ops.noahent.comops.noahent.com/BIDDING/SCWWA/SCWWA -PEMB Petersburg.pdf · WW Associates Project...

PPRROOFFEESSSSIIOONNAALL EENNGGIINNEEEERRIINNGG SSEERRVVIICCEESS WWA PROJECT NO. 217005.04

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SSOOUUTTHH CCEENNTTRRAALL WWAASSTTEEWWAATTEERR AAUUTTHHOORRIITTYY WWAARREEHHOOUUSSEE FFAACCIILLIITTYY PPEETTEERRSSBBUURRGG,, VVIIRRGGIINNIIAA

PO Box 4119 Lynchburg VA 24502 Phone: 434-316-6080

3040 Avemore Square Place Charlottesville, VA 22911

Phone: 434-984-2700 www.wwassociates.net

BID SET

February 9, 2018

Prepared by:

WW Associates Project No. 217005.04 00010/1

Section 00010 Table of Contents

SECTION Division 1 – General Requirements Advertisement for Bids ....................................................................................00100 Instructions to Bidders .....................................................................................01200 Bid Form ..........................................................................................................01300 General Requirements ......................................................................................01400 Supplementary Conditions ...............................................................................01500

Standard Contract Forms .................................................................................01600

Division 2 – Site Work Demolition .......................................................................................................02050 Earthwork .........................................................................................................02200 Paving and Surfacing .......................................................................................02500 Storm Sewer Systems ......................................................................................02720 Timber Piles .....................................................................................................02850

Seeding .............................................................................................................02936

Division 3 – Concrete Cast-in-Place Concrete.....................................................................................03300

Division 4 and 5 – NOT USED

Division 6 – Wood and Plastics Miscellaneous Carpentry .................................................................................06105

Division 7 – Thermal and Moisture Protection Underslab Vapor Barriers ................................................................................07260

Joint Sealants ...................................................................................................07920

Division 8 – Doors and Windows Steel Doors and Frames ...................................................................................08110 Roll-Up Doors ..................................................................................................08330

Aluminum Windows ........................................................................................08520 Door Hardware .................................................................................................08710

Glazing .............................................................................................................08800


Division 9 – Finishes Non-Load-Bearing Steel Framing....................................................................09111

Gypsum Board .................................................................................................09250 Acoustical Panel Ceilings ................................................................................09511

Exterior Painting ..............................................................................................09911 Interior Painting ...............................................................................................09912

Divisions 10 and 11 – NOT USED

Division 13 – Special Construction Metal Building Systems ...................................................................................13125

Divisions 14 and 15 – NOT USED

Division 16 – Electrical Electrical General Provisions ...........................................................................16010 Testing and Placing in Service .........................................................................16040 Raceways .........................................................................................................16110 Wire, Cable and Wiring (600 Volt Max) .........................................................16120 Switch and Outlet Boxes ..................................................................................16130 Wiring Devices ................................................................................................16140 Supporting Devices ..........................................................................................16190 Electric Service ................................................................................................16420

Grounding ........................................................................................................16450 Dry Transformers .............................................................................................16461 Panelboards ......................................................................................................16470 Molded Circuit Case Breakers .........................................................................16475 Lighting ............................................................................................................16510

APPENDIX Geotech Report from ECS dated December 14, 2017

End of Table of Contents


Section 00100 Advertisement for Bids

Re: South Central Wastewater Authority

Warehouse Facility Petersburg, Virginia

Bids on the referenced project will be received in the Office of the South Central Wastewater Authority (“Authority”), 900 Magazine Road, Petersburg, Virginia 23803 until 11:00 AM., local prevailing time, Wednesday, April 11, 2018, and then publicly opened.

Bids may be withdrawn using the procedure set forth in Virginia Code § 2.2-4330 B.2.

The project will consist of construction of the following:

▪ A new 5,000 S.F. pre-engineered metal building

▪ Incidental site work and utilities

The Authority will award the contract on a lump sum basis.

Bid documents consisting of project manual and drawings are open to the public for inspection at the following locations:

▪ Owner: South Central Wastewater Authority, 900 Magazine Road, Petersburg, VA 23803

▪ Engineer: WW Associates, Inc., 110 Vista Centre Drive, Suite 1, Forest, VA 24551, Telephone: 434-316-6080

▪ WW Associates, Inc., 3040 Avemore Square Place, Charlottesville, VA 22911

▪ Valley Construction News, 426 West Campbell Avenue, Roanoke, VA 24016

▪ The Builders’ Exchange Association of VA, 3207 Hermitage Road, Richmond, VA 23227

A pre-bid conference will be held at 10 AM, local prevailing time, Wednesday, February 28, 2018 in the Office of the South Central Wastewater Authority, 900 Magazine Road, Petersburg, Virginia 23803.

Bid documents in Adobe Acrobat format (pdf) may be obtained from WW Associates, Inc., P.O. Box 4119, Lynchburg, VA 24502 upon receipt of a nonrefundable payment of $50.00. Bidder must include contact person, email to receive bid documents, business address and telephone.

Bid Security: Bids shall be accompanied by a certified check or an acceptable bid bond in the amount of 5 percent of the base bid.


Bidders must be licensed as Contractors in the Commonwealth of Virginia in accordance with Title 54.1, Chapter 11 of the Code of Virginia (1950) as amended.

Mr. Robert C. Wichser, Ph.D, P.E., BCEE Executive Director South Central Wastewater Authority 900 Magazine Road Petersburg, VA 23803

End of Section


Section 01200 Instructions to Bidders

1 General: To be valid for consideration, bids must be completed and submitted in

accordance with these instructions to bidders. 2 Qualification of Bidders: Each bidder must be prepared to submit within 5 calendar

days of the Owner’s request written evidence of his qualifications for the project, including financial data, previous experience, and evidence of authority to conduct business in the jurisdiction where the project is located.

3 Examination of Bid Documents and Site 3.1 Before submitting bids, each bidder must examine bid documents thoroughly;

familiarize himself with federal, state and local laws, ordinances, rules, and regulations affecting the work; and correlate his observations with the requirements of the bid documents.

3.2 Bidders are requested and expected to visit the site of the project to alert themselves

to local and special conditions, which may be encountered during construction of the project. Failure to make such investigations shall not relieve the successful bidder from performing and completing the work in accordance with the contract documents.

4 Interpretations 4.1 All questions concerning this project shall be directed to WW Associates, Inc.,

Telephone: (434) 316-6080 and E-Mail: [email protected]. Herbert F. White III, P.E. is the point of contact. No oral interpretations of the bid documents will be made to any bidder. To be given consideration, requests for interpretations must be received in time to allow preparation of written response at least 5 days prior for receipt of bids. Interpretations will be written in the form of written addenda to the bid documents and mailed to all parties recorded by WW Associates, Inc. as having received bid documents, prior to scheduled receipt of bids. Only interpretations by formal written addenda will be binding.

5 Bid Submission 5.1 Submit two copies of the bids using forms furnished by WW Associates, Inc. and

fill in all blank spaces on the form. Repeat notation “Contractor’s Current Virginia License No. ____________” on outside of inner envelope containing bid and bid security, and place this envelope within another envelope addressed to:

5.1.1 Mr. Robert C. Wichser, Ph.D, P.E., BCEE

Executive Director South Central Wastewater Authority 900 Magazine Road Petersburg, Virginia 23803

mailto:[email protected]


5.2 The inner envelope shall have noted thereon:

5.2.1 “Bid for Construction of South Central Wastewater Authority, Warehouse Facility, Petersburg, Virginia.”

5.3 Bid security and bidding documents, and receipt deadline for bids shall be as

specified herein.

5.3.1 No bidder shall withdraw, modify, or cancel any part of his bid for 90 days following bid opening.

5.4 Modifications and withdrawal of bids: Bids may be modified or withdrawn by

appropriate document duly executed (in the manner that a bid must be executed) and delivered to the place where the bids are to be submitted at any time prior to the receipt of bids.

5.5 Withdrawal of bids after date for submission: In accordance with Procedure (ii) of

Section 11-54(A) of the Code of Virginia, the bidder will have 2 business days after the opening of bids within which to claim in writing any mistake as defined in said section and withdraw his bid, provided such mistake be proved from the Contractor’s work papers. Failure to submit Contractor’s work papers will be considered as a waiver of any right of withdrawal of bids after the date for submission.

5.6 Bid documents in Adobe Acrobat format (pdf) may be obtained from WW

Associates, Inc., P.O. Box 4119, Lynchburg, VA 24502 upon receipt of a nonrefundable payment of $50.00. Bidder must include contact person, email to receive bid documents, business address and telephone.

5.7 Bid Security: Bids shall be accompanied by a certified check or an acceptable bid

bond in the amount of 5 percent of the base bid. 5.8 All Bid Items must be completed in their entirety; failure by the Contractor to fully

complete the bid form will be considered a non-responsive bid. 5.9 The Contractor is advised to refer to the Lines and Grades paragraph in Section

01400 – General Requirements for bidding instructions on construction stakeout services.

6 Agreement, insurance certificate, and bonds shall be drawn on forms identical to

those bound within this project manual. 6.1 Bonds shall be with a surety company acceptable to the Owner. 6.2 A Performance Bond and a Labor and Material Payment Bond will be required in

the amount of 100 percent of the bid.


7 Award of Contract

7.1 The award of the contract will be to the responsible bidder submitting the lowest bid and whose qualifications indicate the award will be in the best interest of the Owner. The basis of award for determining the low bidder shall be the Base Bid.

7.2 Should the responsive bid from the lowest responsible bidder exceed available

funds, the Owner may negotiate with the lowest responsible bidder in accordance with Section 2.2-4318 of the Virginia Public Procurement Act to obtain a contract price within available funds.

7.3 The Owner reserves the right to reject any and all bids and waive any and all

informalities and the right to disregard all nonconforming or conditional bids or counterproposals.

7.4 Submission of post-bid information shall be in accordance with the contract

documents.

End of Section

Contractor ________________________________________ Date ______________ VA License No. _________________________


Section 01300 Bid Form

Gentlemen:

The undersigned, having visited and examined the site and having carefully studied the drawings and project manual for the South Central Wastewater Authority Warehouse Facility, Petersburg, Virginia, hereby proposes to furnish all plant, labor, equipment, materials, and services and to perform all operations necessary to execute and complete the work required for the project, in strict accordance with the drawings and technical specifications prepared by WW Associates, Inc., Engineers • Surveyors • Planners, dated February 9, 2018, together with addenda numbered ____, issued during bidding period and hereby acknowledged, subject to the terms and conditions of the agreement as follows:

Base Bid Item No. 1 is defined as all work associated with this project, except for Base Bid Item No. 2, for the sum of: Dollars

($ ).

Base Bid Item No. 2 is defined as total price for:

a) Production Piles: 74 Piles X 40 FT/Pile X ___________Dollars/FT = $________________Dollars.

b) Test Piles: 3 Piles X 45 FT/Pile X ___________Dollars/FT = $________________Dollars.

c) Load Test: 3 EA X ___________Dollars EA = $________________Dollars.

Total of Base Bid Item No. 2: Dollars ($______________).

Total Base Bid is defined as the sum of Base Bid Item Numbers 1 and 2:

Dollars

($ ).

Notes:

a) The basis of award for determining the low bidder shall be the Total Sum of Base Bid Numbers 1 and 2.



b) The Bid Items are founded upon furnishing equipment and materials of specified manufacturers or approved equals.

c) The Load Test price in Bid Item No. 2 shall represent the total cost of work for performing a High-Strain Dynamic Load Test that utilizes a Pile Dynamic Analyzer (PDA) for test piles in accordance with Section 02850 of this project manual.

d) Actual pile quantities will be paid for on unit price basis in accordance with Bid Item Number 2.

It is understood and agreed that the Owner, in protecting his best interest, reserves the right to:

a) Reject any or all bids.

b) Accept any bid item at the base bid price, or any combination of the bid items, whereupon the Contractor shall furnish equipment and materials as specified.

We are properly equipped to execute work as defined in the contract documents and so covered by this bid and will enter into agreement for the execution and completion of the work in accordance with the drawings, project manual, and this bid. We further agree that if awarded the contract, we will commence the work on the date stated in the “Notice to Contractor to Proceed,” and will prosecute the work and shall be substantially complete as defined in the general conditions within 300 calendar days and complete all obligations within 330 calendar days.

The Owner and Contractor recognize that time is of the essence with this agreement and that the Owner will suffer financial loss if the work is not completed within 300 calendar days for all work associated with this project. They also recognize the delays, expense, and difficulties involved in proving the actual loss suffered by the Owner if the work is not completed on time. Accordingly, instead of requiring any such proof, the Owner and Contractor therefore agree that, as liquidated damages for delay (but not as a penalty), the Contractor shall pay the Owner one thousand dollars ($1,000.00) for each day that expires after the time specified for substantial completion of this project.

Enclosed herewith is the following security, offered as evidence that the undersigned will enter into agreement for the execution and completion of the work in accordance with the drawings and project manual:

Certified check for the sum of_________________________________________

Name of bank______________________________________________________

Bidder’s bond in amount of___________________________________________

Bond issued by_____________________________________________________



The undersigned further agrees that in case of failure on his part to execute the said agreement within 10 consecutive calendar days after written notice being given on the award of the contract, the monies payable by the securities accompanying this bid shall be paid to the South Central Wastewater Authority as liquidated damages for such failure; otherwise, the securities accompanying this bid shall be returned to the undersigned.

This bid is subject to acceptance within a period of 90 days from bid submission date.

Respectfully Submitted,

_____________________________ Contractor

By __________________________

_____________________________

_____________________________ Address

_____________________________ Telephone Date______________________

Contractor’s Current Virginia License Number _____________Code _______


Section 01400 General Requirements

1 GENERAL

1.1 Summary of Work

1.1.1 The work covered under this contract comprises the furnishing of all labor, materials, equipment, tools and services and the installation and construction of all items, and the performance of all work necessary to complete the work shown or called for on the drawings and/or this project manual.

1.1.2 All units under this Contract shall be operable, shall be installed as designed, and shall conform to the manufacturer’s specifications for the particular application.

1.2 Contractor Use of Premises

1.2.1 The Contractor shall assume full responsibility for protection and safekeeping of products stored on or off premises.

1.2.2 The Contractor shall coordinate use of premises with the Owner and Engineer, and remove stored products that interfere with the operations of the Owner or other contractors.

1.2.3 The Contractor shall obtain and pay for all additional storage or work areas needed for operations under this Contract. These areas shall be subject to the same conditions as described for the Owner’s property.

1.3 Construction and Scheduling Sequence

1.3.1 Phases of the construction which involve the temporary interruption of essential services and demolition of existing items shall be scheduled in consultation with the Owner or his representative, shall not be of longer duration than essential to accomplish the purpose for such interruptions, and shall be coordinated to give the Owner the ability to maintain water service. Liaison with the Owner in these matters is a salient feature of this contract.

1.3.2 Provide a written construction schedule and plan which describes in detail each major task and operation which will interfere with any existing system, equipment, or operation. The plan shall describe the sequence and proposed method of accomplishing each task and the proposed schedule for interruptions.

1.3.3 Contractor shall maintain access for truck deliveries to the plant.


1.4 Work Restrictions

1.4.1 Occupancy: If the Owner elects to operate any of the chemical system improvements under partial utilization, prior to the project’s final acceptance, neither WW Associates, Inc. nor the Contractor shall be held responsible for the safety or well being of those occupants beyond the normal care and practice of the construction industry.

1.4.2 Normal working hours for the Contractor shall be 8:00 A.M. to 5:00 P.M., Monday through Friday, excluding state and federal holidays, unless otherwise approved by the Owner and WW Associates, Inc.

1.4.3 Comply with Owner security policies and procedures for the duration of the project.

1.5 Contract Modification Procedures

1.5.1 Change Orders: No amount, in part or in whole, of a change order shall be included in a requisition for payment by the Contractor until the change order has been executed and copies of the change order have been distributed to the Owner and Contractor.

1.5.2 Work Orders: A work order is a device which enables the Owner to promptly order changes in the work which may involve changes in cost or contract time, or both pending preparation and execution of a formal change order.

1.5.3 Request for Change Order Proposal: The Owner may request the Contractor to submit a change order proposal for changes in contract work. The Contractor shall submit the proposal in accordance with contract requirements within 3 days of a request by the Engineer or Owner. The Owner may issue to the Contractor a work order authorizing the required changes for an additional amount not to exceed, or a deduction of not less than the amount shown in the work order. If the Contractor is not in agreement with the amount stipulated in the work order, he shall, within a reasonable time after the issue date of the order, submit to WW Associates, Inc. an equitable proposal and develop with the Owner a mutually acceptable price for the required change in work.

1.5.4 The Contractor may initiate changes by submitting a written notice to the Engineer containing:

1.5.4.1 Description of the proposed changes.

1.5.4.2 Statement of the reason for making the changes.

1.5.4.3 Statement of the effect on the Contract Sum and the Contract Time.

1.5.4.4 Statement of the effect on the Work of separate Contractors.


1.5.4.5 Documentation supporting any change in Contract Sum or Contract Time, as appropriate.

1.6 Payment Procedures

1.6.1 Applications and Certificates for Payment: The form of each application for payment shall be EJCDC Document C-620 entitled, “Application and Certificate for Payment” accompanied by “Continuation Sheet,” and “Stored Material Summary.” Each application for payment by the Contractor, excluding the first, shall be accompanied by a “Contractor’s Affidavit of Payment of Debts and Claims,” AIA Document G706, and “Contractor’s Affidavit of Release of Liens,” AIA Document G706A. Each application shall be submitted on these forms. Payment for stored material delivered but not incorporated in the work will be the invoiced amount only. Submit invoices with application for payment.

1.6.2 Upon recommendation by WW Associates, Inc. of the Contractor’s request for partial payment, the Owner shall pay to the Contractor 90 percent of the total amount due and the Owner shall retain 10 percent of the amount due until final completion and acceptance of all work covered by the contract.

1.6.3 Schedule of Values: Submit complete schedule of values at least 10 days prior to first application for payment.

1.7 Project Meetings

1.7.1 Preconstruction conferences with the Contractor will be held after the effective date of the agreement.

1.7.2 Progress Meetings: Each month, the Contractor, Engineer, and the Owner shall hold a progress meeting to review progress to date and to resolve all questions for the upcoming month.

1.8 Progress Schedules: Submit a detailed construction schedule prior to the preconstruction conference. Revise the schedule prior to each progress meeting. Construction schedule shall be in a form that will clearly show the proposed degree of completeness of each aspect of the construction throughout the life of the contract. Bar graphs and/or PERT diagrams are acceptable forms.

1.9 Submittal Procedures

1.9.1 Shop Drawings, Product Data, and Samples: Prior to the preconstruction conference, prepare a submittal schedule satisfactory to WW Associates, Inc. fixing the dates for submission of shop drawings, product data, samples, and the like and update this schedule at each progress meeting to reflect the status of each submittal item.

1.9.1.1 Submit an Adobe Acrobat format (pdf) electronic file of all shop drawings.


1.9.1.2 An Adobe Acrobat format (pdf) electronic file of approved shop drawings will be returned to the Contractor.

1.9.1.3 Submit shop drawings, product data, samples, and the like as required by applicable specification sections.

1.9.1.4 Identify each item submitted using applicable specification section number and paragraph reference or drawing reference.

1.9.1.5 Shop drawings shall be approved by the Contractor and those subcontractors whose work is associated with the subject equipment as being in accordance with the contract documents prior to submission.

1.9.1.6 Failure to comply with these requirements will result in the submittal being returned unprocessed.

1.9.2 The Engineer’s approval of Contractor’s shop drawings will be general and shall not relieve the Contractor from the responsibility for adherence to the Contract, nor shall it relieve him of the responsibility for any errors that may exist. Where such errors or omissions are discovered later, they shall be made good by the Contractor, irrespective of any approval by the Engineer.

1.10 Quality Control

1.10.1 Testing Laboratory Services: The Contractor will employ and pay for the services of an independent testing laboratory to perform testing specified to be done by an independent testing laboratory. Employment of the laboratory shall in no way relieve the Contractor’s obligations to perform the work of the contract. Contractor shall also employ and pay for all special inspections required in this contract to meet the requirements of the building code.

1.11 Temporary Utilities

1.11.1 Temporary Electricity: The Contractor shall make all necessary arrangements for obtaining temporary electric power for construction purposes. No separate payment for electric power for construction purposes or testing other than the payment included in the contract lump sum or unit prices will be allowed. Fees charged by the power company for permanent electrical service will be paid by the Owner.

1.11.2 Temporary Heat: Provide approved type temporary heating as required during the progress of the project and bear all expenses related thereto.

1.11.2.1 Temporary heat shall be supplied by the Contractor to protect work and materials from damage due to cold and dampness and to allow for adequate curing of materials.


1.11.3 Temporary Water: The Contractor shall make all necessary arrangements for securing water for construction purposes at his own cost and expense. No separate payment, other than that included in the contract lump sum or unit prices, will be allowed for water so used. The Contractor may use the Authority’s potable water at the water treatment plant site during construction.

1.11.4 Temporary Sanitary Facilities: Contractor shall provide and maintain in a neat and sanitary condition such accommodations for the use of his employees as will comply with laws and regulations.

