements of the Contract Documents, shall be satisfactorily repaired or removed and replaced with acceptable concrete at no additional cost to the CONTRACTOR. - END OF SECTION -
Grout
Vernon Well No. 22 Equipment and Site Improvements Page 03315-1 SECTION 03315
GROUT
PART 1 – GENERAL

2.1 THE REQUIREMENT
A. Provide and place grout in accordance with the Contract Documents.

B. Section Includes:

1. Concrete Mortar

2. Grout

3. Drypack Mortar

4. Non-shrink Grout.

5. Epoxy grout.

6. Non-shrink epoxy grout.

C. Related Sections:

1. Section 03931 – Epoxy Injection System

2.2 REFERENCES
A. American Society for Testing and Materials (ASTM):

1. C 109 – Test Method for Compressive Strength of Hydraulic Cement Mortars (using 2 inch or 50 millimeter cube specimens).

2. C 230 – Standard Specification For Flow Table For Use In Tests Of Hydraulic Cement.

3. C 531 – Test Method for Liner Shrinkage and Coefficient of Thermal Expansion of ChemicalResistant Mortars, Grouts, Monolithic Surfacing and Polymer Concretes.

4. C 579 – Test Method for Compressive Strength of Chemical-Resistant Mortars and Monolithic Surfacing.

5. C 827 – Test Method for Change in Height at Early Ages of Cylindrical Specimens from Cementitious Mixtures.

6. C 939 – Test Method for Flow of Grout for Preplaced-Aggregate Concrete (Flow Cone Method).

7. C 1090 – Test Method for Measuring Change in Height of Cylindrical Specimens from HydraulicCement Grout.

8. C 1107 – Standard Specification for Packaged Dry, Hydraulic-Cement Grout (non-shrink).

9. C 1181 – Test Methods for Compressive Creep of Chemical-Resistant Polymer Machinery Grouts.

2.3 SUBMITTALS
A. Furnish submittals in accordance with Section 01300 - Submittals.

B. Grout: Submit manufacturer’s Literature and certified test data prior to installation of any grout mixes.

2.4 DELIVERY, STORAGE, AND HANDLING
A. All materials shall be delivered to the jobsite in their original, unopened packages or containers, clearly labeled with the manufacturer’s product identification and printed instructions.

Grout
Vernon Well No. 22 Equipment and Site Improvements Page 03315-2 B. All materials shall be stored in a cool dry place and in accordance with the manufacturer’s recommendations.

C. All materials shall be handled in accordance with the manufacturer’s instructions.

2.5 PROJECT/SITE CONDITIONS
A. Refer to manufacturer’s literature or contact the manufacturer for any special physical or environmental limitations that may be required for use of products.

2.6 WARRANTIES
A. Non-shrink Grout: The manufacturer shall warranty that the non-shrink grout will never go below its initial placement volume when tested in accordance with ASTM C 1107.

B. Non-shrink Epoxy Grout: The manufacturer shall warranty that the non-shrink epoxy grout will show negligible shrinkage or expansion when tested in accordance with ASTM C 531.

PART 2 – PRODUCTS

3.1 MATERIALS
A. Concrete Mortar:

1. General: Consist of concrete mixture with coarse aggregate removed and water quantity adjusted as required.

2. At Exposed Concrete Surfaces Not to Be Painted or Submerged in Water: White Cement.

B. Grout: Consist of mixture of Portland cement and sand.

C. Dry-pack:

1. Mortar consists of mixture of Portland cement and sand.

2. Hydraulic Cement Manufacturers
a. Aqua Plug
b. Unitex Hydraulic Cement
c. Thoro Water Plug
D. Non-shrink Grout:

1. Manufacturers: One of the following or equal:
a. Five Star Products, Inc., Fairfield, CT, Five Star Grout. b. Master Builders, Inc., Cleveland, OH, Masterflow 928. c. L&M Construction Chemicals, Inc., Omaha, NE, CRYSTEX

3. Non-shrink grout shall be a proportioned and prepackaged cement-based mixture. It shall contain no metallic particles such as aluminum powder and no metallic aggregate such as iron filings. It shall require only the addition of potable water.

4. Potable water for pre-soaking, mixing, and curing shall be clean and free of oils, acids, alkalies, organics, and any other deleterious matter.

5. Bleeding: Non-shrink grout shall be free from the emergence of mixing water from within or the presence of water on its surface.

6. Non-shrink grout shall be in accordance with ASTM C 1107.

7. Consistency: Non-shrink grout shall remain at a minimum flowable consistency for at least 45 minutes after mixing at 45 degrees Fahrenheit to 90 degrees Fahrenheit when tested in accordance with ASTM C 230. If at a fluid consistency, it shall be verified in accordance with ASTM C 939.

Grout
Vernon Well No. 22 Equipment and Site Improvements Page 03315-3

8. Dimensional Stability (height change): Non-shrink grout shall be in accordance with ASTM C 1107, volume-adjusting Grade B or C at 45 degrees to 90 degrees. It shall show 90 percent or greater bearing area under bases or baseplates.

9. Compressive Strength: Non-shrink grout shall show minimum compressive strengths at 45 degrees Fahrenheit to 90 degrees Fahrenheit in accordance with ASTM C 1107 for various periods from the time of placement, including 5,000 pounds per square inch at 28 days when tested in accordance with ASTM C 109 as modified by C 1107.

E. Epoxy Grout:

1. Consist of mixture of epoxy and sand.

2. Sand: Clean, bagged, graded, and kiln dried silica sand.

F. Non-shrink Epoxy Grout:

1. Manufacturers: One of the following or equal:
a. Five Star Products, Inc., Fairfield, CT, Five Star Epoxy Grout. b. Master Builders, Inc., Cleveland, OH, Masterflow 648 CP Plus. c. L&M Construction Chemicals, Inc., Omaha, NE, EPOGROUT.

3. Non-shrink epoxy grout shall be a 100 percent solids, pre-measured, prepackaged system containing a two-component thermosetting epoxy resin and inert aggregate

4. Consistency: Non-shrink epoxy grout shall maintain a flowable consistency for at least 45 minutes at 70 degrees Fahrenheit.

5. Dimensional Stability (height change):
a. Non-shrink epoxy grout shall have negligible shrinkage or expansion (less than 0.0006 in/in) when tested in accordance with ASTM C 531.

6. Compressive Strength: Non-shrink epoxy grout shall show a minimum compressive strength of 10,000 pounds per square inch at 24 hours and 14,000 pounds per square inch at 7 days when tested in accordance with ASTM C 579, Method B.

7. Compressive Creep: The compressive creep for non-shrink epoxy grout shall not exceed 0.0027 in/in when tested under a 400 pounds per square inch constant load at 140 degrees Fahrenheit in accordance with ASTM C 1181.

8. Thermal Capability: The coefficient of thermal expansion for non-shrink epoxy grout shall not exceed

0.000018 inches per inch per degree Fahrenheit when tested under ASTM C 531, Method B.

3.2 MIXES
A. Concrete Mortar Mix:

1. Use water-cement ratio that is no more than that specified for concrete being repaired.

2. At Exposed Concrete Surfaces Not to Be Painted or Submerged in Water: Use sufficient white cement to make color of finished patch match that of surrounding concrete.

B. Grout Mix:

1. For Concrete Repair: Mix in same proportions used for concrete being repaired, with only sufficient water to give required consistency for spreading.

2. For Spreading over the Surfaces of Construction or Cold Joints: Mix with no more water used than allowed by water-cement ratio specified for concrete.

3. For Other Applications: Mix in proportions by weight of one part cement to four parts of concrete sand.

C. Dry-pack Mortar and Hydraulic Cement Mix: Use only enough water so that resulting mortar will crumble to touch after being formed into ball by hand.

Grout
Vernon Well No. 22 Equipment and Site Improvements Page 03315-4 D. Non-shrink Grout: Mix in accordance with manufacturer’s installation instructions such that resulting mix has fluid or flowable consistency and is suitable for placing by pouring.

E. Epoxy grout: Mix in accordance with manufacturer’s installation instructions for mixing.

F. Non-shrink Epoxy Grout: Mix in accordance with manufacturer’s installation instructions.

PART 3 – EXECUTION

3.1 EXAMINATION
A. Inspect concrete surfaces to receive grout or mortar and verify that they are free of ice, frost, dirt, grease, oil, curing compounds, paints, impregnations and all loose material or foreign matter likely to affect the bond or performance of grout or mortar.

B. Inspect baseplate and anchor systems for rust, oil, and other deleterious substances that may affect the bond or performance of grout.

C. Confirm that newly placed concrete has been cured sufficiently to attain its design strength and limit further shrinkage.

D. Verify that temperature of cementitious or epoxy grout does not exceed manufacturer’s recommendations.

3.2 PREPARATION
A. Surface Preparation:

1. Roughen all concrete surfaces by heavy sandblasting, chipping, or other mechanical means to assure bond. Loose or broken concrete shall be removed.

2. All grease, oil, dirt, curing compounds, laitance, and other deleterious materials that may affect bond that were identified in the inspection process shall be completely removed from concrete and bottoms of baseplates. All metal surfaces should have a 2 to 3 mil peak-to-valley profile for epoxy grouts.

3. For cementitious mortars and grouts, concrete surfaces shall be saturated surface dry. Any standing water shall be removed prior to placing grouts.

4. For epoxy grouts, do not wet concrete surfaces with water. Instead, where required, wet surfaces with epoxy for horizontal work or epoxy gel for vertical or overhead work prior to placing epoxy grouts.

B. Forms and Headboxes for Grouts (Cementitious or Epoxy):

1. Forms for grouts shall be built of material with adequate strength to withstand the placement of grouts.

2. Forms must be rigid and liquid tight. All cracks and joints shall be caulked with an elastomeric sealant.

All forms shall be lined with polyethylene for easy grout release. Forms carefully waxed with two coats of heavy-duty paste wax shall also be acceptable.

3. Forms shall be 4 to 6 inches higher than the baseplate on one side of the baseplate configuration when using head pressure for placement.

4. A sufficient number of headboxes shall be built to facilitate placement of grouts.

5. Air relief holes a minimum 1/8 inch in diameter shall be provided when required by a baseplate configuration to avoid entrapping air underneath.

3.3 APPLICATION
A. Cement Mortar and Grout:

1. For Defective Concrete Repair:
a. Filling: Filling of voids around items through the concrete. b. Grout Spreading: Spread over construction joints, cold joints, and similar type items.

Grout
Vernon Well No. 22 Equipment and Site Improvements Page 03315-5

2. Concrete Surfaces: Apply epoxy bonding agent to clean, roughened, and dry surfaces before placing mortar or grout.

3. Placing:
a. Exercise particular care in placing Portland cement mortar or grout since they are both required to furnish structural strength or impermeable water seal or both. b. Do not use cement mortar or grout that has not been placed within 30 minutes after mixing.

B. Epoxy Grout:

1. Apply in accordance with manufacturer’s installation instructions.

2. Use where specified herein or where indicated on the Drawings.

3.4 PLACEMENT
A. The CONTRACTOR shall make arrangements to have a grout manufacturer’s representative present for a preconstruction meeting and during the initial grout placement. Grout shall only be installed after the final equipment alignment is correct and accepted by the ENGINEER.

1. Grouts shall be mixed in accordance with the manufacturer’s recommendations.

2. A mortar mixer with moving paddles shall be used for mixing grouts. For cementitious grouts, pre-wet the mixer and empty out excess water before beginning mixing.

3. Cementitious Grouts:
a. Non-shrink cementitious grout shall be added to a pre-measured amount of water that does not exceed the manufacturer’s maximum recommended water content. b. Mix cementitious grouts per manufacturer’s instructions for uniform consistency. c. Grouts may be drypacked, flowed, or pumped into place. All baseplate grouting shall take place from one side of a baseplate to the other to avoid trapping air. Do not overwork grouts. d. Do not retemper grout by adding more water after stiffening. e. Hydrostatic head pressure shall be maintained by keeping the level of the grout in the headbox above the bottom of the baseplate. The headbox should be filled to maximum level and the grout worked down to top of baseplate.

4. Epoxy Grouts:
a. Epoxy grouts shall be mixed in complete units. Do not vary the ratio if components or add solvent to change the consistency of the mix.
b. Pour the hardener into the resin and mix for at least one minute and until each mixture is uniform in color. Pour the chemical components into the mortar mixer wheelbarrow and add the aggregate. Mix until aggregate is uniformly wetted. Overmixing will cause air entrapment in the mix.
c. All epoxy grout shall be flowed into place using a headbox. All grouting shall take place from one side of a baseplate to the other in a continuous flow to avoid trapping air. d. Hydrostatic head pressure shall be maintained by keeping the level of grout in headboxes above the bottom of baseplates. Headboxes shall be filled to the maximum level and grout worked down to the bottom of the baseplates.
e. Epoxy grouts shall not be cut back after setting. The final level of grout will be as installed with all chamfer edges built into the formwork.

3.5 CURING
A. Cementitious Grouts:

1. Grouts must be cut back to the lower edge of baseplates after reaching initial set. Provide a 45 degree angle cut back.

2. Clean equipment and tools as recommended by the grout manufacturer.

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Vernon Well No. 22 Equipment and Site Improvements Page 03315-6

3. Cure Grouts in accordance with the manufacturer’s specifications and recommendations. Keep grout moist for a minimum of 3 days. The method needed to protect grouts will depend on temperature, humidity, and wind. Wet burlap, a soaker hose, sun shading, ponding and in extreme conditions, a combination of methods shall be employed.