1.12 Temporary Controls

1.12.1 Construction Cleaning: The Contractor shall clean daily all areas under construction to ensure minimum interference with roads, streets, sidewalks, and access of adjacent property owners.

1.12.2 Erosion and Sediment Control: These controls shall be in coordination with the appropriate drawings and any requirements of the local authority.

1.12.3 Dust Control: Contractor shall ensure that dust is held to a minimum throughout the length of the project through the application of moisture where applicable.

1.13 Vehicular Access and Parking

1.13.1 Parking and Laydown Areas: The location of Contractor parking and laydown areas shall be as agreed upon by the Owner and the Engineer. Provide gravel in the laydown area and comply with the latest edition of Virginia Erosion and Sediment Control Handbook.

1.14 E-Mail Address: The Contractor shall provide an e-mail address to allow the Owner and the Engineer to correspond with the Contractor’s project manager during the construction period.

1.15 Product Requirements

1.15.1 Quality of Material and Equipment Incorporated into the Work:

1.15.1.1 Design, fabricate and assemble in accordance with the best engineering and shop practices.

1.15.1.2 Manufacture like parts of duplicate units to standard sizes and gauges, to be interchangeable.

1.15.1.3 Two or more items of the same kind shall be identical, by the same manufacturer.

1.15.1.4 Products shall be suitable for services conditions.


1.15.1.5 Equipment capacities, sizes, and dimensions shown or specified shall be adhered to unless variations are specifically approved in writing.

1.15.2 Except as specifically indicated or specified, materials and equipment removed from the existing structure shall not be used in the completed work.

1.15.3 For material and equipment specifically indicated or specified to be reused in the work:

1.15.3.1 Use special care in removal, handling, storage, and reinstallation to assure proper function in the completed work.

1.15.3.2 Arrange for transportation, storage, and handling of products, which require off-site storage, restoration, or renovation. Pay all costs for such work.

1.15.4 Manufacturer’s Instructions

1.15.4.1 When contract documents require that installation of work shall comply with manufacturer’s printed instructions, obtain and distribute copies of such instructions to parties involved in the installation, including two copies to WW Associates, Inc.

1.15.4.2 Maintain one set of complete instructions at the job site during installation and until completion.

1.15.4.3 Handle, install, connect, clean, condition, and adjust products in accordance with such instructions and in conformity with specified requirements.

1.15.5 Transportation and Handling of Materials

1.15.5.1 Arrange deliveries of products in accordance with construction schedules. Coordinate to avoid conflict with work and conditions at the site.

1.15.5.2 Deliver products in undamaged condition, in manufacturer’s original containers or packaging, with identifying labels intact and legible.

1.15.5.3 Immediately on delivery, inspect shipments to assure compliance with requirements of contract documents and approved submittals, and that products are properly protected and undamaged.

1.15.6 Storage and Protection

1.15.6.1 Store products in accordance with manufacturer’s instructions, with seals and labels intact and legible.


1.15.6.2 Store products subject to damage by the elements in weathertight enclosures.

1.15.6.3 Maintain temperature and humidity within the ranges required by manufacturer’s instructions.

1.15.6.4 Exterior Storage

1.15.6.4.1 Store fabricated products above the ground, on blocking or skids; prevent soiling or staining; cover products, which are subject to deterioration with impervious sheet coverings; and provide adequate ventilation to avoid condensation.

1.15.6.4.2 Store loose granular materials in a well-drained area on solid surfaces to prevent mixing with foreign matter.

1.15.6.4.3 Protection after Installation: Provide substantial coverings as necessary to protect installed products from damage from traffic and subsequent construction operations. Remove when no longer needed.

1.16 Lines and Grades

1.16.1 The Contractor shall include $6,800 in the Base Bid, to be provided as payment for the initial construction stakeout provided by WW Associates, Inc.’s Certified Land Surveyor. Should the Contractor disturb the initial stakeout, restaking will be provided on an hourly rate to the Contractor by WW Associates, Inc. Stakeout will include the location and elevation data to construct structures, pavements, piping, and other improvements associated with this project. Stakeout services for the project will be as follows:

Stake building corners and provide offsets.

Provide stakeout for site grading.

Stake site utilities and provide offsets.

Stake limits of new asphalt paving.

Asbuilt pile survey.

1.17 Starting of Systems

1.17.1 The Contractor shall initially start up and place all equipment installed by the Contractor into successful operation according to manufacturers’ written instructions and as instructed by manufacturers’ representatives.

1.17.2 Provide all materials, labor, tools, equipment and expendables required.


1.17.3 Coordinate schedule for start-up of various equipment and systems. Notify the Engineer at least seven days prior to start-up of each item. The Owner’s operator and the Engineer will be present during start-up.

1.17.4 Execute start-up under supervision of responsible manufacturer’s representative in accordance with manufacturer’s instructions.

1.17.5 When required in individual Specification Sections, the manufacturer shall provide an authorized representative to be present at the site to inspect, check, and approve equipment or system installation, and to supervise placing equipment or system into operation.

1.17.6 Submit a written report that equipment or system has been properly installed and is functioning correctly.

1.17.7 General activities include the following:

1.17.7.1 Cleaning.

1.17.7.2 Removing temporary protective coverings.

1.17.7.3 Check and correct, if necessary, leveling plates, grout, bearing plates, anchor bolts, fasteners, and alignment of piping which may put stress on equipment connected to it.

1.17.7.4 Test all equipment and systems at normal operating conditions and through the normal operating range.

1.17.7.5 Make all adjustments and balances required.

1.17.8 Minimum Start-Up Procedures.

1.17.8.1 Valves: Inspect all valves, clean bonnets and stems. Inspect packing glands to assure no leakage, and tighten or replace as necessary. Verify that control valve seats are free from foreign material and are properly positioned for service.

1.17.8.2 Pipe Joints: Inspect all joints for leakage, and tighten, remake, or replace as necessary.

1.17.8.3 Pipe Supports: Inspect all piping supports to assure adequate restraint to prevent displacement, vibration, or failure of piping and fittings, while allowing for expansion and contraction. Modify and adjust as necessary.

1.17.8.4 Electrical Circuits: Check each electrical control circuit to assure operations complies with specifications and requirements to provide desired performance.


1.17.8.5 Instruments: Test, adjust, and calibrate as required.

1.18 Demonstration and Instructions

1.18.1 Prior to final inspection, demonstrate operation of each system to the Engineer and the Owner.

1.18.2 Instruct the Owner’s personnel in operation, adjustment, and maintenance of equipment and systems, using the operation and maintenance manuals as a basis for instruction. Review the contents of all manuals with the Owner’s personnel in detail to explain all aspects of operation and maintenance.

1.19 Acceptance for Operation

1.19.1 As soon as the unit, equipment, or system has been properly prepared for operation and it is necessary to be placed into service, bring it on-line; then make an on-line performance test by operating it under approximately normal conditions for a period of 14 consecutive days (2 weeks) to demonstrate that all materials and components are in proper working order and free from defects. During this time, the Owner will receive specified instruction on the unit or system by qualified personnel, and be furnished all appropriate operation and maintenance manuals. In event of failure to demonstrate successful performance on the first or any subsequent attempt, make all alternations, adjustments, repairs, and replacements that may be needed; and, if it becomes necessary to shut down the unit or system, or any portion thereof before the on-line test is satisfactorily completed, provide all appropriate measures to resume water treatment operations without the unit or system. When the unit or system is again ready for operation, bring it on-line and start a new on-line test. This procedure shall be repeated as often as necessary until the unit or system shall have operated continuously to the satisfaction of the Owner, for a test period duration of 14 consecutive days. The Owner will furnish all operating personnel (other than vendor’s or subcontractor’s service engineers) needed to operate equipment during the on-line test period; however, said personnel will perform their duties under the Contractor’s direction and supervision. Until performance tests are completed and units and systems are accepted by the Owner for operation, the Contractor shall be fully responsible for supervising their operation.

1.19.2 When the on-line test has been completed, the Owner will notify the Contractor to this effect in writing and will then take over the unit or system for purpose of operation. Neither this notice nor the act of taking over any item for operation shall relieve the Contractor from his obligations to complete the facility or perform any other obligations or responsibilities, which extend beyond the completion of the on-line tests.

1.19.3 The Contractor shall maintain full responsibility for the maintenance of all units and systems placed on-line until they have been determined


substantially complete. No warranties shall begin prior to the date of substantial completion.

1.19.4 Acceptance Requirements: All equipment shall pass the specified performance testing prior to substantial completion certifications. Partial acceptance of equipment will not be allowed.

1.20 Cleaning

1.20.1 Periodically clean premises of accumulated construction debris.

1.20.2 Prior to final completion, thoroughly remove from premises any debris remaining from construction activities, and properly dispose. Leave premises in a clean, neat, orderly and safe condition.

1.21 Contract Closeout Procedures

1.21.1 Punch List: Correct all punch list items.

1.21.2 Operations and Maintenance Data: Obtain, assemble, and submit to WW Associates, Inc. three manuals containing comprehensive operating and maintenance instructions and parts lists. Each manual shall be self-contained and include information for efficient servicing of equipment supplied and installed under the contract.

1.21.2.1 Operating instructions shall explain maintenance procedures, methods of checking the systems for safe and normal operation, and recommended procedure for safely stopping and starting the equipment and systems.

1.21.2.2 These requirements shall be fulfilled before any guarantee periods become effective so as to limit the possibility of claims arising from the absence of pertinent information.

1.21.3 Guarantees, Warranties, and Bonds: Submit all required guarantees, warranties and bonds.

1.21.4 Project Record Documents

1.21.4.1 Provide one complete set of drawings and project manual recording all changes to work to indicate actual installation. Changes shall be noted in legible red letters at least ⅛-inch high. These changes shall include, but are not limited to, the following:

1.21.4.1.1 Size, depth or position of foundations

1.21.4.1.2 Exact location and elevation of all underground utility services


1.21.4.1.3 Changes in general construction, mechanical, or electrical work above or below ground.

1.21.4.2 These records are a specific contract requirement, and final payment will not be made until these drawings and project manual have been submitted in an acceptable form.

1.21.5 Spare parts and maintenance materials required by these contract documents shall be delivered to the Owner as directed by the Owner.

1.21.6 List of Manufacturers and Suppliers: At the conclusion of the project, the Contractor shall furnish WW Associates, Inc. with a complete list of subcontractors, manufacturers, and suppliers who participated in the construction or who furnished materials or equipment. The address of each firm shall be included, together with types of materials or work performed.

1.21.7 Affidavit of Payment of Debts and Claims

1.21.8 Affidavit of Release of Liens

End of Section


Section 01500 Supplementary Conditions

1 SUPPLEMENTS

1.1 These supplementary conditions amend or supplement the Standard General Conditions of the Construction Contract, EJCDC document C-700, 2007 edition, and other provisions of the contract documents to the extent indicated. All provisions, which are not so amended or supplemented, remain in full force and effect.

2 DEFINITIONS

2.1 The terms used in these supplementary conditions that are defined in the Standard General Conditions of the Construction Contract (EJCDC document C-700, 2007 edition) have the meanings assigned to them in the general conditions.

3 COPIES OF DOCUMENTS: For construction purposes, the Contractor will be issued, free of charge, “Issued for Construction” documents in Adobe Acrobat format (pdf).

4 PHYSICAL CONDITIONS: Explorations and Reports. Add the following to Article 4, Paragraph 4.02.A.

“Geotechnical Report by ECS, dated December 14, 2017. This Geotechnical Report is appended to this project manual for convenient reference only and will not be part of the contract documents.

This Geotechnical Report dated December 14, 2017 was obtained by WW Associates, Inc. in design and is available for the Contractor’s information but is not a warranty of subsurface conditions. The Contractor shall be responsible for his own interpretation for construction purposes.”

5 BONDS

5.1 Add the following to Article 5, Paragraph 5.01.

“The Contractor shall secure and provide all bonds called for in the General Conditions and Instructions to Bidders. All bonds shall be written by sureties or insurance companies licensed to do business in the Commonwealth of Virginia.”

6 INSURANCE

6.1 The Contractor shall purchase and maintain the insurance, required by Article 5 of the General Conditions, in at least the following amounts: (A sample Certificate of Insurance is attached for use as a template by your agent.)

6.1.1 Workers Compensation: Statutory


6.1.2 Employer’s Liability

6.1.2.1 Each Accident $100,000

6.1.2.2 Disease, Each Employee: $100,000

6.1.2.3 Disease, Policy Limit: $500,000

6.1.3 General Liability

6.1.3.1 Each Occurrence: $1,000,000

6.1.3.2 Personal & Advertising Injury: $1,000,000

6.1.3.3 Products Completed Operations Aggregate: $2,000,000

6.1.3.4 General Aggregate: $2,000,000

6.1.4 Excess or Umbrella Liability

6.1.4.1 Each Occurrence: $10,000,000

6.1.4.2 General Aggregate: $10,000,000

6.1.5 Automotive Liability

6.1.5.1 Combined Single Limit (Each Accident) $1,000,000

6.1.6 Builder’s Risk: Coverage Equal to Contract Amount

6.2 Contractor’s workers compensation insurance as required by Federal, State, and Municipal laws for the protection of all Contractors’ employees working on or in connection with the project, including broad form all states and voluntary compensation coverages and employers’ liability coverage.

6.3 Contractor’s general liability insurance shall include the following coverages: Premises and Operations; Explosion, Collapse and Underground; products completed Operations; Contractual Liability; and Personal and Advertising Injury.

6.4 The Automobile Liability Insurance shall include coverage for owned, non-owned, and hired autos.

6.5 All insurance shall be written by insurance companies licensed to do business in the Commonwealth of Virginia.

6.6 South Central Wastewater Authority and WW Associates, Inc. shall be listed as additional insured on all policies except workers compensation.


6.7 A waiver of subrogation shall apply in favor of South Central Wastewater Authority and WW Associates, Inc. on all policies as permitted by law.

6.8 Certificate Holder: South Central Wastewater Authority 900 Magazine Road Petersburg, VA 23803

7 CONTRACTOR’S RESPONSIBILITIES

7.1 Labor, Materials, and Equipment: Add the following to Paragraph 6.03:

“All material incorporated in the work of this contract shall be free of asbestos and other hazardous materials.”

7.2 Laws and Regulations: Add the following to Subparagraph 6.09.D.:

“The Contractor shall be licensed in the Commonwealth of Virginia in accordance with Title 54.1, Chapter 11, Code of Virginia (1950) as amended.”

7.3 Permits: The Contractor shall obtain all required permits and bonds for this project at no additional cost to the Owner. The Contractor shall pay any associated fees for required permits and bonds. Required permits shall include, but not be limited to, the following:

7.3.1 City of Petersburg Business License: Contact City of Petersburg Commissioner of Revenue for additional information. Telephone: (804)-733-2315, Internet: http://www.petersburg-va.org/index.aspx?NID=135.

7.3.2 City of Petersburg Building Permit: The Contractor shall apply for and obtain the building permit. Comply with all City requirements for building construction.

7.3.3 Submit Building Shop Drawings to the City for review and approval.

7.3.4 City of Petersburg Land Disturbance Permit.

7.3.5 City of Petersburg Erosion Sediment Control Permit and Bond.

7.3.6 VSMP Permit.

7.4 OSHA Requirements: The Contractor shall be responsible for all safety at the job site and shall comply with OSHA Regulations for all work associated with this project.

WW Associates Project No. 217005.04 01500/4 End of Section


Section 01600 Standard Contract Forms

The following Engineers Joint Contract Documents Committee (EJCDC) and American Institute of Architects (AIA) documents will be incorporated in this project manual. All forms shall be utilized in accordance with applicable EJCDC and AIA regulations and modified as needed for this particular Project: Agreement

Completed EJCDC document C-520 (2013) “Suggested Form of Agreement Between Owner and Contractor for Construction Contract”, will be a part of this contract.

Performance Bond, and Labor and Material Payment Bond Completed EJCDC C-610, (2013) and EJCDC C-615 (2013), will be a part of this contract.

Supplemental Attachment for Accord Certificate of Insurance

Completed AIA document G715, (1991), will be a part of this contract. Application and Certificate for Payment and Continuation Sheet

Completed EJCDC C– 620, (2013), will be a part of this contract. Affidavit of Payment of Debts and Claims, and Affidavit of Release of Liens

Completed AIA documents G706 and G706A, (1994), will be part of this contract. Standard General Conditions of the Construction Contract

EJCDC document C-700 (2013) “Standard General Conditions of the Construction Contract”, modified as needed, will be a part of this contract.

EJCDC documents are available from the EJCDC online store at www.ejcdc.com. AIA documents are available at www.AIA.org.

End of Section

http://www.ejcdc.com/

http://www.aia.org/


Section 02050 Demolition

1 GENERAL

1.1 Description: This section specifies removal and offsite disposal of incidental work as shown on the plans.

1.2 Definitions

1.2.1 Remove: Remove and legally dispose of items except those indicated to be reinstalled, salvaged, or to remain the Owner’s property.

1.2.2 Remove and Salvage: Items indicated to be removed and salvaged remain the Owner’s property. Remove, clean and pack or crate items to protect against damage. Identify contents of containers and deliver to the Owner’s designated storage area.

1.2.3 Remove and Reinstall: Remove items indicated; clean, service and otherwise prepare them for reuse; store and protect against damage. Reinstall items in locations indicated

1.2.4 Existing to Remain: Protect construction indicated to remain against damage and soiling during demolition. When permitted by WW Associates, Inc. items may be removed to a suitable, protected storage location during demolition and then cleaned and reinstalled in their original location.

1.3 Materials Ownership

1.3.1 Except for items or materials indicated to be reused, salvaged, or otherwise indicated to remain the Owner’s property, demolished materials shall become the Contractor’s property and shall be removed from the site and be disposed of by the Contractor.

1.4 Quality Assurance

1.4.1 Regulatory Requirements: Comply with governing Environmental Protection Agency (EPA) notification regulations before starting demolition. Comply with hauling and disposal regulations of authorities having jurisdiction.

1.5 Project Conditions

1.5.1 The Owner assumes no responsibility for actual condition of structures to be demolished.

1.5.2 Storage or sale of removed items or materials on-site will not be permitted.

1.5.3 Asbestos: It is not expected that asbestos will be encountered in the course of this contract. If any materials suspected of containing asbestos are


encountered, do not disturb the materials. Immediately notify WW Associates, Inc. and the Owner.

1.6 Scheduling

1.6.1 Arrange demolition schedule so as not to interfere with the Owner’s on-site operations.

2 PRODUCTS: Not Used

3 EXECUTION

3.1 General

3.1.1 Work shall be performed in such manner as not to endanger the safety of the workmen or the public or cause damage to nearby structures.

3.1.2 Provide all barriers and precautionary measures in accordance with the Owner’s requirements and other authorities having jurisdiction.

3.1.3 Prior to the execution of the work, the Contractor, Owner, and Engineer shall jointly survey the condition of the adjoining and/or nearby structures. Photographs and records shall be made of any prior settlement or cracking of structures, pavements, and the like, that may become the subject of possible damage claims.

3.1.4 Provide masking to prevent demolition and construction material from damaging equipment or compromising water quality.

3.2 Disposal of Material

3.2.1 All debris resulting from the demolition and removal work shall be disposed of by the Contractor as part of the work of this contract. Material designated by the Engineer to be salvaged shall be stored on the construction site as directed. All other material shall be disposed of off site by the Contractor at his expense in accordance with all federal, state, and local regulations.

3.2.2 Burning of any debris resulting from demolition activities will not be permitted at the site.

3.3 Utility Services

3.3.1 Maintain existing utilities indicated to remain in service and protect them against damage during demolition operations.

3.3.1.1 Do not interrupt existing utilities serving occupied or operating facilities, except when authorized in writing by authorities having jurisdiction. Provide temporary services during interruptions to existing utilities, as acceptable to governing authorities.


3.4 Explosives: Explosives shall not be used for demolition activities.

3.5 Pollution Controls

3.5.1 Clean adjacent buildings and improvements of dust, dirt, and debris caused by demolition operations. Return adjacent areas to the condition existing before the start of demolition activities.

3.5.2 Remove and transport debris in a manner that will prevent spillage on adjacent surfaces and areas. Keep pavement and area adjacent to the site clean and free of mud, dirt, and debris at all times.

3.5.3 Clean adjacent buildings and improvements of dust, dirt, and debris caused by demolition operations. Return adjacent areas to the condition existing before the start of demolition activities.

3.6 Remove above grade improvements such as posts, poles, fences, walls, and other items as specifically indicated or necessary to permit new construction.

3.7 Building and Structure Demolition: Coordinate with the Owner prior to starting demolition activities at the existing water treatment plant. Demolish buildings and structures as indicated on the drawings. Use such methods required to complete work within limitations of governing regulations and as follows:

3.7.1 Dispose of demolished items and materials promptly. On-site storage or sale of removed items will be prohibited.

3.7.2 Proceed with demolition in systematic manner, from top of structure to ground. Complete demolition work above each floor or tier before disturbing supporting members on lower levels. Demolish concrete and masonry in small sections.