4. Grouts shall be maintained above 40 degrees Fahrenheit until they have attained a compressive strength of 3,000 pounds per square inch or above 70 degrees Fahrenheit for a minimum of 24 hours to avoid damage from subsequent freezing.

B. Epoxy Grouts:

1. Cure grouts in accordance with manufacturer’s specifications and recommendations. Do not wet cure epoxy grouts.

2. Consult the manufacturer for appropriate cure schedule. In no case should any surface in contact with grout be allowed to fall below 50 degrees Fahrenheit for a minimum of 48 hours after placement.

3. Equipment and tools shall be cleaned immediately with a strong liquid detergent and water solution before grout hardens.

3.6 FIELD QUALITY CONTROL
A. Non-shrink grouts shall be tested for 84 hour compressive strength in accordance with ASTM C 109.

B. Non-shrink grouts shall be tested for 24 hour compressive strength in accordance with ASTM C 579 (Method B).
- END OF SECTION -
Concrete Saw-Cutting and Core-Drilling
Vernon Well No. 22 Equipment and Site Improvements Page 03700-1 SECTION 03700

CONCRETE SAW-CUTTING AND CORE-DRILLING
PART 1- GENERAL

1.1 DESCRIPTION
A. The work of this section consists of saw-cutting and/or core-drilling new openings in existing concrete.

1.2 RELATED WORK SPECIFIED ELSEWHERE
A. Section 01300 – Submittals
B. Section 03100 – Concrete Formwork
C. Section 03300 – Cast-In-Place Concrete

1.3 QUALITY ASSURANCE
A. Use adequate numbers of skilled workmen who are thoroughly trained and experienced in the necessary crafts and who are completely familiar with the specified requirements and the methods needed for proper performance of the work of this section.

1.4 SUBMITTALS
A. Comply with pertinent provisions of Section 01300.

B. Submit drawings and commentary showing and describing the proposed cutting procedures and proposed equipment for each type of cut.

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

3.1 SAFETY REGULATIONS
A. Comply with all applicable safety regulations including the requirements of “The Construction Safety Orders” of the State of California and OSHA.

B. Provide equipment in good and safe working order, adequate to perform the work.

C. Provide necessary scaffolding, lighting, access, debris removal equipment and devices, and appropriate safety measures.

3.2 CONCRETE CUTTING
A. Perform concrete cutting as shown on the drawings and as specified herein and in accordance with the approved submittals.

B. Openings shall be cut to the dimensions shown on the drawings and shall not be over-cut.

C. In straight-cut openings, the face opposite the saw shall be chipped to achieve the opening dimension.

3.3 PATCHING
A. Where existing reinforcing bars are cut at new opening, countersink by means of drilling or back-gouging the reinforcing bars a minimum of 1-inch below adjacent concrete.

Concrete Saw-Cutting and Core-Drilling
Vernon Well No. 22 Equipment and Site Improvements Page 03700-2 B. Patch the resulting void at existing reinforcing bars and the surface of chipped opening surfaces with an approved polymer – modified Portland cement mortar in accordance with Section 03100 – Concrete, to achieve a smooth, uniform surface.

C. Paint the patch exposed surfaces with Epoxy Paint per Section 09800 (Coating System 2.5).

3.4 DISPOSAL
A. Remove cut material and dispose off-site in a safe and orderly manner. Do not allow debristo accumulate on the site exposed to view.

B. Inside structures, cuttings, chippings and patching grout droppings must be removed completely. No debris shall be washed into the plant's process system.

C. Upon completion of the work of this section, the surfaces of all structures shall be clean and free of cuttings, slurry and debris.
- END OF SECTION -

MASONRY
DIVISION 04
Reinforced Concrete Block Masonry
Vernon Well No. 22 Equipment and Site Improvements Page 04200-1 SECTION 04200

REINFORCED CONCRETE BLOCK MASONRY
PART 1 –GENERAL

1.1 THE REQUIREMENT
A. Provide concrete masonry and other appurtenant work, complete and in place, in accordance with the Contract Documents.

1.2 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:

ANSI/ASTM C 5 Quicklime for Structural Purposes
ASTM A 615 Deformed and Plain Billet-Steel Bars for Concrete Reinforcement ASTM C 90 Load-Bearing Concrete Masonry Units
ASTM C 129 Non load bearing Concrete Masonry Units
ASTM C 140 Test Methods of Sampling and Testing Concrete Masonry Units ASTM C 144 Aggregate for Masonry Mortar
ASTM C 150 Portland Cement
ASTM C 207 Hydrated Lime for Masonry Purposes
ASTM C 404 Aggregates for Masonry Grout
ASTM E 447 Test Methods for Compressive Strength of Masonry Prisms UBC 21-16 Field Test Specimens for Mortar

1.3 SUBMITTALS
A. Submittals shall be furnished in accordance with Section 01300 - Submittals.

1. Samples:
a. Samples of concrete masonry unit colors with texture ranges indicated for selection of color.

Full size samples of the blocks selected shall be submitted for final approval by the ENGINEER after color selection, if requested. If the specified product is a colored and textured unit, the samples shall be colored and textured units.
b. Samples of mortar colors for color selection.
c. A 4-foot minimum square free standing sample panel shall be prepared for approval before starting masonry work if required. The panel shall remain at the Site for reference until all masonry work is completed.

2. Documentation:
a. Reports from testing Masonry units. Letter of certification that units meet ASTM standards.

Recent test reports on units from independent testing company. b. Reports from Mortar and Grout testing will be obtained from on site testing company.

3. Grout and Mortar Mix Design:
a. Proportions for all components
b. Mill Tests for Cement
c. Admixture Certification, include chloride ion content d. Aggregate Graduation and Certification
e. Lime Certification
Reinforced Concrete Block Masonry
Vernon Well No. 22 Equipment and Site Improvements Page 04200-2

1.4 QUALITY ASSURANCE
A. Applicable Standards: Concrete masonry shall conform to the local Building Code, and other applicable codes and standards of governing authorities.

B. All work shall conform to the standard of quality established by the approved free-standing sample panel.

C. Concrete block masonry units and ready mix grout from the job site shall be sampled and tested in accordance with applicable ASTM standards by onsite testing company.

D. Inspection: Whenever required under the provisions of the Building Code, work hereunder will be subject to continuous inspection by a Special Inspector selected by the ENGINEER and approved by the local Building Official having jurisdiction. The Special Inspector will work under the supervision of the ENGINEER.

E. Weather Conditions: Concrete masonry units shall not be placed when air temperature is below 40 degrees Fahrenheit (4 degrees Centigrade) and shall be protected against direct exposure to the wind and sun when erected when the ambient air temperature exceeds 100 degrees Fahrenheit (37 degrees Centigrade) in the shade with relative humidity less than 50%. Cold weather installation shall be per code and Reference Standards and as approved by the ENGINEER.

F. Product Storage: Cement, lime and other cementitious materials shall be delivered and stored in dry, weathertight sheds or enclosures, in unbroken bags, barrels, or other approved containers, plainly marked and labeled with the manufacturers' names and brands. Mortar and grout shall be stored and handled in a manner, which will prevent the inclusion of foreign materials and damage, by water or dampness. Masonry units shall be handled with care to avoid chipping and breakage, and shall be stored on wooden pallets. Materials stored on newly constructed floors shall be stacked in such manner that the uniformly-distributed loading does not exceed 50 psf. Masonry materials shall be protected from contact with the earth and exposure to the weather and shall be kept dry and clean until used.

PART 2 -- PRODUCTS

2.1 CONCRETE MASONRY UNITS
A. Concrete masonry units shall conform to ASTM C 90, Type I, with maximum linear shrinkage of 0.6% from standard to oven-dried condition. Units shall be medium weight units unless indicated otherwise.

B. Concrete masonry units shall be modular size as shown or indicated on the drawings, with split-faces or smooth finish as indicated on the plans. Units shall be integrally-colored or standard unit color with painted exterior as indicated on the drawings with color selections from light and medium color range (white, black and dark green not included in color range).

C. All bond beam, corner, lintel, sill and other specially shaped blocks shall be provided where required or necessary. Specially shaped non-structural blocks may be constructed by saw cutting. Color and texture shall match that of adjacent units. No exposed grouted block cells will be allowed. All exposed masonry surfaces of openings and window and door openings such as sills, heads and jambs shall be finish block surfaces, not formed surfaces, unless indicated otherwise. Closed bottom bond beam blocks shall be used at heads and sills.

D. Concrete masonry units hidden from view entirely may be natural color units the same size as other adjacent masonry units.

2.2 MATERIALS
A. Portland cement shall be Type I or II, low alkali, conforming to ASTM C 150. No masonry cement will be allowed.

Reinforced Concrete Block Masonry
Vernon Well No. 22 Equipment and Site Improvements Page 04200-3 B. Hydrated lime shall be Type S, conforming to ASTM C 207. Pulverized quicklime shall conform to ANSI/ASTM C 5, shall pass a No. 20 sieve, and 90% shall pass a No. 50 sieve.

C. Sand shall conform to ASTM C 144. Coarse aggregate shall conform to ASTM C 404.

D. Water for mixing shall be clear potable water.

E. Reinforcing steel shall be deformed bars conforming to ASTM A 615, Grade 60.

F. Any admixtures must be pre-approved prior to usage. See Section 2.4 B.

G. Veneer ties shall be per local governing code and shall be Hot Dip Galvanized per ASTM 153-B2.

H. Horizontal Joint Reinforcement shall be Hot Dip Galvanized laddertype per ASTM 153-B2

2.3 MORTAR
A. Mortar for concrete block masonry shall be Type S, with a minimum 28-day compressive strength of 1500 psi.

B. Mortar for use with colored masonry units shall have integral color as approved by the ENGINEER.

2.4 GROUT
A. Grout shall have a minimum 28-day compressive strength of 2000 psi. Where the grout space is less than 4 inches, pea gravel shall be omitted.

B. Admixtures may only be used when approved by the ENGINEER. When it has been approved for use, it shall be used in accordance with the manufacturer's published recommendations for the grout.

PART 3 --EXECUTION

3.1 GENERAL
A. Measurements for mortar and grout shall be accurately made. Mortar proportions shall be accurately controlled and maintained.

B. Work shall be performed in accordance with the provisions of the applicable code for reinforced concrete hollow-unit masonry.

C. Set or embed all anchors, bolts, reglets, sleeves, conduits, and other items as required.

D. All block cutting shall be by machine.

E. Reinforcing steel shall be cleaned of all loose rust and scale, and all oil, dirt, paint, laitance, or other substances, which may be detrimental to or reduce bonding of the steel and concrete.

F. Immediately before starting work, the concrete upon which the masonry will be laid shall be cleaned with water under pressure.

G. Full mortar bed for first course shall be provided.

H. Units shall be shoved tightly against adjacent units to assure good mortar bond.

I. All equipment for mixing and transporting the mortar and grout shall be clean and free from set mortar, dirt, or other foreign matter.

Reinforced Concrete Block Masonry
Vernon Well No. 22 Equipment and Site Improvements Page 04200-4

3.2 MIXING
A. Mortar shall be mixed according to ASTM C 270. After all ingredients are in the mixer, they shall be mechanically mixed for not less than 5 minutes. Retempering shall be done on the mortar board by adding water within a basin formed within the mortar, and the mortar reworked into the water. Mortar, which is not used within 2 1/2 hours, shall be discarded per ASTM requirements.

3.3 ERECTION OF CONCRETE BLOCK MASONRY
A. Masonry work shall be erected in-plane, plumb, level, straight, and true to dimensions and executed in accordance with acceptable practices of the trade.

B. Unless indicated otherwise, masonry shall be laid up in straight uniform courses with running bond.

C. All masonry shall be erected to preserve the unobstructed vertical continuity of the cells measuring not less than 3-inch x 3-inch in cross-section. Cross webs shall be full bedded in mortar, to prevent grout leakage. All head (or end) joints shall be solidly filled with mortar for a distance in from the face of the wall or unit not less than the thickness of the longitudinal face shells.

3.4 JOINTS
A. Vertical and horizontal joints shall be uniform and approximately 3/8-inch wide. Exterior joints and interior exposed block joints shall be concave-tooled to formdense surface. Special care shall be used in tooling joints so as to match existing construction. Interior or exterior non-exposed masonry and masonry behind plaster shall have flush joints.

3.5 CLEANOUTS
A. Cleanout openings shall be provided at the bottoms of all cells to be filled at each lift or pour of grout, where such lift or pour is over 4-feet in height. Any overhanging mortar larger than ½ inch or other obstructions or debris shall be removed from the insides of such cells. The cleanouts shall be sealed before grouting and after inspection. Cleanout openings shall match the finished wall in exposed masonry.

3.6 REINFORCEMENT
A. Bond beam blocks shall be used where horizontal reinforcing steel is embedded.

B. Knock-out openings shall have no steel or joint reinforcing running through the opening. Head, jambs and sill blocks shall be used to provide an even finish surface to install window when blocks are removed. Joints at head, jambs and sills shall be stacked and continuous.

C. Vertical reinforcement shall be held in position at top and bottom and at intervals as defined on the drawings.

D. Horizontal joint reinforcing to 16” o.c. in all masonry walls.

E. Veneer ties shall be provided per Building Code and trade standards where veneered surfaces are indicated and shall be spaced no less than 16 “ o.c. each way.