3.7.3 Where parts of existing structures shall remain in service, demolish the portions to be removed, repair damage, and leave the structure in proper condition for the intended use. Remove concrete and masonry to the lines designated by drilling, chipping, sawing, grinding, or other suitable methods. Leave the resulting surfaces reasonably true and even, with sharp straight corners that will result in neat joints with new construction and be satisfactory for the purpose intended. Where existing reinforcing rods are to extend into new construction, remove the concrete so that the reinforcing is clean and undamaged. Cut off other reinforcing ½-inch below the surface and fill with epoxy resin binder flush with the surface.

3.7.4 Break up and remove concrete retaining walls, equipment pads, and slabs on grade, unless otherwise shown to remain.

3.7.5 Promptly patch and repair holes and damaged surfaces caused to adjacent construction by demolition operations. Completely fill holes and


depressions in existing concrete floor slabs and walls to remain with ASTM C 1107 nonshrink grout, applied according to the manufacturer’s written recommendations.

3.7.6 Remove and dispose of all mechanical and electrical equipment associated with structures indicated to be demolished and removed.

3.7.7 Return elements of construction and surfaces to remain to condition existing before the start of demolition operations.

3.8 Filling Below Grade Areas: Completely fill below grade areas and voids resulting from demolition of structures, buildings, retaining walls, and pavements with soil materials in accordance with Section 02200 – Earthwork. Fill material shall be completely free of debris and rubbish.

3.8.1 Prior to placement of fill materials, ensure that areas to be filled are free of standing water, frost, frozen material, trash, and debris.

3.8.2 After fill placement and compaction, grade surface to meet adjacent contours and to provide flow to surface drainage structures.

3.9 Pavement Removal: Saw cut and remove existing asphalt concrete pavement for pipe installation in accordance with Section 02500 – Paving and Surfacing.

3.10 Damages: Promptly repair damages to adjacent utilities or equipment caused by demolition activities.

3.11 Cleanup

3.11.1 Promptly dispose of demolished materials. Do not allow demolished materials to accumulate on-site. If the Contractor fails to remove excess debris promptly, the Owner reserves the right to remove it at the Contractor’s expense.

3.11.2 Remove promptly salvageable material that becomes property of the Contractor and is not to be reused in construction. Sale of material on the site will be prohibited.

3.11.3 Remove all tools, equipment, and materials from the demolition site, and all rubbish upon completion of the work.

3.11.4 Leave the site clean, neat, orderly, and in condition to begin new construction.

End of Section


Section 02200 Earthwork

1 GENERAL

1.1 References: The publication listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only.

1.1.1 American Society for Testing and Materials (ASTM)

1.1.1.1 ASTM C 136: Sieve analysis of fine and coarse aggregates

1.1.1.2 ASTM D 698: Moisture-density relations of soils and soil-aggregate mixtures using 5.5-lb (2.49-kg) rammer and 12-inch (305-mm) drop

1.1.1.3 ASTM D 1140: Amount of material in soils finer than the No. 200 (75-micrometer) sieve

1.1.1.4 ASTM D 1556: Density of soil in place by the sand-cone method

1.1.1.5 ASTM D 1557: Moisture-density relations of soils and soil-aggregate mixtures using 10-lb (4.54-kg) rammer and 18-inch (457-mm) drop

1.1.1.6 ASTM D 2487: Classification of soils for engineering purposes

1.1.1.7 ASTM D 2922: Density of soil and soil-aggregate in place by nuclear methods (shallow depth)

1.1.1.8 ASTM D 3017: Water content of soil and rock in place by nuclear methods (shallow depth)

1.1.1.9 ASTM D 4318: Liquid limit, plastic limit, and plasticity index of soils

1.1.1.10 Geotechnical Report: Report of Subsurface Exploration and Geotechnical Engineering Analysis dated June 25, 2014 by ECS, LLC

1.2 Definitions

1.2.1 Hard Materials: Weather rock, dense consolidated deposits, or conglomerate materials which are not included in the definition of “rock” but which usually require the use of heavy excavation equipment, ripper teeth, or jack hammers for removal.

1.2.2 Rock: Solid homogeneous interlocking crystalline material with firmly cemented, laminated, or foliated masses or conglomerate deposits, neither of


which can be removed without systematic drilling and blasting, drilling and the use of expansion jacks or feather wedges, or the use of backhoe-mounted pneumatic hole punchers or rock breakers; also large boulders, buried masonry, or concrete other than pavement exceeding ½ cubic yard in volume. Removal of hard material will not be considered rock excavation because of intermittent drilling and blasting that is performed merely to increase production.

1.2.3 Cohesive Materials: Materials ASTM D 2487 classified as GC, SC, ML, CL, MH, and CH. Materials classified as GM and SM will be identified as cohesive only when the fines have a plasticity index greater than zero.

1.2.4 Cohesionless Materials: Materials ASTM D 2487 classified as GW, GP, SW, and SP. Materials classified as GM and SM will be identified as cohesionless only when the fines have plasticity index of zero.

1.3 Submittals: Provide the following in a timely manner in accordance with the approved submittals schedule as specified in Section 01400 – General Requirements.

1.3.1 Two copies of field test reports for fill and backfill tests, select materials tests, and density tests.

1.4 Delivery, Storage, and Handling: Perform in a manner to prevent contamination or segregation of materials.

1.5 Criteria for Bidding

1.5.1 Base bids on the elevations as indicated.

1.5.2 The Contractor shall comply with the requirements specified herein, as well as the geotechnical recommendations presented in Appendix A of this project manual. The Geotechnical Report is for reference only.

1.5.3 Earthwork excavation shall be unclassified, regardless of material encountered. All earthwork excavation shall be performed to the indicated elevations at no additional cost to the Owner.

1.5.4 Material character is indicated by the boring logs presented in Appendix A of this project manual. The soils report is available for the Contractor’s information, but will not be part of the contract documents. When there is a conflict between the soils report, the drawings, and the project manual, the project manual shall take precedence.

1.5.5 Groundwater elevations indicated by the boring logs were those existing at the time subsurface investigations were made and do not necessarily represent groundwater elevation at the time of construction.

1.5.6 Blasting will not be permitted on this project.


1.5.7 Remove material in an approved manner, and provide excavation support structures as required in accordance with the U.S. Army Corps of Engineers “Safety and Health Requirements Manual,” EM-385-1-1, Sections 25A and B.

1.6 Provide barricades, coverings, or other types of protection necessary to prevent damage to existing improvements not indicated to be removed, and improvements on adjoining properties.

1.6.1 Restore all improvements damaged by this work to their original condition, and acceptable to the Owner or other parties or authorities having jurisdiction, unless indicated otherwise.

1.7 Burning will not be permitted.

1.8 Utility Location: The Contractor shall provide the services of a pipe utility location firm to use nondestructive, air vacuum excavation methods to pothole existing underground utilities within the limits of disturbance and along all proposed excavations on this project to avoid utility conflicts. Pothole excavations shall be performed every 50 linear feet along pipe lines, and at additional locations where requested by WW Associates. Resolution of utility conflicts is the responsibility of the Contractor at no additional cost to the Owner. Utilities shall be marked by the pipe utility location firm prior to construction.

2 PRODUCTS

2.1 Soil Materials: Free of debris, roots, wood, scrap material, vegetation, refuse, soft unsound particles, and frozen deleterious or objectionable materials. The maximum particle diameter shall be one-half the lift thickness at the specified location. The maximum particle diameter for pipe backfill material located less than 1-foot above the pipe crown shall be 1-inch.

2.1.1 Common Fill: Approved, unclassified soil material with the characteristics required to compact to the soil density specified for the intended location.

2.1.2 Backfill and Fill Material: ASTM D 2487, Classification GW, GP, GM, GC, SW, SP, SM, SC with a maximum ASTM D 4318 liquid limit of 35, maximum ASTM D 4318 plasticity index of 12, and a maximum of 25 percent by weight passing ASTM D 1140, No. 200 sieve.

2.1.3 Topsoil: Provide as specified in Section 02936 – Seeding.

2.1.4 Select Material: ASTM D 2487, Classification GW, GP, SW, SP with a maximum of 10 percent by weight passing ASTM D 1140, No. 200 sieve.

2.1.5 Pipe Bedding Material: VDOT No. 21A aggregate.

2.1.6 Aggregate Fill: VDOT No. 57 coarse aggregate.


2.2 Borrow: Obtain borrow materials required in excess of those furnished from excavations from sources on the Owner’s property. Provide and submit soil classification testing to ensure borrow materials meet the requirements of this specification.

3 EXECUTION

3.1 Construction Limits

3.1.1 The Contractor shall not disturb any areas outside the construction limits indicated on the drawings without express written permission from the Engineer. Construction limits are defined as the limits of disturbance.

3.2 Remove debris from the site in such a manner as to prevent spillage. Keep pavement and areas adjacent to site clean and free from mud, dirt, and debris at all times.

3.3 Surface Preparation

3.3.1 Stripping: Strip existing topsoil, when present, to a depth of 6 inches without contamination by subsoil material. Stockpile topsoil separately from other excavated material and locate convenient to finish grading area.

3.3.2 Unsuitable Material: Remove unsuitable soil materials, waste material, vegetation, debris, decayed vegetable matter, sod, and mulch from the construction site. Dispose of the unsuitable material off the Owner’s property in accordance with all federal, state, and local regulations.

3.3.3 Subgrade shall be certified by ECS Limited, Richmond, VA, contracted and paid for by the Contractor. Contractor shall also retain ECS Limited to witness pile driving operations.

3.4 Protections

3.4.1 Protection Systems: Provide shoring, bracing, and sheeting as required in accordance with the U.S. Army Corps of Engineers “Safety and Health Requirements Manual,” EM-385-1-1, Sections 25A and B.

3.4.2 Site Drainage: Provide for the collection and disposal of surface and subsurface water encountered during construction.

3.4.2.1 Surface Drainage: Completely drain the construction site during periods of construction to keep soil materials sufficiently dry. Provide temporary ditches, swales, and other drainage features and equipment as required to maintain dry soils. When unsuitable working platforms for equipment operation and unsuitable soil support for subsequent construction features develop, remove unsuitable material and provide new soil material as specified in this section at no additional cost to the Owner.


3.4.2.2 Subsurface Drainage: Consider site surface and subsurface conditions, available soil, and hydrological data. Remove water by benching, sump pumping, deep well pumping, or other methods to prevent softening of surfaces exposed by excavation. Use filters on dewatering devices to prevent removal of fines from soil. Provide erosion control at the outlet of piping to prevent erosion. Operate dewatering system continuously until construction work below existing water levels is complete.

3.4.3 Underground Utilities: Location of existing utilities indicated on the drawings is approximate. The Contractor shall physically verify the location and elevation of the existing utilities, whether indicated or not, prior to starting construction. The Contractor shall contact Miss Utility and respective utility owners for exact locations prior to any excavation near utilities.

3.4.4 Machinery and Equipment: Movement of construction machinery and equipment over pipes during construction shall be at the Contractor’s risk. Repair or remove and provide new pipe for existing or newly installed pipe that has been displaced or damaged at no additional cost to the Owner.

3.4.5 Flotation: The Contractor shall take all necessary precautions to prevent the flotation of new piping and structures during installation and the period before the new piping and associated structures are backfilled and placed in service.

3.5 Excavation

3.5.1 A Geotechnical Engineer (ECS Limited, LTD) under contract to the Contractor, shall inspect and verify all subgrade material and certify that soils are suitable for intended use.

3.5.2 Excavate to the elevations and dimensions indicated and as specified in this section. Reuse excavated materials that meet the specified requirements for the material type required at the intended location. When soil not meeting the requirements specified in this section is encountered during excavation, remove the unsuitable soil material and replace with select material as specified in this section. Removal and disposal of unsuitable soil material and placement and compaction of select material shall be performed at no additional cost to the Owner.

3.5.3 Keep excavations free from water. Excavate soil disturbed or weakened by the Contractor’s operations, and soils softened or made unsuitable for subsequent construction due to exposure to weather. Refill with select material and compact to 95% of ASTM D 698 maximum density. Unless specified otherwise, refill excavations cut below indicated depth with select material and compact to 95% of ASTM D 698 maximum density. Side slopes when allowed shall be protected with 6-mil polyethylene sheeting.


3.5.4 Pipe Trenches: Excavate to the dimensions indicated and as specified herein. Trenches in public roadways shall be excavated in accordance with the latest edition of the VDOT Road and Bridge Specifications. Where rock is encountered, excavate and remove rock to a minimum depth of 6 inches below the pipe invert. Grade bottom of trenches to provide uniform support for each section of pipe after pipe bedding placement.

3.5.5 Unsuitable Subgrade Soil Materials: Subgrades which are determined to be unsuitable for bearing new equipment, structures, or piping, shall have the unsuitable subgrade soil materials removed and disposed of, and replaced with select material at no additional cost to the Owner.

3.6 Filling and Backfilling: Fill and backfill to elevations and dimensions indicated. Compact each lift before placing overlaying lift.

3.6.1 Common Fill Placement: Provide for general site. Place in 6-inch lifts. Compact areas not accessible to rollers or compactors with mechanical hand tampers. Aerate material excessively moistened by rain to a satisfactory moisture content. Provide a smooth finish surface by blading, rolling with a smooth roller, or both.

3.6.2 Backfill and Fill Material Placement: Place in 6-inch lifts. Place backfill material adjacent to structures as the structural elements are completed and accepted. Backfill against concrete only when approved. Place and compact material to avoid loading upon or against structures. Place backfill and fill materials to 5 feet outside of structures.

3.6.3 Select Material Placement: Provide under all structures and concrete slabs. Select materials shall be provided from approved borrow areas. In addition, provide stone where indicated on the drawings. Place in 6-inch lifts. Backfill adjacent to structures shall be placed as structural elements are completed and accepted. Backfill against concrete only when approved. Place and compact material to avoid loading upon or against structures.

3.6.4 Trench Backfilling: Backfill as rapidly as construction, testing, and acceptance of work permits. Place and compact initial backfill and backfill materials in 6-inch lifts to the top of the trench. Trenches in public roadways shall be backfilled and compacted in accordance with the latest edition of the VDOT Road and Bridge Specifications.

3.6.5 Bedding Requirements: Except as specified otherwise in the individual piping sections, provide bedding for buried piping in accordance with the drawings with #21A stone, except as specified herein.

3.7 Compaction: Expressed as a percentage of maximum density. Determine in-place density of the existing subgrade; if required density exists, no compaction of the existing subgrade will be required.


3.7.1 General Site: Compact underneath areas designated for vegetation and areas outside the 10-foot line of structures to 90% of ASTM D 698.

3.7.2 Structures and Concrete Slabs: Compact top 12 inches of subgrade to 98% of ASTM D 698. Compact fill, backfill, and select materials to 98% of ASTM D 698.

3.7.3 Pipe Trenches: Compact fill, backfill, and select materials placed in pipe trenches to 95% of ASTM D 698.

3.7.4 Adjacent Areas: Compact areas within 10 feet of structures to 95% of ASTM D 698.

3.7.5 Paved Areas: Compact top 12 inches of subgrade to 100% of ASTM D 698. Compact fill, backfill, and select materials to 100% of ASTM D 698. In addition to the specified compaction requirements, fill and backfill materials shall be compacted to develop a California Bearing Ratio (CBR) of 10.

3.8 Finish Operations

3.8.1 Grading: Finish grades as indicated within one-tenth of 1 foot. Grade areas to drain water away from structures. For existing grades that will remain but which were disturbed by the Contractor’s operations, grade as directed.

3.8.2 Seeding: Provide as specified in Section 02936 – Seeding.

3.8.3 Protection of Surfaces: Comply with all local requirements and the latest edition of the Virginia Erosion and Sediment Control Handbook to control erosion and sedimentation. Protect newly graded areas from traffic, erosion, and settlements that may occur. Repair or reestablish damaged grades, elevations, or slopes.

3.8.3.1 No more than 100 feet of trench shall be open at any one time. Close and backfill pipe trench at the end of each day.

3.8.3.2 During pipe installation activities, the Contractor shall provide seeding and mulch restoration to ensure no more than 10,000 square feet of disturbed area remains unrestored at any given time.

3.8.3.3 Install silt fence on downhill side of pipe trenches and at other locations to prevent sediment from entering drainageways.

3.8.3.4 Apply permanent or temporary soil stabilization to denuded areas within 15 days after final grade is reached on any portion of the site. In addition, apply soil stabilization within 15 days to denuded areas which may not be at final grade but will remain dormant (undisturbed) for longer than 60 days. Soil stabilization practices include vegetative establishment, mulching, and the early application of gravel base on areas to be paved.


3.8.3.5 Install straw bale dam or silt fence around soil stockpiles and excavations.

3.8.3.6 Take all applicable erosion and siltation control measures prior to grading.

3.8.3.7 Protect and maintain storm sewer and culvert inlets with silt traps.

3.8.3.8 Inspect all erosion and sediment control devices at the close of each work day and after each rainstorm. Make necessary repairs or clean up immediately to maintain effectiveness of the device.

3.8.3.9 Where consistent with job safety requirements, easement conditions, and construction methods, place all excavated material on the uphill side of the trench. When the soil is placed on the downhill side of the trench, divert maximum drainage toward the trench.

3.8.3.10 Repair after cleanup: Upon completion of construction work and after spoils and debris have been removed, regrade any areas disturbed by the operations.

3.8.3.11 Water discharged from dewatering activities shall not be discharged directly to any stream or body of water. Comply with Specification 3.26, “Dewatering Structure,” of the latest edition of the Virginia Erosion and Sediment Control Handbook.

3.9 Disposition of Surplus Material: Waste unsuitable and excess soil materials off the Owner’s property in accordance with federal, state, and local regulations.

3.10 Field Quality Control: The Contractor shall employ an independent testing firm to provide all soil testing required for this project.

3.10.1 Sampling: Take the number and size of samples required to perform the following tests.

3.10.2 Testing: Perform one of each of the required tests for each material used. Provide additional tests for each source change and as requested by WW Associates, Inc.

3.10.2.1 Fill and Backfill: Test fill and backfill material in accordance with ASTM C 136 for conformance to ASTM D 2487 gradation limits; ASTM D 1140 for material finer than the No. 200 sieve; ASTM D 423 for liquid limit and ASTM D 424 for plastic limits; ASTM D 698 or ASTM D 1557 for moisture density relations, as applicable.

3.10.2.2 Select Material: Test select material in accordance with ASTM C 136 for conformance to ASTM D 2487 gradation limits; ASTM D


1140 for material finer than the No. 200 sieve; ASTM D 698 or ASTM D 1557 for moisture density relations, as applicable.

3.10.2.3 Density Tests: Test soil density in accordance with ASTM D 1556, or ASTM D 2922 and ASTM D 3017. When ASTM D 2922 and ASTM D 3017 density tests are used, verify density test results by performing an ASTM D 1556 density test at a location already ASTM D 2922 and ASTM D 3017 tested as specified herein. Perform an ASTM D 1556 density test at the start of the project, and for every 10 ASTM D 2922 and ASTM D 3017 density tests thereafter. Test each lift at randomly selected locations every 500 square feet of existing grade in fills for structures and concrete slabs, every 500 square feet for other fill areas, every 1,000 square feet of subgrade in cut, and every 250 linear feet for pipe line installation (minimum one test per pipe line), and additional tests as requested by WW Associates, Inc.

End of Section


Section 02500 Paving and Surfacing

1 GENERAL

1.1 Reference specifications where applicable to work under this section are referred to by abbreviation as follows:

1.1.1 American Association of State Highway and Transportation Officials .................................................................... AASHTO

1.1.2 American Society for Testing and Materials ......................................... ASTM

1.1.3 Virginia Department of Transportation ................................................. VDOT

1.2 Submittals: Provide the following in a timely manner in accordance with the approved submittals schedule as specified in Section 01400 – General Requirements.

1.2.1 Load tickets for all aggregate and asphalt trucks.

1.2.2 Materials certificates signed by material producer and Contractor. Certificates shall state that each material item meets specified requirements.

1.2.3 Job-mix formulas for each required asphalt-aggregate mixture. Mix designs shall be within allowable tolerances as specified for the particular application.

1.3 Apply prime and tack coats only when ambient temperature is above 50ºF and when temperature has not been below 35ºF for 12 hours immediately prior to application. Construct asphalt concrete surface course only when atmospheric temperature is above 40ºF and base is dry. Base course may be laid when temperature is above 30ºF and rising.

2 PRODUCTS

2.1 Aggregate base course for asphalt pavement shall be Type 1, Size No. 21A, graded aggregate base material as defined in VDOT Road and Bridge Specifications, Section 203, “Coarse Aggregate,” and Section 208, “Subbase and Aggregate Base Material.”

2.2 Aggregate base course for construction entrances shall be Size No. 1, graded aggregate base material as defined in VDOT Road and Bridge Specifications, Section 203, “Coarse Aggregate.”

2.3 Materials for use with Asphalt Concrete

2.3.1 Prime coat shall be cutback asphalt RC-70 or RC-250, meeting the requirements of ASTM C 2028 and AASHTO M81.


2.3.2 Tack coat shall be emulsified asphalt CRS-1, meeting requirements of VDOT Road and Bridge Specifications, Section 210, “Asphalt Materials.”