3.7 GROUTING
A. All cells and bond beam containing reinforcement shall be filled solidly with grout. Grouting shall not be started until the wall has cured for 24 hours.

B. All grout shall be consolidated at time of pouring by vibrating. Where the grouting operation has been stopped for one hour or longer, horizontal construction joints shall be formed by stopping the grout pour 1½ inches below the top of the uppermost unit.

Reinforced Concrete Block Masonry
Vernon Well No. 22 Equipment and Site Improvements Page 04200-5

3.8 PROTECTION
A. Wall surfaces shall be protected from droppings of mortar or grout during construction.

3.9 FINISHING AND CLEANING
B. Masonry shall not be wet-finished unless exposed to extreme hot weather or hot wind and then only by using a nozzle-regulated fog spray sufficient only to dampen the face but not of such quantity to cause water to flow down over the masonry.

C. Finish masonry shall be cleaned and pointed in a manner satisfactory to the ENGINEER, based upon the approved sample panel.

D. All interior and exterior colored masonry work exposed to view shall be cleaned to remove all stains and other imperfections.
-END OF SECTION -
DIVISION 05
METALS
Structural Steel
Vernon Well No. 22 Equipment and Site Improvements Page 05120-1 SECTION 05120

STRUCTURAL STEEL
PART 1 – GENERAL

1.1 THE REQUIREMENT
A. Provide structural steel for building construction including sub-framing units, which are part of the general framing system. Include anchors, bases, bearing plates, bracing, lintels when part of structural framing and detail fittings.

B. Modify existing structural steel systems and components to accommodate remodeling and new work.

1.2 SUBMITTALS
A. Submittals shall be furnished in accordance with Section 01300 – Submittals.

1.3 QUALITY ASSURANCE
A. Comply with Governing Codes and Regulations. Provide products of acceptable manufacturers. Use experienced installers. Deliver, handle and store materials in accordance with manufacturer's instructions.

PART 2 – PRODUCTS

2.1 MATERIALS
A. Steel shapes plates and bars: ASTM A 36 or ASTM A 572, Grade 50 B. Steel pipe: ASTM A 53
C. Anchor bolts: ASTM A 307
D. High strength threaded fasteners: ASTM A 325
E. Non-metallic shrinkage resistant grout; Euclid Euco NS, L&M Crystex, Sonneborn Sonnegrout or ENGINEER approved equal. Compressive strength suited for Project Requirements.

F. Shop finish for structural steel in accordance to Section 09900 – Painting.

G. Galvanized lintels: Hot Dip Galvanized ASTM A 123
H. Welding: AWS D1.1
PART 3 – EXECUTION

3.1 INSTALLATION
A. Comply with AISC Codes and Specifications and with AWS "Structural Welding Code." B. Employ a registered ENGINEER to check elevations and plumb and level tolerances; certify that installed work is within AISC Standards. Testing/inspection agency may be employed to inspect welded and bolted connections.

C. Architecturally exposed steel: Fabricate with special care using materials carefully selected for best appearance. Store materials off ground and keep clean. Cut, fit and assemble work with surfaces smooth, square and with complete contact at joints. Set all cambers up. Weld all work continuously; grind smooth and flush to make seams invisible after priming. Prepare surfaces to comply with SSPC-SP6; apply prime coat within 24 hours after cleaning.

Structural Steel
Vernon Well No. 22 Equipment and Site Improvements Page 05120-2 D. Touch-up field welds and abraded areas in accordance with Section 09900 - Painting.

E. Provide all necessary bolt, fasteners, anchors, etc. to install or construct this scope of the work. - END OF SECTION -
Miscellaneous Metal Fabrications
Vernon Well No. 22 Equipment and Site Improvements Page 05500-1 SECTION 05500

MISCELLANEOUS METAL FABRICATIONS
PART 1 - GENERAL

1.1 SUMMARY
A. Section Includes: Ferrous and non-ferrous metal fabrications not described in other Sections. Items include but are not necessarily limited to:

1. Rough hardware.

2. Access ladders

3. Loose bearing and leveling plates.

4. Miscellaneous framing and supports for:
a. Door frames, curtainwall and storefront framing.
b. HVAC water lines
c. Primary roof conductors and secondary roof conductors d. Applications not specified in other Sections.

5. Angles, plates, supports, and anchors embedded in concrete and masonry.

6. Miscellaneous steel trim, including:

7. Edgings.

8. Pipe bollards.

B. Related Sections:

1. Section 03300 - Cast-In-Place Concrete: Concrete fill for bollards.

2. Section 05120 - Structural Steel: Structural steel framing system components.

3. Division 9: Painting and Coatings

1.2 PERFORMANCE REQUIREMENTS
A. General: Fabricate and install metal fabrications to withstand specified loads without exceeding the allowable working stress of the materials involved, including anchors and connections.

1. Apply each load to produce the maximum stress in each component.

2. Allow for thermal movement resulting from a 100 degree F. change (range) in ambient temperature, to prevent buckling, opening up of joints, and overstressing of welds and fasteners.

C. Metal Plank Gratings: Capable of withstanding a uniform load of 50 lbs. per sq. ft. or a concentrated load of 250 lbs., whichever produces the greater stress.

1.3 SUBMITTALS
A. Product Data: Submit specifications and installation recommendations for manufactured products furnished under this Section, including paint products and grout. List items by manufacturer name and brand name or catalog number.

B. Design Calculations: For items specified to meet performance criteria, provide structural data to demonstrate compliance with requirements. Data shall be sealed and signed by a professional Civil or Structural Engineer licensed by the State of California to provide this type of engineering.

Miscellaneous Metal Fabrications
Vernon Well No. 22 Equipment and Site Improvements Page 05500-2 C. Shop Drawings: Submit fabrication and erection drawings including plans, elevations, sections, and details of all metal fabrications and their connections. Show anchorage and accessory items. Provide templates for items to be installed under other Sections.

D. Samples: Submit samples of materials or products as requested by Authorized Representative.

E. Welder Certificates: Submit certification specified under “Quality Assurance”.

1.4 QUALITY ASSURANCE
A. Reference Standards: Comply with applicable requirements of the following, unless otherwise specified.

1. “Specifications for the Design, Fabrication, and Erection of Structural Steel for Buildings” including “Commentary on the AISC Specifications” of the American Institute of Steel Construction (AISC).

2. “Specifications for the Design of Cold-Formed Steel Structural Members” of the American Iron and Steel Institute (AISI).

3. AWS D1.1 “Structural Welding Code - Steel”, D1.3 “Structural Welding Code - Sheet Steel”, and D1.2 “Structural Welding Code - Aluminum” of the American Welding Society (AWS).

B. Welders: Certify that each welder has satisfactorily passed all appropriate AWS qualification tests for welding processes involved and that certifications are current.

1.5 TESTING LABORATORY SERVICES
A. Work to Be Tested: The Testing Laboratory specified in “Section 01450 - Testing Laboratory Services” shall inspect welded and bolted connections of the following:

1. Lintel angles and relieving angles.

B. Test Procedures: The Testing Laboratory shall inspect and report on shop fabrication and field assembly as follows:

1. Visual weld inspection, according to AWS standards.

2. Radiographic (ASTM E 390) or ultrasonic (ASTM E 164) inspection of welds.

3. Visual and torque inspection of high strength bolted connections, using an inspecting wrench, according to AISC “Specification for Structural Joints”.

1.6 PROJECT CONDITIONS
A. Delivery, Storage and Handling: Deliver materials in undamaged condition. Store items above ground and under cover. Protect from corrosion and contamination by dirt, grease and other foreign material.

B. Field Measurements: Before fabrication, field-verify dimensions of construction to which metal fabrications must fit. Show critical dimensions on shop drawings.

C. Coordination: Coordinate and cooperate with metalwork supplier to maintain critical construction dimensions.

1. Coordinate and cooperate with metalwork supplier to maintain critical construction dimensions.

2. Coordinate fabrication schedule with construction progress to avoid delay of work.

3. Coordinate location, quantity and dimensions of metal fabrications with related work.

Miscellaneous Metal Fabrications
Vernon Well No. 22 Equipment and Site Improvements Page 05500-3 PART 2 - PRODUCTS

2.1 FERROUS METALS
A. Steel Plates, Shapes and Bars: ASTM A 36.

B. Rolled Steel Floor Plates: ASTM A 786. Raised diamond tread pattern (Pattern No. 2).

C. Steel Tubing: ASTM A 500, Grade B, (cold-formed), or ASTM A 501, (hot-formed), structural tubing.

Provide tubing with galvanized finish for exterior applications and wherever specified; provide black finish elsewhere.

D. Steel Sheet: ASTM A 611, Grade A (cold-rolled) or ASTM A 570, Grade 33 unless otherwise specified (hot-rolled).

E. Galvanized Sheet: ASTM A 446, Grade A, G90 coating designation.

F. Pipe: ASTM A 53, standard weight (Schedule 40) unless otherwise indicated, Type E, F or S. Provide pipe with galvanized finish for exterior applications and wherever specified; provide black finish elsewhere.

G. Castings: Gray iron, ASTM A 48, Class 30, or malleable iron, ASTM A 47, grade 32510.

H. Stainless Steel: Commercial quality, AISI type 302/304, complying with ASTM A-167, finish as indicated.

2.2 ALUMINUM
A. General: Alloy and temper recommended by the manufacturer or specified for the required forming and finishing methods.

B. Gratings: ASTM B 221 extrusions, alloys as follows:

1. 6061-T6 or 6063-T6 for bearing bars and shapes.

2. 6061-T1 for cross bars.

C. Use fasteners made of same basic metal as fastened metal except use galvanized fasteners complying with ASTM A 153 for Fasteners for Aluminum Gratings: exterior aluminum units, unless otherwise indicated.

Do not use metals that are corrosive or incompatible with metals joined.

2.3 GROUT AND ANCHORING CEMENT
A. Non-shrink Nonmetallic Grout: Premixed, factory-packaged, non-staining, non-corrosive, nongaseous grout complying with CE CRD-C 621.

1. Provide grout specifically recommended by manufacturer for interior and exterior applications of type specified in this Section.

2. Approved Products/Manufacturers:
a. “B-6 Construction Grout”; W. R. Bonsal Co.
b. “Euco N-S Grout”; Euclid Chemical Co.
c. “Five Star Grout”; Five Star Products.
d. “Crystex”; L & M Construction Chemicals, Inc.
e. “Masterflow 713”; Master Builders.
f. “Sika Grout 212”; Sika Corporation.
g. “Sonogrout 14” Sonneborn Building Products Div., Rexnord Chemical Products, Inc.

Miscellaneous Metal Fabrications
Vernon Well No. 22 Equipment and Site Improvements Page 05500-4 B. Epoxy Grout: 100% solids, pre-proportioned epoxy/aggregate non-shrink grout.

1. Provide grout specifically recommended by the manufacturer for interior and exterior applications of type specified in this Section.

2. Approved Products/Manufacturers:
a. “Por-Rok Epoxy Grout”; Minwax Construction Products. b. “Euco High Strength Grout”; Euclid Chemical Company. c. “Sikadur 42 Grout-Pak”; Sika Corporation.

2.4 CONNECTIONS
A. General: Use materials same as or compatible with metal being connected. For steel, provide zinc-coated fasteners for exterior use or where built into exterior walls. Select fasteners for the type, grade and class required.

B. Brackets, Flanges and Anchors: Cast or formed metal of the same type material and finish as supported items, unless otherwise indicated.

C. Expansion Bolts: USM “Parabolt”, Red Head “Sleeve Anchors”, Hilti “Kwik-Bolt”, or similar expanding shield type anchor bolt, galvanized or stainless steel.

D. Concrete Inserts: Threaded or wedge type capable of sustaining, without failure, the imposed load with a safety factor of 4; galvanized ferrous castings, either malleable iron, ASTM A 47, or cast steel, ASTM A 27.

Provide bolts, washers, and shims as required, hot-dip galvanized per ASTM A 153.

E. Welding Rods and Bare Electrodes: Select in accordance with AWS specifications for the metal alloy to be welded.

F. Bolts and Nuts: Regular hexagon head bolts, ASTM A 307, Grade A, with ASTM A 563 hex nuts and flat washers.

G. High Strength Bolts and Nuts: ASTM A 325 and A 490, as indicated.

H. Machine Screws: ANSI B18.6.3.

I. Lag Bolts: ANSI B18.2.1.

J. Wood Screws: Flat head, carbon steel, ANSI B18.6.1.

2.5 PAINT
A. Shop Primer for Ferrous Metal (where indicated to receive paint under Section 09910): Manufacturer- or fabricator-selected lead-free, modified alkyd primer, which is resistant to normal atmospheric corrosion, compatible with finish paint systems indicated, and able to provide a sound foundation for field-applied topcoats despite prolonged exposure.

B. Primer for Ferrous or Galvanized Metal (where indicated to receive coating under Section 09910): Use primer as specified in “Section 09910.”
C. Galvanizing Repair Paint: All repairs to damaged galvanized coatings, including but not limited to damage due to welding, shall be performed with zinc-based solder (stick galvanizing) in accordance with ASTM A780. Only where specifically approved by the Professional of Record, high zinc dust content paint with dry film containing not less than 94 percent zinc dust by weight, and complying with ASTM A 780 may be used.

D. Bituminous Paint: Cold-applied asphalt mastic containing no asbestos fibers.

Miscellaneous Metal Fabrications
Vernon Well No. 22 Equipment and Site Improvements Page 05500-5 E. Zinc Chromate Primer: Alkyd type lead-free zinc chromate protective coating.