2.4 Asphalt Concrete

2.4.1 Asphalt concrete surface course shall be VDOT SM-9.5A, as indicated on the drawings, meeting requirements of VDOT Road and Bridge Specifications, Section 211, “Asphalt Concrete.”

2.4.2 Asphalt concrete base course shall be VDOT BM-25.0, as indicated on the drawings, meeting requirements of VDOT Road and Bridge Specifications, Section 211, “Asphalt Concrete.”

2.4.3 Limestone aggregate shall be used in accordance with VDOT Road and Bridge Specifications, Section 211, “Asphalt Concrete.”

3 EXECUTION

3.1 Aggregate base course construction methods and equipment shall conform to requirements of Section 309, “Aggregate Base Course,” of VDOT Road and Bridge Specifications.

3.2 Asphalt concrete pavement construction methods shall conform to Section 315, “Asphalt Concrete Pavement,” of VDOT Road and Bridge Specifications.

3.2.1 Apply prime coat at rate of 0.20-0.50 gallon per square yard over compacted aggregate base in accordance with VDOT Road and Bridge Specifications, Section 311, “Prime Coat.”

3.2.2 Apply tack coat to contact surfaces of previously constructed asphalt or hydraulic cement concrete and surface abutting or projecting into asphalt concrete pavement. Apply at rate of 0.05-0.15 gallon per square yard of surface in accordance with VDOT Road and Bridge Specifications, Section 310, “Tack Coat.”

3.3 Pavement Repairs

3.3.1 Pavement repairs shall be performed at any point where excavations disturb existing asphalt. Repairs shall be included in the lump sum bid for this project.

3.3.2 Contractor shall match the existing subgrade, base, and overlay elevations when installing repairs. Repairs shall bring trench area to the same elevation as the surrounding area.

3.3.3 Pavement that will be disturbed must be saw cut. No jagged edges will be allowed. Make the cut in a straight line, parallel to, and 6 inches wider than the trench, on each side, to provide an undisturbed shoulder under the new work.


3.3.4 Where trenches cross a street, the Contractor shall disturb no more than one half of the street width at one time, and restore the first trench opening to satisfactory travelable condition before the second half is excavated. Avoid placement of excavated material on existing pavement wherever possible. Clean the pavement by an approved method. Do not use cleated equipment on pavements. Any pavements damaged by equipment or Contractor’s operation shall be repaired at the Owner’s discretion at no additional cost. Alter normal traffic flow only with permission from the Owner.

3.3.5 Replace aggregate base course in layers not to exceed 6 inches in thickness to a depth of 1½ times the thickness of the original aggregate base. In no case shall the replaced base be less than 8 inches thick.

3.3.6 Replace asphalt concrete base course equal to the original pavement asphalt base.

3.3.7 Replace asphalt finish surface course equal to the original pavement surface course.

3.4 Temporary Repairs

3.4.1 Where it is not feasible to replace pavements in streets or private driveways immediately after completion of the excavation and backfill, furnish and place crushed stone or gravel as required to maintain traffic until the pavement can be restored. Continuously maintain the temporary crushed stone or gravel surfaces in a smooth condition, free of chuckholes or ruts, until the permanent pavement is restored. Keep dust to a minimum by applying water.

3.4.2 Restore permanent pavement within 30 days after the existing pavement has been cut.

3.5 All finished pavement edges shall be clean and straight. The final paving quality control shall be the responsibility of the Contractor and shall be acceptable to the Owner based on surface thickness and smoothness.

3.6 Do not clog street drainage. Maintain shoulders, gutters, and ditches affected by trenching operations to carry drainage flows. New pavement overlays shall not block existing drainage flow conditions.

3.7 Upon completion of construction work and after spoils and debris have been removed, regrade any areas disturbed by the operations.

End of Section


Section 02720 Storm Sewer Systems

1 GENERAL

1.1 System Description: Work in this section includes all storm drainage work on this project.

1.2 Reference specifications are referred to by abbreviation as follows:

1.2.1 American Association of State Highway and Transportation Officials ................................................................ AASHTO

1.2.2 American National Standards Institute .................................................... ANSI


1.2.4 American Water Works Association ................................................... AWWA

1.2.5 United States Bureau of Reclamation ..................................................... USBR


1.3 Submittals: Provide the following in timely manner in accordance with the approved submittals schedule as specified in Section 01400 – General Requirements.

1.4 Shop Drawings of the following:

1.4.1 Pipe

1.4.2 Storm Drainage Item Details

1.4.3 Grout

2 PRODUCTS:

2.1 Piping Application

2.1.1 All below grade storm sewer piping, 12 inches and larger in diameter, shall be constructed of reinforced concrete pipe (RCP) unless otherwise indicated.

2.1.2 Accessories: Provide flanges, connecting pieces, transition glands, transition sleeves, and other adapters as required for complete and operable piping systems for service indicated.

2.2 Reinforced concrete pipe and fittings shall meet requirements of ASTM C 76, “Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe,” for Class III pipe. Pipe end shall be modified tongue-and-groove design. Pipe joints shall be constructed with AASHTO M198, Type B preformed plastic joint materials.


2.3 Flexible couplings for connecting pipes of dissimilar materials shall be as manufactured by Fernco of Davison, Michigan.

2.4 Drop inlets and other storm drainage items shall be in accordance with the latest edition of the VDOT Road and Bridge Standards (Latest Edition).

2.5 Casting for VDOT-type inlets shall have the word “STORM” instead of “VDOT.”

2.6 Pipe to precast concrete storm drainage structure connections shall be installed in accordance with the VDOT Road and Bridge Specifications (Latest Edition).

2.7 Grout shall be non-shrink type and conform to VDOT Road and Bridge Specifications (Latest Edition), Section 218 “Hydraulic Cement Mortar and Grout” and be listed on the VDOT approved product list.

3 EXECUTION

3.1 Maintain drainage on site to prevent erosion, damaging water, and standing water during all phases of construction.

3.2 Keep excavations clear of water while work is being installed. Control subsurface water in accordance with Section 02200 - Earthwork.

3.3 Take all precautions necessary to insure that pipe, fittings, and related items are not damaged in unloading, handling, and placing in trench. Examine each piece of material just prior to installation to determine that no damage has occurred. Remove any damaged material from the site and replace with undamaged material.

3.4 Do not lay pipe or concrete when trench conditions or weather are unsuitable for such work. Keep pipe interior clean and free from dirt or waste materials.

3.5 Lay pipe so as to maintain a true alignment and grade as indicated on drawings. After completion, the pipe shall exhibit a full circle of light when lighted at one manhole and viewed from the next.

3.5.1 Commence laying piping at the lowest point on a section of line and lay pipe upgrade with bell or groove ends upstream.

3.5.2 Pipe Joint: Preparatory to making pipe joints, clean and dry all surfaces of joint pipe and jointing material. Use lubricants, primers, adhesives, and similar materials as recommended by the manufacturers. Place, fit, join, and adjust the jointing materials or factory fabricated joints as recommended by manufacturer to obtain the degree of water tightness required. As soon as possible after the joint is made, place sufficient backfill material, as specified in Section 02200 – Earthwork, along each side of pipe to resist forces that might tend to move pipe off line and grade.


3.5.3 Backfill as specified in Section 02200 – Earthwork. Place backfill over the pipe immediately after the pipe has been laid.

3.6 Construct drop inlet or manhole channel with smooth semicircular bottoms matching inside diameters of the connecting sewers. Change directions of flow with a smooth curve of as large a radius as the inlet or manhole size will permit. Change size and grade of channels gradually and evenly. Channels may be formed directly in the concrete bottom, made of channel pipe, laid in concrete, or constructed by laying full section sewer pipe through the manhole and breaking out the top half when the surrounding concrete has hardened. Manhole floors outside the channels shall be smooth and shall have slope between 1 and 2 inches per foot toward the channels.

3.7 Construct inlets, endwalls, and other storm drainage items as detailed in the latest edition of the VDOT Road and Bridge Standards or on the drawings, as applicable.

3.8 Join concrete pipe in accordance with ASTM C 443, “Joints for Circular Concrete Sewer and Culvert Pipe Using Confined Rubber Gaskets.”

3.9 As each joint is laid, visually inspect to be certain that no jointing compound, gasket, or trash is protruding from the joint or lying inside the pipe.

3.10 Concrete placement limitations shall be in accordance with Section 217.10 of the VDOT Road and Bridge Specifications (Latest Edition).

End of Section


Section 02850 Timber Piles

1 GENERAL

1.1 Related documents

1.1.1 Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.

1.2 Summary

1.2.1 Section includes round timber piles.

1.3 Unit prices

1.3.1 Contract Sum: Base Contract Sum on number and dimensions of piles as specified herein from tip to cutoff, plus not less than 12 inches of overlength for cutting piles at cutoff elevations.

1.3.1.1 Pile Lengths: Tests piles – 45 FT minimum

Production piles – 40 FT minimum Pile Capacity: 25 tons

1.3.2 Work of this Section is affected as follows:

1.3.2.1 Additional payment for pile lengths in excess of that indicated, and credit for pile lengths less than that indicated, is calculated at unit prices stated in the Contract, based on net addition or deduction to total pile length as determined by Engineer and measured to nearest 12 inches.

1.3.2.1.1 Additional payment for splices required to extend pile lengths in excess of that indicated is calculated at unit prices stated in the Contract.

1.3.2.2 Additional payment for number of piles in excess of that indicated, and credit for number of piles less than that indicated, is calculated at unit prices stated in the Contract.

1.3.2.3 Unit prices include labor, materials, tools, equipment, and incidentals for furnishing, driving, cutting off, capping, and disposing of cutoffs.

1.3.2.4 Test piles that become part of permanent foundation system are considered as an integral part of the Work.


1.3.2.5 No payment is made for rejected piles, including piles driven out of tolerance, defective piles, or piles damaged during handling or driving.

1.4 Preinstallation meetings

1.4.1 Preinstallation Conference: Conduct conference at South Central Wastewater Authority.

1.5 Action submittals

1.5.1 Product Data: For each type of product.

1.5.2 Shop Drawings: For timber piles. Show fabrication and installation details for piles, including details of driving shoes, tips or boots, and pile butt protection.

1.5.2.1 Include arrangement of dynamic test piles, equipment, and instrumentation. Submit structural analysis data signed and sealed by the qualified professional engineer responsible for their preparation.

1.6 Informational submittals

1.6.1 Qualification Data: For Installer and testing agency.

1.6.2 Round timber pile treatment data as follows, including chemical treatment manufacturer's written instructions for handling, storing, installing, and finishing treated material:

1.6.2.1 For each type of preservative-treated timber product, include certification by treating plant stating type of preservative solution and pressure process used, net amount of preservative retained, and compliance with applicable standards.

1.6.2.2 For waterborne-treated products, include statement that moisture content of treated materials was reduced to levels indicated before shipment to Project site.

1.6.3 Pile-Driving Equipment Data: Include type, make, and rated energy range; weight of striking part of hammer; weight of drive cap; and, type, size, and properties of hammer cushion.

1.6.4 Dynamic Pile Test Reports: Submit within three days of completing each test.

1.6.5 Pile-Driving Records: Submit within three days of driving each pile.


1.6.6 Certified Piles Survey: Submit within seven days of pile driving completion.

1.6.7 Field quality-control reports.

1.6.8 Material Certificates: For preservative-treated piles. Indicate type of preservative used and net amount of preservative retained.

1.6.9 Preconstruction Photographs: Photographs or video of existing conditions of adjacent construction. Submit before the Work begins.

1.7 Quality assurance

1.7.1 Installer Qualifications: An authorized representative who is trained and approved by manufacturer.

1.7.1.1 Installer's responsibility includes engaging a qualified professional engineer to prepare pile-driving records.

1.7.2 Testing Agency Qualifications: Qualified according to ASTM E 329 for testing indicated and accredited by IAS or ILAC Mutual Recognition Arrangement as complying with ISO/IEC 17025.

1.8 Preconstruction testing

1.8.1 General: Dynamic pile tests as specified herein are used to verify driving criteria and pile lengths and to confirm allowable load of piles.

1.8.1.1 Furnish test piles 5 feet longer than production piles.

1.8.1.2 Determination of actual length of piles is based on results of dynamic pile tests.

1.8.2 Pile Tests: Arrange and perform the following pile tests:

1.8.2.1 High-Strain Dynamic Load Test: ASTM D 4945 – Standard Test Method for High-Strain Dynamic Testing of Deep Foundations

1.8.2.1.1 High-Strain Dynamic Load Test shall be furnished by the Owner’s contracted testing agency (ECS Mid-Atlantic, LLC) at the Contractor’s expense. Contact representatives for ECS Mid-Atlantic, LLC are as follows:

1.8.2.1.1.1 Representative: David Schlotterer, L.P.S.S. Telephone: (804) 353-6333 Email Address: [email protected]


1.8.2.1.1.2 Representative: David Stinnette, P.E. Telephone: (804) 353-6333 Email Address: [email protected]

1.8.2.1.2 This test method measures the integrity of a pile by obtaining the force and velocity as derived from the measured strain and acceleration induced during an axial event.

1.8.2.1.3 The design pile capacity shall be evaluated by utilizing a Pile Dynamic Analyzer (PDA) during the driving and restrike testing of the test piles. Wave Equation Analysis of Pile Driving (WEAP) analysis and Case Pile Wave Analysis Program (CAPWAP) analysis and reporting shall additionally be included.

1.8.3 Equip each test pile with two strain transducers and two accelerometers, according to ASTM D 4945, for measuring strain and acceleration during the load test. Velocity or displacement transducers may be used as an alternative to accelerometers to obtain velocity data, provided they are equivalent in performance to the accelerometers.

1.8.4 Provide all necessary pile equipment and instrumentation with enough reaction capacity to perform tests. Notify Engineer at least 48 hours in advance of performing tests. On completion of testing, remove testing structure, anchor piles, equipment, and instrumentation.

1.8.4.1 Allow at least 7 days minimum to pass after initial drive testing before restrike testing of piles.

1.8.4.2 Number of Test Piles: Three (3).

1.8.5 Drive test piles at locations indicated to the minimum penetration or driving resistance indicated. Use test piles identical to those required for Project, and drive with appropriate pile-driving equipment operating at rated driving energy to be used in driving permanent piles.

1.8.5.1 Pile Design Load:

1.8.5.1.1 17 tons compression

1.8.5.1.2 2 tons tension

1.8.5.1.3 2 tons lateral

1.8.6 Approval Criteria: Allowable load shall be the load acting on the test pile when the lesser of the following criteria are met, divided by a factor of safety of 2:


1.8.6.1 Net settlement, after deducting rebound, of not more than 0.01 inch/ton of test load.

1.8.6.2 Total settlement exceeds the pile elastic compression by 0.15 inch, plus 1.0 percent of the tip diagonal dimension.

1.8.6.3 A plunging failure or sharp break in the load settlement curve.

1.8.7 Test Pile-Driving Records (3 each): Prepare driving records for each test pile, compiled and attested to by a qualified professional engineer. Include same data as required for driving records of permanent piles.

1.8.8 Test piles that comply with requirements, including location tolerances, may be used on Project.

1.9 Delivery, storage, and handling

1.9.1 Deliver piles to Project site in such quantities and at such times to ensure continuity of installation. Handle and store piles at Project site to prevent breaks, cuts, abrasions, or other physical damage and as required by AWPA M4.

1.9.2 Do not drill holes or drive spikes or nails into pile below cutoff elevation.

1.10 Field conditions

1.10.1 Protect structures, underground utilities, and other construction from damage caused by pile driving.

1.10.2 Site Information: A geotechnical report has been prepared for this Project and is included in the Appendix in the Project Manual for information only.

1.10.3 Preconstruction Photographs: Inventory and record the condition of adjacent structures, underground utilities, and other construction. Document conditions that might be misconstrued as damage caused by pile driving.

2 PRODUCTS

2.1 Timber piles

2.1.1 Round Timber Piles: ASTM D 25, unused, clean peeled, one piece from butt to tip; of the following species and size basis:

2.1.1.1 Manufacturers: Subject to compliance with requirements.

2.1.1.2 Species: Southern yellow pine.

2.1.1.3 Size Basis: Tip circumference 8-inch tip and natural taper.


2.1.2 Pressure-treat round timber piles according to AWPA U1 as follows:

2.1.2.1 Service Condition: UC4C Ground Contact, Extreme Duty ACA.CKA treatment.

2.2 Pile accessories

2.2.1 Driving Shoes: Fabricate from ASTM A 1011/A 1011M, hot-rolled carbon-steel strip to suit pile-tip diameter, of the following type and thickness, and secure to pile tip so as to not affect pile alignment during driving:

2.2.1.1 Type: Arrow point.

2.2.1.2 Thickness: 1/4 inch.

2.3 Fabrication

2.3.1 Pile Tips: Cut and shape pile tips to accept driving shoes. Fit and fasten driving shoes to pile tips according to manufacturer's written instructions.

2.3.2 Pile Butt: Trim pile butt and cut perpendicular to longitudinal axis of pile. Chamfer and shape butt to fit tightly to driving cap of hammer.

2.3.3 Field-Applied Wood Preservative: Treat field cuts, holes, and other penetrations according to AWPA M4.

2.3.3.1 Coal-tar roofing cement for treating drilled holes or sealing cutoffs shall be free of asbestos.

2.3.4 Pile Splices: Splices are not permitted.

2.3.5 Pile-Length Markings: Mark each pile with horizontal lines at 12-inch intervals; label the distance from pile tip at 60-inch intervals. Maintain markings on piles until driven.

3 EXECUTION

3.1 Examination

3.1.1 Site Conditions: Do not start pile-driving operations until earthwork fills have been completed or excavations have reached an elevation of 6 to 12 inches above bottom of footing or pile cap.

3.2 Driving equipment

3.2.1 Pile Hammer: Air-, steam-, hydraulic-, or diesel-powered type capable of consistently delivering adequate peak-force duration and magnitude to develop the ultimate capacity required for type and size of pile driven and character of subsurface material anticipated.


3.2.2 Hammer Cushions and Driving Caps: Between hammer and top of pile, provide hammer cushion and steel driving cap as recommended by hammer manufacturer and as required to drive pile without damage.

3.2.3 Leads: Use fixed, semifixed, or hanging-type pile-driver leads that hold the full length of pile firmly in position and in axial alignment with hammer.

3.3 Driving piles

3.3.1 General: Continuously drive piles to elevations or penetration resistance indicated and confirmed with dynamic load testing of three test piles. Establish and maintain axial alignment of leads and piles before and during driving.

3.3.2 Spudding: Drive spud piles through overlying highly resistant strata or obstructions and withdraw for reuse.

3.3.3 Predrilling: Provide pre-excavated holes where indicated, to depths indicated. Drill holes with a diameter less than the largest cross-section dimension of pile.

3.3.3.1 Firmly seat pile in predrilled hole by driving with reduced energy before starting final driving.

3.3.4 Heaved Piles: Redrive heaved piles to tip elevation at least as deep as original tip elevation with a driving resistance at least as great as original driving resistance.

3.3.5 Driving Tolerances: Drive piles without exceeding the following tolerances, measured at pile heads:

3.3.5.1 Location: 4 inches from location indicated after initial driving, and 6 inches after pile driving is completed.

3.3.5.2 Retain "Batter Angle" Subparagraph below for battered piles.

3.3.5.3 Batter Angle: Maximum 1 inch in 48 inches from required angle, measured when pile is aboveground in leads.

3.3.6 Withdraw damaged or defective piles and piles that exceed driving tolerances, and install new piles within driving tolerances.

3.3.6.1 Fill holes left by withdrawn piles using cohesionless soil material such as gravel, broken stone, and gravel-sand mixtures. Place and compact in lifts not exceeding 72 inches.

3.3.6.2 Fill holes left by withdrawn piles as directed by Engineer.


3.3.7 Leave rejected piles in place and install new piles in locations as directed by Engineer.

3.3.8 Cut off butts of driven piles square with pile axis and at elevations indicated.

3.3.8.1 Cover cut-off piling surfaces with minimum three coats of preservative treatment according to AWPA M4.

3.3.9 Pile-Driving Records: Maintain accurate driving records for each pile, compiled and attested to by a qualified professional engineer. Include the following data:

3.3.9.1 Project name and number.

3.3.9.2 Name of Contractor.

3.3.9.3 Pile species.

3.3.9.4 Pile location in pile group and designation of pile group.

3.3.9.5 Sequence of driving in pile group.

3.3.9.6 Pile dimensions.

3.3.9.7 Ground elevation.

3.3.9.8 Elevation of tips after driving.

3.3.9.9 Final tip and cutoff elevations of piles after driving pile group.

3.3.9.10 Records of redriving.

3.3.9.11 Elevation of splices.

3.3.9.12 Type, make, model, and rated energy of hammer.

3.3.9.13 Weight and stroke of hammer.

3.3.9.14 Type of pile-driving cap used.

3.3.9.15 Cushion material and thickness.

3.3.9.16 Actual stroke and blow rate of hammer.

3.3.9.17 Pile-driving start and finish times, and total driving time.

3.3.9.18 Time, pile-tip elevation, and reason for interruptions.


3.3.9.19 Number of blows for every 12 inches of penetration, and number of blows per 1 inch for the last 6 inches of driving.