2.6 CONCRETE FILL AND REINFORCING MATERIALS
A. Concrete Materials and Properties: Comply with requirements of “Section 03300” for normal weight, readymix concrete with minimum 28 day compressive strength of 3,000psi, and a W/C ratio of 0.55 maximum, unless otherwise indicated.

B. Non-Slip Aggregate Finish: Factory-graded, packaged aluminum oxide grits or crushed emery; rustproof and non-glazing; unaffected by freezing, moisture or cleaning materials.

C. Reinforcing Bars: ASTM A 615, Grade 60, unless otherwise indicated.

D. Welded Wire Fabric: ASTM A185, unless otherwise indicated.

2.7 FABRICATION, GENERAL
A. Metal Surfaces: For metal fabrications exposed to view in the completed work, select materials for surface flatness, smoothness, and freedom from surface blemishes. Do not use materials whose exposed surfaces exhibit pitting, seam marks, roller and extrusion marks, rolled trade names, roughness, and, for steel sheet, variations in flatness exceeding those permitted by reference standards for stretcher-leveled sheet.

B. Materials: Form metal fabrications from materials of type and kind, size, thickness, and shapes indicated but not less than that needed to comply with performance requirements specified.

1. Basic materials specified are acceptable minimum for size, strength and quality. Use materials of higher strength, better quality and larger dimension if necessary because of fabricator's shop practices, materials availability and to comply with specified performance requirements.

C. Methods: Work to dimensions indicated or accepted on shop drawings, using proven details of fabrication and support.

1. Form exposed work true to line and level with accurate angles and surfaces and straight sharp edges.

2. Shear and punch metals cleanly and accurately. Remove burrs.

3. Ease exposed edges to a radius of approximately 1/32 inch, unless otherwise indicated. Form bent metal corners to smallest radius possible without causing grain separation or otherwise impairing work.

4. Remove sharp or rough areas on surfaces exposed to contact by building occupants.

5. Form exposed connections with hairline joints, flush and smooth, using concealed fasteners wherever possible. Use Phillips flat-head (countersunk) screws and bolts for exposed fasteners, unless another type is indicated. Locate joints where least conspicuous.

6. Provide for anchorage of type indicated. Coordinate with supporting structure. Fabricate and space anchoring devices to provide adequate support for intended use.

7. Cut, reinforce, drill and tap miscellaneous metal work as indicated to receive finish hardware and similar items.

8. Fabricate joints that will be exposed to weather to exclude water. Provide weep holes where water may accumulate.

D. Shop Welds: Weld corners and seams continuously, to comply with AWS recommendations and the following:

1. Use materials and methods that minimize distortion and develop strength and corrosion resistance of base metals.

2. Obtain fusion without undercut or overlap.

Miscellaneous Metal Fabrications
Vernon Well No. 22 Equipment and Site Improvements Page 05500-6

3. Remove welding flux immediately.

4. At exposed connections, finish exposed welds and surfaces smooth and blended so that no roughness shows after finishing and contour of welded surface matches those adjacent.

E. Shop Assembly: Pre-assemble items in shop to greatest extent possible to minimize field splicing and assembly. Disassemble units only as necessary for shipping, handling, and installation. Use connections that maintain structural value of joined pieces. Clearly mark units for reassembly and coordinated installation.

2.8 ROUGH HARDWARE
A. Anchors and Supports: Furnish bent and otherwise custom fabricated bolts, plates, anchors, hangers, brackets, dowels and other miscellaneous steel and iron shapes for framing, supporting, and anchoring or securing metal fabrications and woodwork to concrete, masonry or other construction. Straight bolts and other stock rough hardware items for anchoring wood members are specified in “Section 06100.” B. Counter Brackets: For support where indicated, provide stainless, galvanized or prime painted, (material and sizes as indicated on Drawings) steel brackets. Grind smooth all edges, corners and surfaces to eliminate cutting and snagging hazards.

C. Clip Angles: For attachment where indicated, provide prime painted steel clip angles, 1-1/4" x 1-1/4" x 1/8" (or 11 gauge) 1-1/2" long, spaced not more than 24 inches o. c.

D. Fabrication: Fabricate items to sizes, shapes and dimensions required. Furnish malleable-iron washers for heads and nuts, which bear on wood; elsewhere, furnish steel washers.

2.9 LOOSE BEARING AND LEVELING PLATES
A. Description: Provide loose bearing and leveling plates for steel items bearing on masonry or concrete construction. Plates shall be flat, free from warps or twists, and of required thickness and bearing area. Drill plates to receive anchor bolts and for grouting as required.

B. Finish: Galvanize after fabrication.

2.10 LOOSE STEEL LINTELS
A. Description: Fabricate loose structural steel lintels from steel angles and shapes of size and at locations indicated. Weld adjoining members to form a single unit where indicated.

B. Length: Size lintels for equal bearing of one inch per foot of clear span but not less than 8 inches bearing at each side of openings, unless otherwise indicated.

C. Finish: Galvanize lintels located in exterior walls. Provide prime-painted finish for lintels in interior walls.

2.11 MISCELLANEOUS FRAMING AND SUPPORTS
A. General: Provide steel framing and supports, which are not a part of structural steel framework, as indicated and necessary for support, bracing and connection of other construction. Fabricate from structural steel shapes, plates and bars of welded construction, for field assembly and connection. Cut, drill and tap units to receive hardware, hangers, and similar items.

B. Anchors: Equip units with welded anchors for casting into concrete or building into masonry. Furnish inserts if units must be installed after concrete is placed. Except as otherwise indicated, provide steel straps 1-1/4 inches wide x 1/4 inch x 8 inches long, spaced 24 inches o. c.

C. Finish: Galvanize miscellaneous framing and supports in exterior locations. Provide shop-primed finish for interior locations.

Miscellaneous Metal Fabrications
Vernon Well No. 22 Equipment and Site Improvements Page 05500-7

2.12 STAINLESS STEEL
A. Metal Surfaces, General: For surfaces exposed to view in the completed Work, provide materials selected for their surface flatness, smoothness, and freedom from surface blemishes. Do not use materials with exposed pitting, seam marks, roller marks, rolled trade names, roughness, or, for steel sheet, variations in flatness exceeding those permitted by referenced standards for stretcher-leveled sheet.

B. Tubing: ASTM A 554, Grade MT 304.

C. Pipe: ASTM A 312/A 312M, Grade TP 304.

D. Castings: ASTM A 743/A 743M, Grade CF 8 or CF 20.

E. Sheet, Strip, Plate, and Flat Bar: ASTM A 666, Type 304.

F. Bars and Shapes: ASTM A 276, Type 304.

G. Welding Rods and Bare Electrodes: Select according to AWS specifications for the metal alloy to be welded.

2.13 STAINLESS STEEL FINISHES
A. General:

1. Comply with NAAMM “Metal Finishes Manual” for recommendations relative to applying and designating finishes.

2. All exposed work below 8’-0” above Finished Floor shall be Class 1 (Architectural Metals).

3. Protect mechanical finishes on exposed surfaces from damage by applying a strippable, temporary protective covering prior to shipment.

4. Remove or blend tool and die marks and stretch lines into finish.

5. Grind and polish surfaces to produce uniform directional, textured, polished finish indicated, free of cross scratches. Run grain with long dimension of each piece.

B. Exposed Surfaces: Provide the following finish for all exposed surfaces.

1. Bright, Directional Polish: Match AISI No. 4 finish.

2. When polishing is completed, passivate and rinse surfaces. Remove embedded foreign matter and leave surfaces chemically clean.

2.14 STRUCTURAL STEEL DOOR FRAMES
A. Description: Fabricate steel door frames from structural shapes and bars of size and to dimensions indicated, fully welded. Plug weld built-up members, and continuously weld exposed joints.

B. Anchors: Secure door frames to adjoining concrete or masonry. Provide 1/8" x 2" straps with a minimum 8" embedment, unless otherwise indicated. Weld anchors to frame jambs not more than 12" from both bottom and head of frame and space intermediate anchors not more than 32" apart.

C. Finish: Galvanize frames and anchors in exterior locations. Provide prime-painted finish for interior locations.

2.15 STEEL PIPE GUARDRAILS AND HANDRAILS
A. General: Fabricate pipe guardrails and handrails to comply with requirements indicated for design, dimensions, details, finish, and member sizes, including wall thickness of pipe, post spacings, and anchorage, but not less than that required to support structural loads. Guardrails and handrails at steel framed stairs are specified under METAL STAIRS in Section 05510.

Miscellaneous Metal Fabrications
Vernon Well No. 22 Equipment and Site Improvements Page 05500-8 B. Exterior Steel Railings: Form from steel pipe with galvanized finish, galvanize fittings, brackets, fasteners, sleeves, and other ferrous components.

C. Interior Steel Railings: Form from steel pipe with black finish. Provide nongalvanized steel or iron fittings, brackets, fasteners, and sleeves, except galvanize anchors embedded in exterior masonry and concrete construction.

D. Joints: Connect railing members by butt-welding or welding with internal connectors, at fabricator's option, unless otherwise indicated. At tee and cross intersections, notch ends of intersecting members to fit contour of pipe to which end is joined and weld all around.

E. Fabrication:

1. Form changes in direction of railing members by radius bends.

2. Form simple and compound curves by bending pipe in jigs to produce uniform curvature. Maintain cylindrical cross-section of pipe throughout entire bend without buckling, twisting, cracking, or otherwise deforming exposed surfaces of pipe.

3. Close exposed ends of pipe by welding 3/16" thick steel plate in place or with prefabricated fittings, except where clearance of end of pipe and adjoining wall surface is 1/4" or less.

4. Connect railing posts to steel framing by direct welding unless otherwise indicated.

5. For railing posts set in concrete fabricate sleeves from steel pipe not less than 6" long and with an inside diameter not less than 1/2" greater than the outside diameter of post, with steel plate closure welded to bottom of sleeve.

6. For removable railing posts, fabricate slip-fit sockets from steel pipe whose inside diameter is sized for a close fit with posts and to limit deflection of post without lateral load, measured at top, to not more than 1/24 of post height. Provide socket covers designed and fabricated to resist accidental dislodgement.

F. Toe Boards: Where indicated, provide toe boards at railings around openings and at the edge of open-sided floors and platforms. Fabricate to dimensions and details indicated, or if not indicated, use 4" high x 1/4" steel plate welded to, and centered between, each railing post.

G. Brackets, Flanges, Fittings and Anchors: Provide brackets, end closures, flanges, miscellaneous fittings and anchors for interconnections of railings and attachment to other work. Furnish inserts and other anchorage devices for connecting railings and handrails to concrete or masonry work.

1. For galvanized railings, provide galvanized brackets, flanges, fittings and anchors.

2. For nongalvanized railings, provide nongalvanized brackets, flanges, fittings and anchors, except provide galvanized anchors embedded in exterior concrete and masonry.

2.16 WHEEL GUARDS
A. Description: Provide wheel guards of 3/4" thick, hollow core, gray-iron castings, of size and shape indicated.

Provide holes for countersunk anchor bolts and grouting.

2.17 FLOOR ACCESS DOORS
A. Description: Upward-acting single leaf aluminum floor door.

1. Frame: 1/4" thick extruded aluminum with built-in neoprene cushion and strap anchors bolted to exterior surface.

2. Door Leaf: 1/4" thick aluminum diamond plate, reinforced if necessary to support 150 lbs./sq. ft. live load without deflection more than 1/150 of span.

Miscellaneous Metal Fabrications
Vernon Well No. 22 Equipment and Site Improvements Page 05500-9

3. Hardware: Steel can action hinges, torsion bar counterbalance mechanism; doors shall automatically lock in 90 degree open position. Stainless steel snap lock with removable release handle on upper side.

Release and closing of open door by means of vinyl grip handle.

B. Acceptable Products: One of the following, or pre-bid approved equal:

1. Bilco Co., Model K.

2. Dur-Red Products, Model SEA.

2.18 SHELF AND RELIEVING ANGLES
A. Description: Fabricate shelf and relieving angles from steel angles of sizes indicated. Provide slotted holes to receive ¾-inch bolts, spaced not more than 6 inches from ends and not more than 24 inches o. c., unless otherwise indicated. Align expansion joints in angles with expansion joints in masonry.

1. Furnish wedge-type concrete inserts, complete with fasteners, for attachment of angles to cast-in-place concrete.

2. Provide brackets to support angles at cavity walls from back-up masonry and structural framing.

B. Finish: Galvanize angles and bolts for exterior masonry.

2.19 PIPE BOLLARDS
A. Fabricate pipe bollards from galvanized Schedule 80 steel pipe.

1. Bollards shall be 8” diameter, 48” high and 48” in ground unless otherwise shown on Drawings.

B. Sleeve Anchorage: Fabricate sleeves for bollard anchorage from steel pipe with 1/4 inch thick steel plate welded to bottom of sleeve, and with an inside diameter not less than 1/2 inch greater than bollard outside diameter.

1. Fill bollards with concrete as shown on Drawings.

2.20 FINISHES
A. General: Comply with NAAMM “Metal Finishes Manual” for recommendations relative to application and designations of finishes. Finish items after fabrication.

B. Galvanizing: For those items indicated for galvanizing, apply zinc coating by the hot-dip process after fabrication. Comply with the following requirements:

Vernon City CouncilMarch 1, 2022

Vernon City Council
March 1, 2022