3.3.9.20 Pile deviations from location and plumb.

3.3.9.21 Preboring, jetting, or special procedures used.

3.3.9.22 Unusual occurrences during pile driving.

3.3.10 Certified Piles Survey: Engage WW Associates, Inc. to prepare a piles survey showing final location of piles in relation to the property survey and existing benchmarks.

3.3.10.1 Notify Engineer when deviations from locations exceed allowable tolerances.

3.4 Field quality control

3.4.1 Special Inspections: Engage a qualified special inspector to perform the following special inspections:

3.4.1.1 Pile foundations.

3.4.1.2 Provide Special Inspections as required by the City of Petersburg.

3.4.2 Testing Agency: Engage a qualified testing agency to perform tests and inspections.

3.4.3 Tests and Inspections:

3.4.3.1 Dynamic Pile Testing: High-strain dynamic monitoring shall be performed and reported according to ASTM D 4945 during initial driving and during restriking on three test piles.

3.5 Disposal

3.5.1 Remove withdrawn piles and cutoff sections of piles from site and legally dispose of them off Owner's property.

End of Section


Section 02936 Seeding

1 GENERAL

1.1 Related Requirements: The following sections contain requirements that relate to this section.

1.1.1 Section 01400 – General Requirements

1.1.2 Section 02200 – Earthwork

1.2 Submittals: Provide the following items in accordance with the approved submittals schedule as specified in Section 01400 – General Requirements:

1.2.1 Seed Test Report

1.2.2 Fertilizer Analysis

1.3 Reference specifications are referred to by abbreviation as follows:

1.3.1 American Society of Testing and Materials .......................................... ASTM


2 PRODUCTS

2.1 Topsoil: Topsoil shall be the top 6 inches of original soil from the site. Topsoil obtained off-site shall be fertile, friable loam, containing not less than 2% by weight of finely divided, decomposed vegetation. Topsoil shall be free of subsoil, clay lumps, brush, weeds, roots larger than 1½-inch in diameter, stones larger than 1½-inch in diameter, and other material toxic or harmful to growth.

2.2 Fertilizer: Fertilizer shall meet requirements of Federal Specification O-F-241. Provide fertilizer that is complete, inorganic, uniform in composition, and suitable for application with approved equipment. Proportions of fertilizer nutrients shall be the following:

2.2.1 Permanent Seeding

2.2.1.1 5% total nitrogen

2.2.1.2 10% available phosphoric acid

2.2.1.3 5% soluble potash

2.2.2 Temporary Seeding

2.2.2.1 10% total nitrogen


2.2.2.2 20% available phosphoric acid

2.2.2.3 10% soluble potash

2.3 Grass Seed: Grass seed, tested within 6 months of sowing, shall have the following characteristics:

2.3.1 Permanent Seeding (for Residential Lawn Areas) Species %Weight %Purity %Germination Seed Rate (lb/acre) Kentucky 31 Tall Fescue 85 98 90 200 Perennial Ryegrass 15 98 90 60

2.3.2 Temporary Seeding Seeding Date Species %Weight %Purity %Germination Seed Rate (lb/acre) Feb.15-Apr.30 Oats 100 98 85 100 May 1-Aug.15 Millet 100 98 80 50 Aug. 16-Nov. 15 Rye 100 96 85 140

2.4 Lime: Lime shall be ground agriculture grade limestone containing not less than 85% calcium and magnesium carbonates. Fineness shall be such that 100% will pass a No. 20 sieve, and not less than 50% will pass a No. 100 sieve. Burnt lime or hydrated lime may be substituted in equivalent carbonates, if requested.

2.5 Mulch: Type II mulch composed of threshed straw of cereal grain, pine needles or wood fiber which shall be free of objectionable weed seeds or other harmful material.

2.6 Asphalt Adhesive: Asphalt adhesive for use with Type II mulch shall be emulsified asphalt meeting requirements of ASTM D 977, Grade SS-1.

2.7 Mulch Binder: Synthetic mulch binder for use with Type II mulch shall be Curasol, DCA-70 Petroset, or Terra Tack.

2.8 Jute Mesh (VDOT EC-2 Soil Stabilization Blanket): Jute mesh shall be as defined in the VDOT Road and Bridge Specifications, Section 244, “Roadside Development Materials.” Installation locations shall be as specified herein.

3 EXECUTION

3.1 General

3.1.1 Before seeding, 4 inches of topsoil shall be spread in areas to be seeded. In general, the topsoil shall come from the stockpiles created during the initial clearing of the site. If there is insufficient topsoil in the stockpiles, the Contractor shall provide topsoil from an offsite source at no additional cost to the Owner.


3.1.2 Material shall be delivered in unbroken containers, clearly marked by the manufacturer as to their contents. Seed, limestone, and fertilizer shall be labeled as to proportions, analysis, and quality. Store all materials in a manner affording protection from damage by weather or vandalism.

3.1.3 Seed only when the wind velocity is less than 15 miles per hour.

3.1.4 All areas disturbed by excavation, grading, or other construction operations, except areas to be paved or otherwise permanently stabilized, shall be seeded as specified for permanent seeding. Temporary seeding shall be provided when required at no additional cost to the Owner.

3.1.5 Remove all soiling or staining off finished structures or pavements resulting from seeding work. Maintain paved areas in clean condition.

3.2 Temporary Seeding

3.2.1 Use in areas when final grading has not been completed, when permanent seeding cannot be performed due to the specified permanent seeding dates, or when required for erosion control.

3.2.2 Apply fertilizer at a rate of 15 pounds per 1,000 square feet (600 pounds per acre) or equivalent. Apply lime at a rate of 50 pounds per 1,000 square feet.

3.2.3 For loose soil, work lime and fertilizer into soil and then seed. For packed or hard soil, loosen top layer while working lime and fertilizer into soil and then seed at the rate specified for the temporary seeding species.

3.2.4 Seed only between February 15 and November 15. Use mulch between November 16 and February 14.

3.3 Permanent Seeding

3.3.1 For all areas to receive permanent seeding, apply fertilizer at the rate of 50 pounds per 1,000 square feet and apply lime at the rate of 100 pounds per 1,000 square feet.

3.3.2 Apply fertilizer and lime uniformly and mix well into the top 4 inches of the seedbed.

3.3.3 Prepare soil for permanent seeding by tillage of topsoil in place to loosen thoroughly and break up all clods to a depth of 6 inches. Remove all stumps and roots, coarse vegetation, stones larger than 1½ inches, and all construction debris. Soil shall be worked by suitable agricultural equipment to a depth of not less than 4 inches. Surface shall be uniform, smooth, and drainable. A firm and compact seedbed is required.

3.3.4 Sow permanent grass seed between dates of March 1 and April 15 or September 1 and November 15.


3.3.5 Sow seed by mechanical seeder as follows:

3.3.5.1 Mix seed thoroughly with clean dry sawdust and broadcast at rate of 6 pounds of seed per 1,000 square feet for permanent seeding or as specified elsewhere for temporary seeding.

3.3.5.2 Apply Type II mulch uniformly to depth of approximately 1¼ inches.

3.3.5.3 Anchor Type II mulch by the following methods:

3.3.5.3.1 Apply light tack coat of asphalt emulsion or synthetic mulch binder.

3.3.5.3.2 On slopes steeper than 4(H):1(V), anchor with VDOT EC-2 jute mesh fastened to wooden stakes.

3.3.6 Sow seed by hydraulic seeder as follows:

3.3.6.1 Prepare homogeneous slurry equal to the seed mixture used for mechanical seeding as specified in this section.

3.3.6.2 Distribute slurry uniformly at rate equal to the rate specified for mechanical seeding.

3.3.6.3 Apply mulch, jute mesh, and soil stabilization blankets as specified for sowing by mechanical seeder.

3.4 Maintenance of Seeded Areas

3.4.1 The Contractor is advised that final payment for the project will not be received until a uniform stand of grass acceptable to the Engineer has been established.

3.4.2 Reseed and mulch spots larger than one square foot without uniform stand of grass. In areas where jute mesh or soil stabilization blankets have been applied, the mesh or blanket shall be removed prior to reseeding, and reapplied after reseeding activities are complete. Reseeding shall include application of fertilizer, lime, and seed in accordance with the agronomic loading rates specified herein. Reseeding shall be performed multiple times during the course of a planting season and over the course of multiple planting seasons until a uniform stand of grass is established.

3.4.3 Maintain all seeded areas until uniform stand of grass is acceptable to the Engineer.

3.4.4 In the event that growth is not established by the final project inspection, continue the specified attention until the stand is accepted by the Engineer.


3.4.5 Correct or repair all undue settling for a period of one year after final inspection.

3.4.6 Water as necessary.

3.4.7 Mowing: Maintain grass height between 2 and 4 inches.

End of Section


Section 03300 Cast-in-Place Concrete

1 GENERAL

1.1 Reference publications are referred to by abbreviations as follows:

1.1.1 American Concrete Institute ....................................................................... ACI


1.1.3 Concrete Reinforcing Steel Institute ........................................................ CRSI

1.1.4 National Institute of Standards and Technology ...................................... NIST


1.2.1 Provide the services of an independent inspection agency to perform inspection as specified in this section. The inspection agency shall be approved by WW Associates, Inc.

1.2.2 The independent testing agency, including branch office used, referred to in this Section and Section 1 of ACI 301 shall meet the requirements of ASTM E 329 and shall have been inspected within the past 3 years by the cement and concrete reference laboratory of the NIST and shall have corrected any deficiencies noted. Project sponsor as defined in ASTM E 329 shall be the contractor.

1.2.2.1 Contractor shall supply third party inspections submittal.

1.3 Submittals: Provide the following in a timely manner.

1.3.1 Shop drawings of reinforcing steel in accordance with ACI 301. All construction joints shall be indicated on the shop drawings.

1.3.2 Complete concrete mix designs and documentation in accordance with ACI 301 Section 4.2.3 indicating compliance with one of the paths allowed in the flow chart. Include the following documentation:

1.3.2.1 Specific mix designs proposed.

1.3.2.2 Quantity and types of admixtures.

1.3.2.3 Strength test results used to establish standard deviation, and calculated standard deviation in accordance with ACI 301, paragraph 4.2.3.2, if that procedure is followed.

1.3.2.4 Calculated required average compressive strength.


1.3.2.5 Strength test records used to verify that required average compressive strength is met in accordance with ACI 301, paragraph 4.2.3.3, if that procedure is followed.

1.3.2.6 Trial mixtures, strength test thereof, water-cement ratio curve, and selected water-cement ratio to meet the required average compressive strength in accordance with ACI 301, paragraph 4.2.3.4.b, if that procedure is followed.

1.3.3 List of materials and work requiring inspection; inspections to be performed; and a list of the individuals, approved agencies, and firms intended to be retained for conducting such inspections. These lists shall be submitted to WW Associates, Inc. for approval and to the building official.

1.3.4 Inspection reports.

2 PRODUCTS

2.1 Concrete work shall meet applicable requirements of ACI 301-05 “Specifications for Structural Concrete,” except as modified by the supplemental requirements specified in this section. For numbers in parentheses, refer to ACI 301 paragraphs.

2.1.1 (1.6.4) All of the testing services of Sections 1.6.4.1, 1.6.4.2, and 1.6.4.3 shall be paid for by the Contractor. If the concrete is placed by pumping, the strength test shall be taken at the truck discharge and at the point of placement.

2.1.1.1 The testing representative shall sample concrete in accordance with the following schedule for each design mixture placed in any one day:

Strength Tests 1 Set of 3 Cylinders per 50 CY or fraction thereof

Slump Test 1 Test per 50 CY or fraction thereof or if consistency varies

Temperature 1 Test per 50 CY or fraction thereof

Air Entrainment 1 Test per 50 CY or as necessary for control

2.1.2 (3.1) Reinforcement General

2.1.2.1 Details of reinforcing

2.1.2.1.1 Verify the location of all sleeves, embedments, attachments, openings, and structural supports for the equipment provided.


2.1.2.1.2 All reinforcing shall be as follows unless otherwise noted on the drawings:

2.1.2.1.3 Reinforcing shall be detailed, fabricated, and placed in accordance with ACI 315-99, with the exception of development lengths and splice lengths.

2.1.2.1.4 Splice lengths at locations not shown on the drawings shall be detailed on the shop drawings to conform to ACI 315-99. Use the splice category appropriate for the actual bar spacing and concrete cover.

2.1.2.1.5 Unless otherwise detailed, dowels in walls shall match size and spacing of main reinforcing bars.

2.1.3 (3.2.1.1) Reinforcing steel shall meet requirements of ASTM A 615 Grade 60 and shall be deformed.

2.1.4 (3.2.2.2) Welding of bar reinforcement will not be permitted.

2.1.5 (3.3.2.3) Cover requirements for concrete exposed to weather shall be used at all surfaces of liquid retention structures, except where concrete is deposited against earth.

2.1.6 (3.3.2.4) Where concrete will be exposed to view in the finished structure, the portions of all bar supports within ½ inch of the concrete surface shall be noncorrosive or protected against corrosion.

2.1.7 (4.2.1.1) Cement shall be as follows:

2.1.7.1 Portland cement for all concrete shall be ASTM C150, Type II.

2.1.7.2 ASTM C618 fly ash or pozzolan may be mixed with ASTM C150 portland cement to produce the equivalent of ASTM C595 Type IP (MS) blended cement, except that the total fly ash and pozzolan content shall not exceed 25 percent by weight of the total cementitious material. Loss on ignition of fly ash or pozzolan shall not exceed 3 percent.

2.1.7.3 (4.2.1.2) Aggregates for slabs on grade shall conform to the following:

2.1.7.3.1 The nominal maximum size aggregate shall not be larger than the requirements of 4.2.2.3 – size of coarse aggregate. The combined aggregates shall be well graded from the coarsest to the finest with not more than 18 percent nor less than 8 percent, unless otherwise permitted, of the combined aggregate retained on any individual sieve with the exceptions


that the No. 50 may have less than 8 percent retained, sieves finer than No. 50 shall have less than 9 percent retained, and the coarsest sieve may have less than 8 percent retained.

2.1.7.3.2 Aggregates used in concrete shall have a combined aggregate distribution similar to the aggregates used in the concrete represented by field test data or used in trial mixtures. Reports of individual aggregates shall include sieve sizes 1-1/2 inches, 1 inch, ¾ inch, ½ inch, 3/8 inch, No. 4, No. 8, No. 16, No. 30, and No. 50 in accordance with ASTM E11.

2.1.7.4 (4.2.1.2) Coarse aggregate shall be a calcareous aggregate such as limestone or dolomite.

2.1.7.5 (4.2.2.4) Concrete shall be air entrained.

2.1.7.6 (4.2.2.5) Air entraining or water reducing admixtures or both will be permitted. Other admixtures shall be submitted for approval before submitting the mix designs and shall not be used without written approval.

2.1.7.7 (4.2.2.6) Calcium chloride shall not be used as an admixture, nor as an ingredient in any admixture. Chloride ions in admixtures shall not exceed 0.1 percent by weight of cement content.

2.1.7.8 (4.2.2.9) The 28-day compressive strength of all concrete shall be 4,000 pounds per square inch.

2.1.7.9 (5.3.1) Foundation concrete shall not be placed until the soil subgrade for foundation bearing has been examined by the Geotechnical Engineer and found satisfactory for the design bearing capacity.

2.1.7.10 (5.3.5) Sawed control joints shall be filled with a semi-rigid epoxy joint filler without a sealant. Acceptable products are MM-80 by Metzger/McGuire, Surepoxy Flexjoint by Kaufman Products, Inc., or EP-800 by Pecora Corporation.

2.2 Moisture barrier beneath slabs on grade shall be minimum 6-mil polyethylene, with reinforced backing, with joints lapped not less than 6 inches.

2.3 Nonshrink grout for setting base plates, leveling plates, and bearing plates for columns and machine bases shall be premixed and noncorrosive and shall meet the requirements of ASTM C1107. Water for mixing grout shall be potable.

2.4 Joint sealant shall be Sikaflex 2C NS/SL by Sika Chemical Corporation, Eucolastic by Euclid Chemical Company or Stonflex MN6/MP6 by Stonhard, Inc.


2.5 Grout shall be a mix of three parts sand and one part ASTM C150 Type II cement.

2.6 Provide anchor rods as required to suit the equipment provided. Anchor rods shall be ASTM A36 or ASTM F1554, Grade 36 unless otherwise noted.

2.7 Adhesive anchors shall be HVA Adhesive Anchors by Hilti Fastening Systems, Chem-stud by the Rawlplug Company, ET Epoxy-Tie Adhesive anchors by the Simpson Strong-Tie Co. The anchor shall consist of a polyester resin adhesive capsule and a chisel-pointed threaded steel rod. Steel shall be zinc plated ASTM A 307. This type of adhesive anchor shall not be used in masonry. Allowable working (service) loads shall be as follows for 4,000-PSI concrete:

Diameter Shear Tension (Inches) (Pounds) (Pounds) 1/2 1,800 2,850 5/8 2,750 4,550 3/4 3,850 6,100 7/8 4,925 7,700

2.8 (2.2.1.4) Expansion joint material shall be self-expanding cork and shall meet the requirements of ASTM D1752.

2.9 Special inspection of materials

2.9.1 Provide the following special inspections:

2.9.1.1 Review documentation for materials furnished to verify conformance to quality standards for materials specified herein.

2.9.1.2 Review mix design for conformance to Chapter 4 of ACI 301.

2.9.1.3 Inspect concrete mixing techniques for compliance with Section 4.3 of ACI 301.

2.9.2 Special inspection of materials will not be required for the following elements:

2.9.2.1 Other concrete items of a minor nature such as duct banks and thrust blocks.

3 EXECUTION

3.1 Refer to applicable sections of ACI 301-05, except as modified by the supplemental requirements specified in this section. For numbers in parentheses, refer to ACI 301 paragraphs.

3.1.1 (5.3.2.1) Comply with ACI 306.1 for cold weather concreting and with the recommendations of ACI 305 R for hot weather concreting.


3.1.2 (5.3.3) All formed concrete which will be exposed to public view shall receive a smooth form finish.

3.2 Backfilling adjacent to foundation walls shall not occur until structural elements designed to brace walls have been placed and such concrete has reached 70 percent of its 28-day design compressive strength. Backfilling adjacent to cantilever retaining walls shall not occur until wall concrete has reached its 28-day design compressive strength.

3.3 Chamfer all exposed edges of concrete ¾ inch.

3.4 Special Inspection of Field Work:

3.4.1 Contractor shall provide a third party firm to perform special inspections for the building, foundation, floor system and other systems as required in conformance with the Building Code and City of Petersburg requirements. The qualifications of the third party firm shall be submitted to WW Associates, Inc. for approval.


3.4.2.1 Inspect installation of reinforcing steel to verify compliance with contract drawings and Sections 3.3 of ACI 301.

3.4.2.2 Inspect formwork for compliance with Section 2.3 of ACI 301. Inspect form removal for compliance with Section 2.3.2 of ACI 318.

3.4.2.3 Test concrete strength, air content, and slump in accordance with Section 1.6.4.2 of ACI 301.

3.4.2.4 Inspect concrete placement for compliance with Section 5.3.2 of ACI 301.

3.4.2.5 Inspect curing for compliance with Section 5.3.6.1 of ACI 301.

3.4.3 Special inspection of field work will not be required for the following elements, except that concrete strength, air content, and slump shall be tested in accordance with Section 1.6.4.2 of ACI 301.


End of Section


Section 06105 Miscellaneous Carpentry

1 GENERAL

1.1 Related Documents: Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section.

1.2 Summary: This Section includes the following:

1.2.1 Wood blocking and nailers.

1.2.2 Plywood backing panels.

1.3 Definitions

1.3.1 Dimension Lumber: Lumber of 2 inches nominal (38 mm actual) or greater but less than 5 inches nominal (114 mm actual) in least dimension.

1.3.2 Lumber grading agencies, and the abbreviations used to reference them, include the following:

1.3.2.1 NeLMA: Northeastern Lumber Manufacturers’ Association.

1.3.2.2 NHLA: National Hardwood Lumber Association.

1.3.2.3 NLGA: National Lumber Grades Authority.

1.3.2.4 SPIB: The Southern Pine Inspection Bureau.

1.3.2.5 WCLIB: West Coast Lumber Inspection Bureau.

1.3.2.6 WWPA: Western Wood Products Association.

1.4 Submittals

1.4.1 Product Data: For each type of process and factory-fabricated product. Indicate component materials and dimensions and include construction and application details.

1.4.1.1 Include data for wood-preservative treatment from chemical treatment manufacturer and certification by treating plant that treated materials comply with requirements. Indicate type of preservative used and net amount of preservative retained.

1.4.1.2 For products receiving a waterborne treatment, include statement that moisture content of treated materials was reduced to levels specified before shipment to Project site.


1.4.1.3 Include copies of warranties from chemical treatment manufacturers for each type of treatment.

1.5 Delivery, Storage, and Handling

1.5.1 Stack lumber flat with spacers between each bundle to provide air circulation. Provide for air circulation around stacks and under coverings.

1.5.2 Deliver interior wood materials that are to be exposed to view only after building is enclosed and weatherproof, wet work other than painting is dry, and HVAC system is operating and maintaining temperature and humidity at occupancy levels.

2 PRODUCTS

2.1 Wood Products, General

2.1.1 Lumber: DOC PS 20 and applicable rules of grading agencies indicated. If no grading agency is indicated, provide lumber that complies with the applicable rules of any rules-writing agency certified by the ALSC Board of Review. Provide lumber graded by an agency certified by the ALSC Board of Review to inspect and grade lumber under the rules indicated.

2.1.1.1 Factory mark each piece of lumber with grade stamp of grading agency.

2.1.1.2 For exposed lumber indicated to receive a stained or natural finish, mark grade stamp on end or back of each piece.

2.1.1.3 Where nominal sizes are indicated, provide actual sizes required by DOC PS 20 for moisture content specified. Where actual sizes are indicated, they are minimum dressed sizes for dry lumber.

2.1.1.4 Provide dressed lumber, S4S, unless otherwise indicated.

2.2 Wood-Preservative-Treated Materials

2.2.1 Preservative Treatment by Pressure Process: AWPA C2

2.2.1.1 Preservative Chemicals: Acceptable to authorities having jurisdiction.

2.2.1.2 For exposed items indicated to receive a stained or natural finish, use chemical formulations that do not require incising, contain colorants, bleed through, or otherwise adversely affect finishes.


2.2.2 Kiln-dry lumber after treatment to a maximum moisture content of 19 percent. Do not use material that is warped or does not comply with requirements for untreated material.

2.2.3 Mark lumber with treatment quality mark of an inspection agency approved by the ALSC Board of Review.

2.2.3.1 Select only first option in subparagraph below if authorities having jurisdiction require quality mark on all materials.

2.2.4 For exposed lumber indicated to receive a stained or natural finish, mark end or back of each piece.

2.2.4.1 Application: Treat items indicated on Drawings, and the following:

2.2.4.1.1 Wood cants, nailers, curbs, equipment support bases, blocking, stripping, and similar members in connection with roofing, flashing, vapor barriers, and waterproofing.

2.2.4.1.2 Wood sills, sleepers, blocking, furring, stripping, and similar concealed members in contact with masonry or concrete.

2.2.4.1.3 Wood framing and furring attached directly to the interior of below-grade exterior masonry or concrete walls.

2.2.4.1.4 Wood framing members that are less than 18 inches (460 mm) above the ground in crawl spaces or unexcavated areas.

2.2.4.1.5 Wood floor plates that are installed over concrete slabs-on-grade.

2.3 Miscellaneous Lumber

2.3.1 General: Provide miscellaneous lumber indicated and lumber for support or attachment of other construction, including the following:

2.3.1.1 Blocking.

2.3.1.2 Nailers.

2.3.1.3 Furring.

2.3.1.4 Grounds.


2.3.2 For items of dimension lumber size, provide Construction or No. 2 grade lumber with 15 percent maximum moisture content of any species.

2.3.3 For exposed boards, provide lumber with 15 percent maximum moisture content and any of the following species and grades:

2.3.3.1 Mixed southern pine, No. 1 grade; SPIB.

2.3.3.2 Hem-fir or hem-fir (north), Select Merchantable or No. 1 Common grade; NLGA, WCLIB, or WWPA.

2.3.3.3 Spruce-pine-fir (south) or spruce-pine-fir, Select Merchantable or No. 1 Common grade; NeLMA, NLGA, WCLIB, or WWPA.

2.3.4 Retain paragraph and subparagraphs below for furring, grounds, and nailing strips if required, and for truss bracing specified by reference to this Section.

2.3.5 For blocking and nailers used for attachment of other construction, select and cut lumber to eliminate knots and other defects that will interfere with attachment of other work.

2.4 Plywood

2.4.1 Wall Protection (entire perimeter of building and exterior of office), shall be ABA Fire Rated plywood, Grade B or C, not less than 3/4-inch nominal thickness.

2.5 Fasteners

2.5.1 General: Provide fasteners of size and type indicated that comply with requirements specified in this Article for material and manufacture.

2.5.1.1 Where carpentry is exposed to weather, in ground contact, pressure-preservative treated, or in area of high relative humidity, provide fasteners with hot-dip zinc coating complying with ASTM A 153/A 153M.

2.5.2 Nails, Brads, and Staples: ASTM F 1667.

2.5.3 Standard in first paragraph below covers power-driven staples, nails, P-nails, and allied fasteners.

2.5.4 Power-Driven Fasteners: NES NER-272.

2.5.5 Wood Screws: ASME B18.6.1.

2.5.6 Screws for Fastening to Cold-Formed Metal Framing: ASTM C 954, except with wafer heads and reamer wings, length as recommended by screw manufacturer for material being fastened.


2.5.7 Lag Bolts: ASME B18.2.1 (ASME B18.2.3.8M).

2.5.8 Bolts: Steel bolts complying with ASTM A 307, Grade A (ASTM F 568M, Property Class 4.6); with ASTM A 563 (ASTM A 563M) hex nuts and, where indicated, flat washers.

2.5.9 Expansion Anchors: Anchor bolt and sleeve assembly of material indicated below with capability to sustain, without failure, a load equal to 6 times the load imposed when installed in unit masonry assemblies and equal to 4 times the load imposed when installed in concrete as determined by testing per ASTM E 488 conducted by a qualified independent testing and inspecting agency.

2.5.9.1 Material: Carbon-steel components, zinc plated to comply with ASTM B 633, Class Fe/Zn 5.

2.5.9.2 Material: Stainless steel with bolts and nuts complying with ASTM F 593 and ASTM F 594, Alloy Group 1 or 2 (ASTM F 738M and ASTM F 836M, Grade A1 or A4).

2.6 Metal Framing Anchors

2.6.1 Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following:

2.6.1.1 Cleveland Steel Specialty Co.

2.6.1.2 Harlen Metal Products, Inc.

2.6.1.3 KC Metals Products, Inc.

2.6.1.4 Simpson Strong-Tie Co., Inc.

2.6.1.5 Southeastern Metals Manufacturing Co., Inc.

2.6.1.6 USP Structural Connectors.

2.6.2 Galvanized Steel Sheet: Hot-dip, zinc-coated steel sheet complying with ASTM A 653/A 653M, G60 (Z180) coating designation.

2.6.2.1 Use for interior locations where stainless steel is not indicated.

2.6.3 Stainless-Steel Sheet: ASTM A 666, Type 304 316.

2.6.3.1 Use for exterior locations and where indicated.

3 EXECUTION


3.1 Installation, General

3.1.1 Set carpentry to required levels and lines, with members plumb, true to line, cut, and fitted. Fit carpentry to other construction; scribe and cope as needed for accurate fit. Locate nailers, blocking, and similar supports to comply with requirements for attaching other construction.

3.1.2 Framing Standard: Comply with AF&PA’s “Details for Conventional Wood Frame Construction,” unless otherwise indicated.

3.1.3 Metal Framing Anchors: Install metal framing to comply with manufacturer’s written instructions.

3.1.4 Do not splice structural members between supports, unless otherwise indicated.

3.1.5 Provide blocking and framing as indicated and as required to support facing materials, fixtures, specialty items, and trim.

3.1.5.1 Provide metal clips for fastening gypsum board or lath at corners and intersections where framing or blocking does not provide a surface for fastening edges of panels. Space clips not more than 16 inches (406 mm) o.c.

3.1.6 Sort and select lumber so that natural characteristics will not interfere with installation or with fastening other materials to lumber. Do not use materials with defects that interfere with function of member or pieces that are too small to use with minimum number of joints or optimum joint arrangement.

3.1.7 Comply with AWPA M4 for applying field treatment to cut surfaces of preservative-treated lumber.

3.1.7.1 Use inorganic boron for items that are continuously protected from liquid water.

3.1.7.2 Use copper naphthenate for items not continuously protected from liquid water.

3.1.8 Securely attach carpentry work to substrate by anchoring and fastening as indicated, complying with the following:

3.1.8.1 NES NER-272 for power-driven fasteners.

3.1.8.2 Table 2304.9.1, “Fastening Schedule,” in ICC’s International Building Code.

3.1.9 Use common wire nails, unless otherwise indicated. Select fasteners of size that will not fully penetrate members where opposite side will be exposed to


view or will receive finish materials. Make tight connections between members. Install fasteners without splitting wood; do not countersink nail heads, unless otherwise indicated.

3.2 Wood Blocking and Nailer Installation

3.2.1 Install where indicated and where required for attaching other work. Form to shapes indicated and cut as required for true line and level of attached work. Coordinate locations with other work involved.

3.2.2 Attach items to substrates to support applied loading. Recess bolts and nuts flush with surfaces, unless otherwise indicated.

3.3 Protection

3.3.1 Protect wood that has been treated with inorganic boron (SBX) from weather. If, despite protection, inorganic boron-treated wood becomes wet, apply EPA-registered borate treatment. Apply borate solution by spraying to comply with EPA-registered label.

3.3.2 Protect rough carpentry from weather. If, despite protection, rough carpentry becomes wet, apply EPA-registered borate treatment. Apply borate solution by spraying to comply with EPA-registered label.

End of Section


Section 07260 Underslab Vapor Barriers

1 GENERAL


1.2 Summary

1.2.1 This section includes the following:

1.2.1.1 Underslab vapor barriers and accessories for slabs-on-grade.

1.2.2 Related Sections include the following:

1.2.2.1 Division 3 Section “Cast-in-Place Concrete” for preparation and placement of slabs-on-grade that include underslab vapor barriers.

1.2.2.2 Division 13 Section “Metal Building Systems” for vapor barriers in other locations.

1.3 References

1.3.1 Comply with applicable requirements of the following standards. Where these standards conflict with other specified requirements, the most restrictive requirement shall govern.

1.3.1.1 American Society for Testing and Materials (ASTM):

1.3.1.1.1. E 96-00 Standard Test Methods for Water Vapor Transmission of Materials.

1.3.1.1.2. E 154-99 Standard Test Methods for Water Vapor Retarders Used in Contact with Earth Under Concrete Slabs.

1.3.1.1.3. E 1643-98 Standard Practice for Installation of Water Vapor Retarders Used in Contact with Earth or Granular Fill Under Concrete Slabs.

1.3.1.1.4. E 1745-97 Standard Specification for Plastic Water Vapor Retarders Used in Contact with Soil or Granular Fill Under Concrete Slabs.


1.3.1.2 American Concrete Institute (ACI):

1.3.1.2.1. 302.1R-96: Vapor barrier component (plastic membrane) is not less than 10 mils thick.

1.4 Submittals

1.4.1 Submit the following for each type of product selected:

1.4.1.1 Independent laboratory test results showing compliance with ASTM and ACI requirements.

1.4.1.2 Manufacturer’s product data.

1.4.1.3 Samples: 12 by 12 inch samples of vapor barrier material, 12 inch sample of tape.

1.4.1.4 Manufacturer’s installation instructions, including directions for seaming and sealing penetrations, including pipe boots.

1.5 Definitions: WVTR: Water vapor transmission rate, measured in perms.

2 PRODUCTS

2.1 Materials

2.1.1 Vapor Barrier:

2.1.1.1 Vapor barrier to comply with the following:

2.1.1.1.1. WVTR of less than 0.008 when tested per ASTM E 96-00.

2.1.1.1.2. ASTM E 1745-97, Class A (Plastics).

2.1.1.2 Products:

2.1.1.2.1. Alumiseal Corp.; Zero Perm.

2.1.1.2.2. Reef Industries, Inc.; Griffolyn VAPORguard.

2.1.1.2.3. Stego Industries LLC; Stego Wrap 15 mil vapor barrier.

2.1.1.2.4. W. R. Meadows; Premoulded Membrane.


2.2 Accessories

2.2.1 Seam Tape: Seam tape to comply with the following:

2.2.1.1 Water Vapor Transmission Rate: 0.3 perms or lower per ASTM E 96-00.

2.2.1.2 Tape recommended by or required by vapor barrier manufacturer. If manufacturer does not require, provide tape meeting indicated requirements.

2.2.2 Vapor-Proofing Mastic: Mastic to comply with the following:

2.2.2.1 Water Vapor Transmission Rate: 0.3 perms or lower per ASTM E 96-00.

2.2.2.2 Mastic recommended or required by vapor barrier manufacturer. If manufacturer does not require, provide mastic meeting indicated requirements.

2.2.3 Pipe Boots:

2.2.3.1 Construct pipe boots from vapor barrier material, seam tape, mastic, or a combination of these, per manufacturer’s instructions. If manufacturer’s instructions do not indicate, use indicated materials to seal completely around penetrations.

3 EXECUTION

3.1 Examination: Examine substrates and conditions, with Installer present, for compliance with referenced requirements. Notify the responsible party or parties of any unsatisfactory conditions. Do not proceed with installation until unsatisfactory conditions have been corrected.

3.2 Preparation

3.2.1 Ensure that substrate is acceptable to Architect and geotechnical engineer.

3.2.1.1 Level and tamp or roll aggregate base.

3.3 Installation

3.3.1 Install vapor barrier in accordance with manufacturer’s instructions and ASTM E 1643-98.

3.3.1.1 Unroll vapor barrier with long dimension parallel with direction of concrete pour.

3.3.1.2 Lap vapor barrier over footings and seal to foundation walls.


3.3.1.3 Lap joints 6 inches and seal with seam tape.

3.3.1.4 No penetrations of vapor barrier are allowed except reinforcing steel and permanent utilities.

3.3.1.5 Seal all permitted penetrations, including pipes and permanent utilities.

3.3.1.6 Repair damaged areas by cutting patches of vapor barrier material, lapping 6 inches on to undamaged membrane, and sealing all sides with seam tape.

End of Section


Section 07920 Joint Sealants

1 GENERAL


1.2 Summary

1.2.1 This Section includes joint sealants for the following applications:

1.2.1.1 Exterior joints in the following vertical surfaces and horizontal nontraffic surfaces:

1.2.1.1.1 Construction joints in cast-in-place concrete.

1.2.1.1.2 Joints in exterior finish systems.

1.2.1.1.3 Perimeter joints between materials listed above and frames of doors, windows and louvers.

1.2.1.1.4 Other joints as indicated.

1.2.1.2 Exterior joints in the following horizontal traffic surfaces:

1.2.1.2.1 Isolation and contraction joints in cast-in-place concrete slabs.


1.2.1.3 Interior joints in the following vertical surfaces and horizontal nontraffic surfaces:

1.2.1.3.1 Perimeter joints of exterior openings where indicated.

1.2.1.3.2 Vertical joints on exposed surfaces of interior unit masonry walls and partitions.

1.2.1.3.3 Perimeter joints between interior wall surfaces and frames of interior doors and windows.



1.2.2.1 Division 13 Section “Metal Building Systems” for sealing joints in siding panels & roof panels.


1.3 Performance Requirements

1.3.1 Provide elastomeric joint sealants that establish and maintain watertight and airtight continuous joint seals without staining or deteriorating joint substrates.

1.3.2 Provide joint sealants for interior applications that establish and maintain airtight and water-resistant continuous joint seals without staining or deteriorating joint substrates.

1.4 Submittals

1.4.1 Product Data: For each joint-sealant product indicated, including instructions for joint preparation and joint sealer application.

1.4.2 Samples for Initial Selection: Manufacturer’s color charts consisting of strips of cured sealants showing the full range of colors available for each product exposed to view.

1.4.3 Product Certificates: For each type of joint sealant and accessory, signed by product manufacturer.

1.4.4 Warranties: Special warranties specified in this Section.


1.5.1 Installer Qualifications: Manufacturer’s authorized Installer who is approved or licensed for installation of elastomeric sealants required for this Project.

1.5.2 Source Limitations: Obtain each type of joint sealant through one source from a single manufacturer.


1.6.1 Do not proceed with installation of joint sealants under the following conditions:

1.6.1.1 When ambient and substrate temperature conditions are outside limits permitted by joint-sealant manufacturer.

1.6.1.2 When joint substrates are wet.

1.6.1.3 Where joint widths are less than those allowed by joint-sealant manufacturer for applications indicated.

1.6.1.4 Contaminants capable of interfering with adhesion have not yet been removed from joint substrates.


1.7 Warranty

1.7.1 Special Installer’s Warranty: Installer’s standard form in which Installer agrees to repair or replace elastomeric joint sealants that do not comply with performance and other requirements specified in this Section within specified warranty period.

1.7.1.1 Warranty Period: Two years from date of Substantial Completion.

1.7.2 Special Manufacturer’s Warranty: Manufacturer’s standard form in which elastomeric sealant manufacturer agrees to furnish elastomeric joint sealants to repair or replace those that do not comply with performance and other requirements specified in this Section within specified warranty period.

1.7.2.1 Warranty Period: 5 years from date of Substantial Completion.

1.7.3 Special warranties specified in this Article exclude deterioration or failure of elastomeric joint sealants from the following:

1.7.3.1 Movement of the structure resulting in stresses on the sealant exceeding sealant manufacturer’s written specifications for sealant elongation and compression caused by structural settlement or errors attributable to design or construction.

1.7.3.2 Disintegration of joint substrates from natural causes exceeding design specifications.

1.7.3.3 Mechanical damage caused by individuals, tools, or other outside agents.

1.7.3.4 Changes in sealant appearance caused by accumulation of dirt or other atmospheric contaminants.

2 PRODUCTS

2.1 Manufacturers:

2.1.1 Available Products: Subject to compliance with requirements, products that may be incorporated into the Work include, but are not limited to, products listed in other Part 2 articles.

2.2 Materials, General

2.2.1 Compatibility: Provide joint sealants, backings, and other related materials that are compatible with one another and with joint substrates under conditions of service and application, as demonstrated by sealant manufacturer, based on testing and field experience.


2.2.2 VOC Content of Interior Sealants: Provide interior sealants and sealant primers that comply with the following limits for VOC content when calculated according to 40 CFR 59, Subpart D (EPA Method 24):

2.2.2.1 Sealants: 250 g/L.

2.2.2.2 Sealant Primers for Nonporous Substrates: 250 g/L.

2.2.2.3 Sealant Primers for Porous Substrates: 775 g/L.

2.2.3 Colors of Exposed Joint Sealants: As selected by Owner/Engineer from manufacturer’s full range.

2.3 Elastomeric Joint Sealants

2.3.1 Elastomeric Sealants: Comply with ASTM C 920 and other requirements indicated for each liquid-applied chemically curing sealant specified, including those referencing ASTM C 920 classifications for type, grade, class, and uses related to exposure and joint substrates.

2.3.2 Single-Component Neutral-Curing Silicone Sealant (For External Use):

2.3.2.1 Available Products:

2.3.2.1.1 Dow Corning Corporation; 790.

2.3.2.1.2 Pecora Corporation; 890.

2.3.2.1.3 GE Silicones; UltraPruf II SCS2900.

2.3.2.2 Type and Grade: S (single component) and NS (nonsag).

2.3.2.3 Class: 100/50.

2.3.2.4 Use Related to Exposure: NT (nontraffic).

2.3.2.5 Uses Related to Joint Substrates: M, G, A, and, as applicable to joint substrates indicated, O.

2.3.2.5.1 Use O Joint Substrates: color anodic aluminum, aluminum coated with a high-performance coating, and galvanized steel.

2.3.2.6 Stain-Test-Response Characteristics: Nonstaining to porous substrates per ASTM C 1248.


2.3.3 Single-Component Mildew-Resistant Silicone Sealant (Interior Use in Wet Areas):


2.3.3.1.1 Pecora Corporation; 898.

2.3.3.1.2 Tremco; Tremsil 600 White.

2.3.3.1.3 Dow Corning Corporation; 786 Mildew Resistant.

2.3.3.1.4 GE Silicones; Sanitary SCS1700.

2.3.3.2 Type and Grade: S (single component) and NS (nonsag).

2.3.3.3 Class: 25.

2.3.3.4 Use Related to Exposure: NT (nontraffic).

2.3.3.5 Uses Related to Joint Substrates: G, A, and, as applicable to non-porous joint substrates indicated, O.

2.3.3.5.1 Use O Joint Substrates: color anodic aluminum, aluminum coated with a high-performance coating, and galvanized steel.

2.3.4 Multicomponent Pourable Urethane Sealant (Exterior Sidewalks):


2.3.4.1.1 Bostik Findley; Chem-Calk 550.

2.3.4.1.2 Pecora Corporation; Urexpan NR-200.

2.3.4.1.3 Tremco; THC-900.

2.3.4.2 Type and Grade: M (multicomponent) and P (pourable).

2.3.4.3 Class: 25.

2.3.4.4 Use Related to Exposure: T (traffic).

2.3.4.5 Uses Related to Joint Substrates: M, A, and, as applicable to joint substrates indicated, O.

2.3.4.5.1 Use O Joint Substrates: Color anodic aluminum, aluminum coated with a high-performance coating, and galvanized steel.


2.4 Latex Joint Sealants (General Interior Use)

2.4.1 Latex Sealant: Comply with ASTM C 834, Type P, Grade NF.

2.4.1.1 Use Product only in locations where joint movement shall be no more than plus or minus 5 percent.


2.4.1.2.1 Bostik Findley; Chem-Calk 600.

2.4.1.2.2 Pecora Corporation; AC-20+.

2.4.1.2.3 Sonneborn, Division of ChemRex Inc.; Sonolac.

2.4.1.2.4 Tremco; Tremflex 834.

2.5 Joint-Sealant Backing

2.5.1 General: Provide sealant backings of material and type that are nonstaining; are compatible with joint substrates, sealants, primers, and other joint fillers; and are approved for applications indicated by sealant manufacturer based on field experience and laboratory testing.

2.5.2 Cylindrical Sealant Backings: ASTM C 1330, Type C (closed-cell material with a surface skin), O (open-cell material), B (bicellular material with a surface skin), or any of the preceding types, as approved in writing by joint-sealant manufacturer for joint application indicated, and of size and density to control sealant depth and otherwise contribute to producing optimum sealant performance:

2.5.3 Bond-Breaker Tape: Polyethylene tape or other plastic tape recommended by sealant manufacturer for preventing sealant from adhering to rigid, inflexible joint-filler materials or joint surfaces at back of joint where such adhesion would result in sealant failure. Provide self-adhesive tape where applicable.

2.6 Miscellaneous Materials

2.6.1 Generally retain first paragraph below unless it is known that priming of substrates is not required with sealants specified. Purpose of primers is to improve adhesion of sealant to substrate.

2.6.2 Primer: Material recommended by joint-sealant manufacturer where required for adhesion of sealant to joint substrates indicated, as determined from preconstruction joint-sealant-substrate tests and field tests.


2.6.3 Cleaners for Nonporous Surfaces: Chemical cleaners acceptable to manufacturers of sealants and sealant backing materials, free of oily residues or other substances capable of staining or harming joint substrates and adjacent nonporous surfaces in any way, and formulated to promote optimum adhesion of sealants to joint substrates.

2.6.4 Masking Tape: Nonstaining, nonabsorbent material compatible with joint sealants and surfaces adjacent to joints.

3 EXECUTION

3.1 Examination

3.1.1 Examine joints indicated to receive joint sealants, with Installer present, for compliance with requirements for joint configuration, installation tolerances, and other conditions affecting joint-sealant performance.

3.1.2 Proceed with installation only after unsatisfactory conditions have been corrected.

3.2 Preparation

3.2.1 Surface Cleaning of Joints: Clean out joints immediately before installing joint sealants to comply with joint-sealant manufacturer’s written instructions and the following requirements:

3.2.1.1 Remove all foreign material from joint substrates that could interfere with adhesion of joint sealant, including dust, paints (except for permanent, protective coatings tested and approved for sealant adhesion and compatibility by sealant manufacturer), old joint sealants, oil, grease, waterproofing, water repellents, water, surface dirt, and frost.

3.2.1.2 Clean porous joint substrate surfaces by brushing, grinding, blast cleaning, mechanical abrading, or a combination of these methods to produce a clean, sound substrate capable of developing optimum bond with joint sealants. Remove loose particles remaining after cleaning operations above by vacuuming or blowing out joints with oil-free compressed air. Porous joint substrates include the following:

3.2.1.2.1 Concrete.

3.2.1.2.2 Wood.

3.2.1.3 Remove laitance and form-release agents from concrete.


3.2.1.4 Clean nonporous surfaces with chemical cleaners or other means that do not stain, harm substrates, or leave residues capable of interfering with adhesion of joint sealants. Nonporous joint substrates include the following:

3.2.1.4.1 Metal.

3.2.1.4.2 Glass.

3.2.1.4.3 Porcelain enamel.

3.2.1.5 Joint Priming: Prime joint substrates, where recommended in writing by joint-sealant manufacturer, based on preconstruction joint-sealant-substrate tests or prior experience. Apply primer to comply with joint-sealant manufacturer’s written instructions. Confine primers to areas of joint-sealant bond; do not allow spillage or migration onto adjoining surfaces.

3.2.1.6 Masking Tape: Use masking tape where required to prevent contact of sealant with adjoining surfaces that otherwise would be permanently stained or damaged by such contact or by cleaning methods required to remove sealant smears. Remove tape immediately after tooling without disturbing joint seal.

3.3 Installation Of Joint Sealants

3.3.1 General: Comply with joint-sealant manufacturer’s written installation instructions for products and applications indicated, unless more stringent requirements apply.

3.3.2 Sealant Installation Standard: Comply with recommendations in ASTM C 1193 for use of joint sealants as applicable to materials, applications, and conditions indicated.

3.3.3 Install sealant backings of type indicated to support sealants during application and at position required to produce cross-sectional shapes and depths of installed sealants relative to joint widths that allow optimum sealant movement capability.

3.3.3.1 Do not leave gaps between ends of sealant backings.

3.3.3.2 Do not stretch, twist, puncture, or tear sealant backings.

3.3.3.3 Remove absorbent sealant backings that have become wet before sealant application and replace them with dry materials.

3.3.4 Install bond-breaker tape behind sealants where sealant backings are not used between sealants and backs of joints.


3.3.5 Install sealants using proven techniques that comply with the following and at the same time backings are installed:

3.3.5.1 Place sealants so they directly contact and fully wet joint substrates.

3.3.5.2 Completely fill recesses in each joint configuration.

3.3.5.3 Produce uniform, cross-sectional shapes and depths relative to joint widths that allow optimum sealant movement capability.

3.3.6 Tooling of Nonsag Sealants: Immediately after sealant application and before skinning or curing begins, tool sealants according to requirements specified below to form smooth, uniform beads of configuration indicated; to eliminate air pockets; and to ensure contact and adhesion of sealant with sides of joint.

3.3.6.1 Remove excess sealant from surfaces adjacent to joints.

3.3.6.2 Use tooling agents that are approved in writing by sealant manufacturer and that do not discolor sealants or adjacent surfaces.

3.3.6.3 Provide concave joint configuration per Figure 5A in ASTM C 1193, unless otherwise indicated.

3.3.6.4 Provide flush joint configuration where indicated per Figure 5B in ASTM C 1193.

3.3.6.5 Provide recessed joint configuration of recess depth and at locations indicated per Figure 5C in ASTM C 1193.

3.3.6.5.1 Use masking tape to protect surfaces adjacent to recessed tooled joints.

3.4 Field Quality Control

3.4.1 Field-Adhesion Testing: Field test joint-sealant adhesion to joint substrates as follows:

3.4.1.1 Inspect joints for complete fill, for absence of voids, and for joint configuration complying with specified requirements.

3.4.2 Evaluation of Field Test Results: Sealants not evidencing adhesive failure from testing or noncompliance with other indicated requirements will be considered satisfactory. Remove sealants that fail to adhere to joint substrates during testing or to comply with other requirements. Retest failed applications until test results prove sealants comply with indicated requirements.


3.5 Cleaning: Clean off excess sealant or sealant smears adjacent to joints as the Work progresses by methods and with cleaning materials approved in writing by manufacturers of joint sealants and of products in which joints occur.

3.6 Protection: Protect joint sealants during and after curing period from contact with contaminating substances and from damage resulting from construction operations or other causes so sealants are without deterioration or damage at time of Substantial Completion. If, despite such protection, damage or deterioration occurs, cut out and remove damaged or deteriorated joint sealants immediately so installations with repaired areas are indistinguishable from original work.

End of Section


Section 08110 Steel Doors and Frames

1 GENERAL


1.2 Summary

1.2.1 Section includes:

1.2.1.1 Standard hollow metal doors and frames.

1.2.2 Related sections:

1.2.2.1 Division 8 Section “Door Hardware”

1.2.2.2 Division 9 Sections "Exterior Painting" and "Interior Painting" for field painting hollow metal doors and frames.

1.3 Definitions

1.3.1 Minimum Thickness: Minimum thickness of base metal without coatings.

1.3.2 Standard Hollow Metal Work: Hollow metal work fabricated according to ANSI/SDI A250.8.

1.4 Submittals

1.4.1 Product Data: For each type of product indicated. Include construction details, material descriptions, core descriptions, and finishes.

1.4.2 Shop Drawings: Include the following:

1.4.2.1 Elevations of each door design.

1.4.2.2 Details of doors, including vertical and horizontal edge details and metal thicknesses.

1.4.2.3 Frame details for each frame type, including dimensioned profiles and metal thicknesses.

1.4.2.4 Locations of reinforcement and preparations for hardware.

1.4.2.5 Details of each different wall opening condition.

1.4.2.6 Details of anchorages, joints, field splices, and connections.


1.4.2.7 Details of accessories.

1.4.2.8 Details of moldings, removable stops, and glazing.

1.4.3 Other Action Submittals:

1.4.3.1 Schedule: Provide a schedule of hollow metal work prepared by or under the supervision of supplier, using same reference numbers for details and openings as those on Drawings. Coordinate with door hardware schedule.

1.4.4 Product Test Reports: Based on evaluation of comprehensive tests performed by a qualified testing agency, for each type of hollow metal door and frame assembly.


1.5.1 Source Limitations: Obtain hollow metal work from single source from single manufacturer.


1.6.1 Deliver hollow metal work palletized, wrapped, or crated to provide protection during transit and Project-site storage. Do not use non-vented plastic.

1.6.1.1 Provide additional protection to prevent damage to finish of factory-finished units.

1.6.2 Deliver welded frames with two removable spreader bars across bottom of frames, tack welded to jambs and mullions.

1.6.3 Store hollow metal work under cover at Project site. Place in stacks of five units maximum in a vertical position with heads up, spaced by blocking, on minimum 4-inch- (102-mm-) high wood blocking. Do not store in a manner that traps excess humidity.

1.6.3.1 Provide minimum 1/4-inch (6-mm) space between each stacked door to permit air circulation.


1.7.1 Field Measurements: Verify actual dimensions of openings by field measurements before fabrication.

1.8 Coordination

1.8.1 Coordinate installation of anchorages for hollow metal frames. Furnish setting drawings, templates, and directions for installing anchorages,


including sleeves, concrete inserts, anchor bolts, and items with integral anchors. Deliver such items to Project site in time for installation.

1.8.2 Coordinate rough opening size with building manufacturer prior to ordering frames or building.

2 PRODUCTS

2.1 Manufacturers

2.1.1 Manufacturers: available manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following:

2.1.1.1 Ceco Door Products; an Assa Abloy Group company.

2.1.1.2 Curries Company; an Assa Abloy Group company.

2.1.1.3 Steelcraft; an Ingersoll-Rand company.

2.1.1.4 Allied Steel Products, Inc.

2.1.1.5 Republic Builders Products Corp./ Subsidy of Republic Steel

2.2 Materials

2.2.1 Cold-Rolled Steel Sheet: ASTM A 1008/A 1008M, Commercial Steel (CS), Type B; suitable for exposed applications.

2.2.2 Hot-Rolled Steel Sheet: ASTM A 1011/A 1011M, Commercial Steel (CS), Type B; free of scale, pitting, or surface defects; pickled and oiled.

2.2.3 Metallic-Coated Steel Sheet: ASTM A 653/A 653M, Commercial Steel (CS), Type B; with minimum G60 (Z180) metallic coating.

2.2.4 Frame Anchors: ASTM A 591/A 591M, Commercial Steel (CS), 40Z (12G) coating designation; mill phosphatized.

2.2.4.1 For anchors built into exterior walls, steel sheet complying with ASTM A 1008/A 1008M or ASTM A 1011/A 1011M, hot-dip galvanized according to ASTM A 153/A 153M, Class B.

2.2.5 Inserts, Bolts, and Fasteners: Hot-dip galvanized according to ASTM A 153/A 153M.

2.2.6 Powder-Actuated Fasteners in Concrete: Fastener system of type suitable for application indicated, fabricated from corrosion-resistant materials, with clips or other accessory devices for attaching hollow metal frames of type indicated.


2.2.7 Mineral-Fiber Insulation: ASTM C 665, Type I (blankets without membrane facing); consisting of fibers manufactured from slag or rock wool with 6- to 12-lb/cu. ft. (96- to 192-kg/cu. m) density; with maximum flame-spread and smoke-development indexes of 25 and 50, respectively; passing ASTM E 136 for combustion characteristics.

2.2.8 Glazing: Comply with requirements in Division 8 Section "Glazing." Glazing shall be double pane, low-E argon gas filled.

2.2.9 Bituminous Coating: Cold-applied asphalt mastic, SSPC-Paint 12, compounded for 15-mil (0.4-mm) dry film thickness per coat. Provide inert-type noncorrosive compound free of asbestos fibers, sulfur components, and other deleterious impurities.

2.3 Standard Hollow Metal Doors

2.3.1 General: Provide doors of design indicated, not less than thickness indicated; fabricated with smooth surfaces, without visible joints or seams on exposed faces unless otherwise indicated. Comply with ANSI/SDI A250.8.

2.3.1.1 Design: Flush panel.

2.3.1.2 Core Construction: Manufacturer's standard kraft-paper honeycomb, polystyrene, polyurethane, polyisocyanurate, mineral-board, or vertical steel-stiffener core.

2.3.1.2.1 Thermal-Rated (Insulated) Doors: At exterior locations, provide doors fabricated with thermal-resistance value (R-value) of not less than 4.0 deg F x h x sq. ft./Btu (0.704 K x sq. m/W) when tested according to ASTM C 1363.

2.3.1.3 Vertical Edges for Single-Acting Doors: Manufacturer's standard.

2.3.1.4 Top and Bottom Edges: Closed with flush or inverted 0.042-inch- (1.0-mm-) thick, end closures or channels of same material as face sheets.

2.3.1.5 Tolerances: Comply with SDI 117, "Manufacturing Tolerances for Standard Steel Doors and Frames."

2.3.2 Exterior Doors: Face sheets fabricated from metallic-coated steel sheet. Provide doors complying with requirements indicated below by referencing ANSI/SDI A250.8 for level and model and ANSI/SDI A250.4 for physical performance level:


2.3.2.1 Level 3 and Physical Performance Level A (Extra Heavy Duty), Model 2 (Seamless).

2.3.3 Interior Doors: Face sheets fabricated from cold-rolled steel sheet. Provide doors complying with requirements indicated below by referencing ANSI/SDI A250.8 for level and model and ANSI/SDI A250.4 for physical performance level:

2.3.3.1 Level 2 and Physical Performance Level B (Heavy Duty), Model 2 (Seamless).

2.3.4 Hardware Reinforcement: Fabricate according to ANSI/SDI A250.6 with reinforcing plates from same material as door face sheets.

2.3.5 Fabricate concealed stiffeners and hardware reinforcement from either cold- or hot-rolled steel sheet.

2.4 Standard Hollow Metal Frames

2.4.1 General: Comply with ANSI/SDI A250.8 and with details indicated for type and profile.

2.4.2 Exterior Frames: Fabricated from metallic-coated steel sheet.

2.4.2.1 Fabricate frames with mitered corners.

2.4.2.2 Fabricate frames as full profile welded unless otherwise indicated.

2.4.2.3 Frames for Level 3 Steel Doors: 0.053-inch- (1.3-mm-) thick steel sheet.

2.4.3 Interior Frames: Fabricated from cold-rolled steel sheet.

2.4.3.1 Fabricate frames with mitered corners.

2.4.3.2 Fabricate frames as full profile welded unless otherwise indicated.

2.4.3.3 Frames for Level 2 Steel Doors: 0.053-inch- (1.3-mm-) thick steel sheet.

2.4.3.4 Frames for Wood Doors: 0.053-inch- (1.3-mm) thick steel sheet.

2.4.3.5 Frames for Fiberglass Reinforced Doors: 0.053-inch- (1.3-mm) thick metallic-coated steel sheet.

2.4.4 Hardware Reinforcement: Fabricate according to ANSI/SDI A250.6 with reinforcement plates from same material as frames.


2.5 Custom Hollow Metal Frames

2.5.1 General: Fabricate frames of construction indicated. Close contact edges of corner joints tight with faces mitered and stops butted or mitered. Continuously weld faces and soffits and finish faces smooth. Comply with ANSI/NAAMM-HMMA 861.

2.5.1.1 Door Frames for Openings 48 Inches Wide or Less: Fabricated from 0.053-inch-thick steel sheet.

2.5.1.2 Door Frames for Openings More Than 48 Inches Wide: Fabricated from 0.067-inch-thick steel sheet.

2.5.2 Exterior Frames: Formed from metallic-coated steel sheet.

2.5.3 Interior Frames: Fabricated from cold-rolled steel sheet, unless metallic-coated sheet is indicated.

2.5.4 Hardware Reinforcement: Fabricate according to ANSI/NAAMM-HMMA 861 with reinforcing plates from the same material as frame.

2.5.5 Head Reinforcement: Provide Minimum 0.093-inch-thick, steel channel or angle stiffener for opening widths more than 48 inches.

2.6 Frame Anchors

2.6.1 Jamb Anchors:

2.6.1.1 Stud-Wall Type: Designed to engage stud, welded to back of frames; not less than 0.042 inch (1.0 mm) thick.

2.6.2 Floor Anchors: Formed from same material as frames, not less than 0.042 inch (1.0 mm) thick, and as follows:

2.6.2.1 Monolithic Concrete Slabs: Clip-type anchors, with two holes to receive fasteners.

2.7 Fabrication

2.7.1 Fabricate hollow metal work to be rigid and free of defects, warp, or buckle. Accurately form metal to required sizes and profiles, with minimum radius for thickness of metal. Where practical, fit and assemble units in manufacturer's plant. To ensure proper assembly at Project site, clearly identify work that cannot be permanently factory assembled before shipment.

2.7.2 Tolerances: Fabricate hollow metal work to tolerances indicated in SDI 117.

2.7.3 Hollow Metal Doors:


2.7.3.1 Exterior Doors: Provide weep-hole openings in bottom of exterior doors to permit moisture to escape. Seal joints in top edges of doors against water penetration.

2.7.3.2 Astragals: Provide overlapping astragal on one leaf of pairs of doors where required by NFPA 80 for fire-performance rating or where indicated. Extend minimum 3/4 inch beyond edge of door on which astragal is mounted.

2.7.4 Hollow Metal Frames: Where frames are fabricated in sections due to shipping or handling limitations, provide alignment plates or angles at each joint, fabricated of same thickness metal as frames.

2.7.4.1 Welded Frames: Weld flush face joints continuously; grind, fill, dress, and make smooth, flush, and invisible.

2.7.4.2 Provide countersunk, flat-head exposed screws and bolts for exposed fasteners unless otherwise indicated.

2.7.4.3 Floor Anchors: Weld anchors to bottom of jambs and mullions with at least four spot welds per anchor.

2.7.4.4 Jamb Anchors: Provide number and spacing of anchors as follows:

2.7.4.4.1 Stud-Wall Type: Locate anchors not more than 18 inches (457 mm) from top and bottom of frame. Space anchors not more than 32 inches (813 mm) o.c. and as follows:

2.7.4.4.1.1. Four anchors per jamb from 60 to 90 inches (1524 to 2286 mm) high.

2.7.4.4.1.2. Five anchors per jamb from 90 to 96 inches (2286 to 2438 mm) high.

2.7.4.4.1.3. Two anchors per head for frames above 42 inches (1066 mm) wide and mounted in metal-stud partitions.

2.7.4.5 Door Silencers: Except on weather-stripped doors, drill stops to receive door silencers as follows. Keep holes clear during construction.

2.7.4.5.1 Single-Door Frames: Drill stop in strike jamb to receive three door silencers.

2.7.4.5.2 Double-Door Frames: Drill stop in head jamb to receive two door silencers.


2.7.5 Fabricate concealed stiffeners, edge channels, and hardware reinforcement from either cold- or hot-rolled steel sheet.

2.7.6 Hardware Preparation: Factory prepare hollow metal work to receive templated mortised hardware; include cutouts, reinforcement, mortising, drilling, and tapping according to the Door Hardware Schedule and templates furnished as specified in Division 8 Section "Door Hardware."

2.7.6.1 Locate hardware as indicated, or if not indicated, according to ANSI/SDI A250.8.

2.7.6.2 Reinforce doors and frames to receive non-templated, mortised and surface-mounted door hardware.

2.7.6.3 Comply with applicable requirements in ANSI/SDI A250.6 and ANSI/DHI A115 Series specifications for preparation of hollow metal work for hardware.

2.7.6.4 Coordinate locations of conduit and wiring boxes for electrical connections with Division 16 Sections.

2.8 Steel Finishes

2.8.1 Prime Finish: Apply manufacturer's standard primer immediately after cleaning and pretreating.

2.8.1.1 Shop Primer: Manufacturer's standard, fast-curing, lead- and chromate-free primer complying with ANSI/SDI A250.10 acceptance criteria; recommended by primer manufacturer for substrate; compatible with substrate and field-applied coatings despite prolonged exposure.

3 EXECUTION

3.1 Examination

3.1.1 Examine substrates, areas, and conditions, with Installer present, for compliance with requirements for installation tolerances and other conditions affecting performance of the Work.

3.1.2 Examine roughing-in for embedded and built-in anchors to verify actual locations before frame installation.

3.1.3 For the record, prepare written report, endorsed by Installer, listing conditions detrimental to performance of the Work.



3.2 Preparation

3.2.1 Remove welded-in shipping spreaders installed at factory. Restore exposed finish by grinding, filling, and dressing, as required to make repaired area smooth, flush, and invisible on exposed faces.

3.2.2 Prior to installation, adjust and securely brace welded hollow metal frames for squareness, alignment, twist, and plumbness to the following tolerances:

3.2.2.1 Squareness: Plus or minus 1/16 inch (1.6 mm), measured at door rabbet on a line 90 degrees from jamb perpendicular to frame head.

3.2.2.2 Alignment: Plus or minus 1/16 inch (1.6 mm), measured at jambs on a horizontal line parallel to plane of wall.

3.2.2.3 Twist: Plus or minus 1/16 inch (1.6 mm), measured at opposite face corners of jambs on parallel lines, and perpendicular to plane of wall.

3.2.2.4 Plumbness: Plus or minus 1/16 inch (1.6 mm), measured at jambs on a perpendicular line from head to floor.

3.2.3 Drill and tap doors and frames to receive non-templated, mortised, and surface-mounted door hardware.

3.3 Installation

3.3.1 General: Install hollow metal work plumb, rigid, properly aligned, and securely fastened in place; comply with Drawings and manufacturer's written instructions.

3.3.2 Hollow Metal Frames: Install hollow metal frames of size and profile indicated. Comply with ANSI/SDI A250.11.

3.3.2.1 Set frames accurately in position, plumbed, aligned, and braced securely until permanent anchors are set. After wall construction is complete, remove temporary braces, leaving surfaces smooth and undamaged.

3.3.2.1.1 Where frames are fabricated in sections because of shipping or handling limitations, field splice at approved locations by welding face joint continuously; grind, fill, dress, and make splice smooth, flush, and invisible on exposed faces.

3.3.2.1.2 Install frames with removable glazing stops located on secure side of opening.


3.3.2.1.3 Install door silencers in frames before grouting.

3.3.2.1.4 Remove temporary braces necessary for installation only after frames have been properly set and secured.

3.3.2.1.5 Check plumbness, squareness, and twist of frames as walls are constructed. Shim as necessary to comply with installation tolerances.

3.3.2.2 Metal-Stud Partitions: Solidly pack mineral-fiber insulation behind frames.

3.3.2.3 Installation Tolerances: Adjust hollow metal door frames for squareness, alignment, twist, and plumb to the following tolerances:

3.3.2.3.1 Squareness: Plus or minus 1/16 inch (1.6 mm), measured at door rabbet on a line 90 degrees from jamb perpendicular to frame head.

3.3.2.3.2 Alignment: Plus or minus 1/16 inch (1.6 mm), measured at jambs on a horizontal line parallel to plane of wall.

3.3.2.3.3 Twist: Plus or minus 1/16 inch (1.6 mm), measured at opposite face corners of jambs on parallel lines, and perpendicular to plane of wall.

3.3.2.3.4 Plumbness: Plus or minus 1/16 inch (1.6 mm), measured at jambs at floor.

3.3.3 Hollow Metal Doors: Fit hollow metal doors accurately in frames, within clearances specified below. Shim as necessary.

3.3.3.1 Non-Fire-Rated Standard Steel Doors: Install doors with clearances according to SDI-100.

3.4 Adjusting and Cleaning

3.4.1 Final Adjustments: Check and readjust operating hardware items immediately before final inspection. Leave work in complete and proper operating condition. Remove and replace defective work, including hollow metal work that is warped, bowed, or otherwise unacceptable.

3.4.2 Remove grout and other bonding material from hollow metal work immediately after installation.


3.4.3 Prime-Coat Touchup: Immediately after erection, sand smooth rusted or damaged areas of prime coat and apply touchup of compatible air-drying, rust-inhibitive primer.

End of Section


Section 08330 Roll-up Doors

1 GENERAL

1.1 Related Documents


1.2 Summary

1.2.1 This section includes manually operated roll-up service door.

1.3 System Description

1.3.1 Door operation shall be manual chain operated.

1.3.2 Door shall be designed for 20,000 cycles usage.

1.3.3 Door shall withstand a 90 PSF windload.

1.4 References

1.4.1 ASTM A 653/A 653M – Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process

1.4.2 ASTM A 36 – Standard Specification for Carbon Structural Steel, Hot Rolled Steel

1.4.3 ASTM A 123 – Standard Specification for Zinc (Hot-Dip Galvanized) Coating on Iron and Steel Products

1.5 Submittals

1.5.1 Product Data: Include construction details, materials, individual components and profiles, and finishes.

1.5.2 Shop Drawings: Show fabrication and installation details of roll-up door and frame. Include plan, elevations, sections, details, and attachments to other work.

1.5.3 Operation and Maintenance Instructions: Manufacturer’s recommended operation, troubleshooting, and maintenance instructions.



1.6.1 Manufacturer: Roll-up door shall be manufactured by a firm with a minimum of five years experience.

1.6.2 Single-Source Responsibility: Manufacturer shall provide door, tracks, and accessories for door.


1.7.1 Deliver materials in original packaging supplied by manufacturer with intact labels.

1.7.2 Store materials away from harmful environmental conditions and construction.

2 PRODUCTS

2.1 Materials

2.1.1 Curtain: Fabricate from interlocking curved slats, roll-formed from galvanized steel strip.

2.1.1.1 Fabricate from ASTM A 653/A 653M galvanized steel strip, G90 coating.

2.1.1.2 Minimum 22 gauge.

2.1.1.3 Insulate with polyurethane foam, ¾” thick, laid for complete coverage and concealed by a 24 gauge back slat.

2.1.1.4 Ductile, cast iron, hot-dip galvanized endlocks/windlocks riveted to ends of each slat to prevent lateral movement and to limit slat deflection and bending stress.

2.1.2 Bottom Bar: Two roll formed steel angles, extended into guides, designed to reinforce curtain bottom. Equip with vinyl weatherstrip.

2.1.2.1 Fabricate from ASTM A 36 steel and galvanize per ASTM A 123.

2.1.3 Guides: Form from structural steel angles, sized to retain curtain, with a minimum thickness of 3/16 inch. Bolt to steel wall angles, sized to support door. Assemble and attach guides to wall channel with 3/8 inch minimum bolts no more than 24 inches on center. Provide removable bellmouth curtain stops. Equip with water tight vinyl weather seals.

2.1.3.1 Fabricate from ASTM A36 steel.

2.1.4 Counterbalance Assembly: Steel pipe barrel sized to support curtain load with a maximum deflection of 0.03 inches per foot of width. Heat-treated


helical torsion springs encased in a steel pipe and designed to include an overload factor of 25 percent to ensure minimum effort to operate.

2.1.4.1 Provide prelubricated sealed bearings to support each end of counterbalance assembly.

2.1.4.1.1 Provide adjustable wheel outside bracket for adjusting spring tension.

2.1.5 Brackets: One quarter inch minimum thickness steel plates bolted to wall angles. Size plates to support curtain and barrel. Provide ball bearings at rotating support points. Provide flanges for hood attachment.

2.1.5.1 Fabricate from ASTM A 36 steel plates.

2.1.6 Hood: Form from 24 gauge galvanized steel sheet with top and bottom reinforcements to reduce deflection.

2.1.6.1 Form from ASTM A 653/A 653 M steel sheet.

2.1.7 Operation: Provide electric motor actuators for all roll-up doors with manual chain hoist override.

2.2 Finishes

2.2.1 Provide baked-on primer and enamel top coat on galvanized steel slats.

2.2.1.1 Slat color opposite operator side shall be selected by the Owner from manufacturer’s standard colors.

2.2.1.2 Slat color operator side shall be off-white.

2.2.2 Provide black rust-inhibiting primer on guides and brackets.

2.3 Locking

2.3.1 Provide slide locks on bottom bar on coil side.

3 EXECUTION

3.1 Examination

3.1.1 Verify that dimensions are correct and project conditions are in accordance with manufacturer’s installation instructions. Do not proceed with installation until unacceptable conditions have been corrected.

3.2 Installation

3.2.1 Install unit in accordance with manufacturer’s instructions.


3.2.2 Ensure that unit is installed plumb and true, free of warp or twist, and within tolerances specified by manufacturer for smooth operation.

3.3 Field Testing

3.3.1 Test door for regular operation.

3.4 Demonstration

3.4.1 Instruct Owner’s personnel in correct operation and maintenance of unit.

3.5 Adjust and Clean

3.5.1 Clean unit in accordance with manufacturer’s instructions.

3.5.2 Restore slight blemishes in finishes in accordance with manufacturer’s instructions to match original finish. Remove and provide new unit where repairs are not acceptable to WW Associates.

End of Section


Section 08520 Aluminum Windows

1 GENERAL

1.1 Summary: This Section includes fixed aluminum-framed windows.


1.2.1 General: Provide aluminum windows capable of complying with performance requirements indicated, based on testing manufacturer’s windows that are representative of those specified, and that are of minimum test size required by AAMA/WDMA 101/I.S.2/NAFS.

1.2.2 Structural Performance: Provide aluminum windows capable of withstanding the effects of the following loads, based on testing units representative of those indicated for Project that pass AAMA/WDMA 101/I.S.2/NAFS, Uniform Load Structural Test:

1.2.2.1 Design Wind Loads: Determine design wind loads applicable to Project from basic wind speed indicated in miles per hour (meters per second) at 33 feet (10 m) above grade, according to ASCE 7, Section 6.5, “Method 2-Analytical Procedure,” based on mean roof heights above grade indicated on Drawings.

1.2.2.1.1. Basic Wind Speed 90 mph (40 m/s).

1.2.2.1.2. Importance Factor: 1.00

1.2.2.1.3. Exposure Category: B

1.2.2.2 Deflection: Design glass framing system to limit lateral deflections of glass edges to less than 1/175 of glass-edge length or 3/4 inch (19 mm), whichever is less, at design pressure based on testing performed according to AAMA/WDMA 101/I.S.2/NAFS, Uniform Load Deflection Test or structural computations.

1.2.3 Thermal Movements: Provide aluminum windows, including anchorage, that allow for thermal movements resulting from the following maximum change (range) in ambient and surface temperatures by preventing buckling, opening of joints, overstressing of components, failure of joint sealants, failure of connections, and other detrimental effects. Base engineering calculation on surface temperatures of materials due to both solar heat gain and nighttime-sky heat loss.

1.2.3.1 Temperature Change (Range): 120 deg F (67 deg C), ambient; 180 deg F (100 deg C) material surfaces.


1.3 Submittals

1.3.1 Product Data: For each type of aluminum window indicated.

1.3.2 Shop Drawings: Include plans, elevations, sections, details, hardware, attachments to other work, operational clearances, and installation details.

1.3.3 Samples: For each exposed finish.

1.3.4 Product test reports.

1.3.5 Maintenance data.


1.4.1 Installer: A qualified installer, approved by manufacturer to install manufacturer’s products.

1.4.2 Glazing Publications: Comply with published recommendations of glass manufacturers and with GANA’s “Glazing Manual” unless more stringent requirements are indicated.

1.5 Warranty

1.5.1 Special Warranty: Manufacturer’s standard form in which manufacturer agrees to repair or replace aluminum windows that fail in materials or workmanship within specified warranty period.

1.5.1.1 Failures include, but are not limited to, the following:

1.5.1.1.1. Failure to meet performance requirements.

1.5.1.1.2. Structural failures including excessive deflection, water leakage, air infiltration, or condensation.

1.5.1.1.3. Deterioration of metals, other materials, and metal finishes beyond normal weathering.

1.5.1.1.4. Failure of insulating glass.

1.5.1.2 Warranty Period:

1.5.1.2.1. Window: Two years from date of Substantial Completion.

1.5.1.2.2. Metal Finish: 15 years from date of Substantial Completion.


2 PRODUCTS

2.1 Manufacturers

2.1.1 Basis-of-Design Product: Subject to compliance with requirements, provide one of the following:

2.1.1.1 Custom Window Company, Model 8260

2.1.1.2 Graham Architectural Products Corp., Model 1250

2.1.1.3 Wausau Window and Wall Systems, Model 3250I

2.2 Windows “W1, W2”

2.2.1 Window Type: Fixed.

2.2.2 Comply with AAMA/WDMA 101/I.S.2/NAFS.

2.2.2.1 Performance Class and Grade: AW40.

2.2.3 Condensation-Resistance Factor (CRF): Provide aluminum windows tested for thermal performance according to AAMA 1503, showing a CRF of 54.

2.2.4 Thermal Transmittance: Provide aluminum windows with a whole-window, U-factor maximum indicated at 15-mph (24-km/h) exterior wind velocity and winter condition temperatures when tested according to AAMA 1503 ASTM E 1423 NFRC 100.

2.2.4.1 U-Factor: 0.60 Btu/sq. ft. x h x deg F (3.4 W/sq. m x K) or less.

2.3 Glazing

2.3.1 Glass and Glazing Materials: Refer to Division 8 Section “Glazing” for glass units and glazing requirements applicable to glazed aluminum window units.

2.4 Fabrication

2.4.1 Fabricate aluminum windows that are reglazable without dismantling sash or ventilator framing.

2.4.2 Weep Holes: Provide weep holes and internal passages to conduct infiltrating water to exterior.

2.4.3 Mullions and Muntins: Provide mullions, muntins and cover plates as shown, matching window units, complete with anchors for support to structure and installation of window units. Allow for erection tolerances and provide for movement of window units due to thermal expansion and


building deflections, as indicated. Provide mullions and cover plates capable of withstanding design loads of window units.

2.5 Aluminum Finishes

2.5.1 High-Performance Organic Finish: 3-coat, thermocured system with fluoropolymer coats containing not less than 70 percent polyvinylidene fluoride resin by weight, complying with AAMA 2605.

2.5.1.1 Color and Gloss: As selected by Owner/Engineer from manufacturer’s full range.

3 EXECUTION

3.1 Installation

3.1.1 Comply with Drawings, Shop Drawings, and manufacturer’s written instructions for installing windows, hardware, accessories, and other components.

3.1.2 Install windows level, plumb, square, true to line, without distortion or impeding thermal movement, anchored securely in place to structural support, and in proper relation to wall flashing and other adjacent construction.

3.1.3 Set sill members in bed of sealant or with gaskets, as indicated, for weathertight construction.

3.1.4 Install windows and components to drain condensation, water penetrating joints, and moisture migrating within windows to the exterior.

3.1.5 Separate aluminum and other corrodible surfaces from sources of corrosion or electrolytic action at points of contact with other materials.

3.1.6 Clean aluminum surfaces immediately after installing windows. Avoid damaging protective coatings and finishes. Remove excess sealants, glazing materials, dirt, and other substances.

3.1.7 Clean factory-glazed glass immediately after installing windows. Comply with manufacturer’s written recommendations for final cleaning and maintenance. Remove nonpermanent labels, and clean surfaces.

3.1.8 Remove and replace glass that has been broken, chipped, cracked, abraded, or damaged during construction period.

End of Section


Section 08710 Door Hardware

1 GENERAL


1.2 Summary

1.2.1 This Section includes the following:

1.2.1.1 Commercial door hardware.

1.2.1.2 Cylinders for doors specified in other Sections.

1.2.2 See Division 8 door sections for astragals and door silencers.

1.3 Submittals

1.3.1 Product Data: For each type of product indicated.

1.3.2 Shop Drawings: Details of electrified door hardware, including wiring diagrams.

1.3.3 Other Action Submittals:

1.3.3.1 Door Hardware Sets: Prepared by or under the supervision of Supplier, detailing fabrication and assembly of door hardware, as well as procedures and diagrams.

1.3.3.1.1 Format: Use same scheduling sequence and format and use same door numbers as in the Contract Documents.

1.3.3.1.2 Content: Include the following information:

1.3.3.1.2.1 Identification number, location, hand, and material of each door and frame.

1.3.3.1.2.2 Type, style, function, size, quantity, and finish of each door hardware item. Include description and function of each lockset and exit device.

1.3.3.1.2.3 Complete designations of every item required for each door or opening including name and manufacturer.


1.3.3.2 Keying Schedule: Prepared by or under the supervision of Supplier, detailing Owner’s final keying instructions for locks.


1.4.1 Installer Qualifications: An employer of workers trained and approved by lock manufacturer.

1.4.1.1 Installer’s responsibilities include supplying and installing door hardware and providing a qualified Architectural Hardware Consultant available during the course of the Work to consult with Contractor, Architect, and Owner about door hardware and keying.

1.4.2 Architectural Hardware Consultant Qualifications: A person who is currently certified by DHI as an Architectural Hardware Consultant and who is experienced in providing consulting services for door hardware installations that are comparable in material, design, and extent to that indicated for this Project.

1.5 Delivery, Storage, and Handling: Deliver keys to manufacturer of key control system for subsequent delivery to Owner.

1.6 Coordination

1.6.1 Templates: Distribute door hardware templates for doors, frames, and other work specified to be factory prepared for installing door hardware. Check Shop Drawings of other work to confirm that adequate provisions are made for locating and installing door hardware to comply with indicated requirements.

1.7 Warranty

1.7.1 Special Warranty: Manufacturer’s standard form in which manufacturer agrees to repair or replace components of door hardware that fail in materials or workmanship within specified warranty period.

1.7.1.1 Warranty Period: Three years from date of Substantial Completion, except as follows:

1.7.1.1.1 Exit Devices: 10 years from date of Substantial Completion.

1.7.1.1.2 Manual Closers: 10 years from date of Substantial Completion.


2 PRODUCTS

2.1 Scheduled Door Hardware

2.1.1 General: Provide door hardware for each door to comply with requirements in this Section and door hardware sets indicated in Part 3 “Door Hardware Sets” Article.

2.1.1.1 Door Hardware Sets: Provide quantity, item, size, finish or color indicated, and products equivalent in function and comparable in quality to named products.

2.1.2 Designations: Requirements for design, grade, function, finish, size, and other distinctive qualities of each type of door hardware are indicated in Part 3 “Door Hardware Sets” Article. Products are identified by using door hardware designations, as follows:

2.1.2.1 Named Manufacturers’ Products: Manufacturer and product designation are listed for each door hardware type required for the purpose of establishing minimum requirements. Manufacturers’ names are abbreviated in Part 3 “Door Hardware Sets” Article.

2.2 Hinges, General

2.2.1 Template Requirements: Except for hinges and pivots to be installed entirely (both leaves) into wood doors and frames, provide only template-produced units.

2.2.2 Hinge Base Metal: Unless otherwise indicated, provide the following:

2.2.2.1 Exterior Hinges: Stainless steel, with stainless-steel pin.

2.2.2.2 Interior Hinges: Stainless steel, with stainless-steel pin.

2.2.3 Nonremovable Pins: Provide set screw in hinge barrel that, when tightened into a groove in hinge pin, prevents removal of pin while door is closed; for outswinging exterior doors.

2.2.4 Fasteners: Comply with the following:

2.2.4.1 Machine Screws: For metal doors and frames. Install into drilled and tapped holes.

2.2.4.2 Wood Screws: For wood doors and frames.

2.2.4.3 Threaded-to-the-Head Wood Screws: For fire-rated wood doors.


2.2.4.4 Screws: Phillips flat-head; machine screws (drilled and tapped holes) for metal doors; wood screws for wood doors and frames. Finish screw heads to match surface of hinges.

2.3 Hinges

2.3.1 Butts and Hinges: BHMA A156.1.

2.3.2 Template Hinge Dimensions: BHMA A156.7.

2.3.3 Manufacturers:

2.3.3.1 Hager Companies (HAG).

2.3.3.2 Lawrence Brothers, Inc. (LB).

2.3.3.3 Stanley Commercial Hardware; Div. of The Stanley Works (STH).

2.4 Locks and Latches, General

2.4.1 Accessibility Requirements: Provide operating devices that do not require tight grasping, pinching, or twisting of the wrist and that operate with a force of not more than 5 lbf (22 N).

2.4.2 Latches and Locks for Means of Egress Doors: Comply with NFPA 101. Latches shall not require more than 15 lbf (67 N) to release the latch. Locks shall not require use of a key, tool, or special knowledge for operation.

2.4.3 Lock Trim:

2.4.3.1 Levers: Pressure-cast zinc, plated to match finish symbols

2.4.3.2 Dummy Trim: Match lever lock trim and escutcheons.

2.4.4 Lock Throw: 9/16”.

2.4.5 Backset: 2-3/4 inches (70 mm), unless otherwise indicated.

2.4.6 Strikes: Manufacturer’s standard strike with strike box for each latchbolt or lock bolt, with curved lip extended to protect frame, finished to match door hardware set.

2.5 Mechanical Locks and Latches

2.5.1 Lock Functions: Function numbers and descriptions indicated in door hardware sets comply with the following:

2.5.1.1 Bored Locks: BHMA A156.2.


2.5.2 Delete options in three paragraphs below if grade is indicated in door hardware sets.

2.5.2.1 Bored Locks: BHMA A156.2, Grade 1; Series 4000.

2.5.2.1.1 Manufacturers:

2.5.2.1.1.1 Corbin Russwin Architectural Hardware; an ASSA ABLOY Group company (CR).

2.5.2.1.1.2 Schlage Commercial Lock Division; an Ingersoll-Rand Company (SCH).

2.5.2.1.1.3 Yale Commercial Locks and Hardware; an ASSA ABLOY Group company (YAL).

2.6 Door Bolts

2.6.1 Bolt Throw: 1 inch minimum throw.

2.6.2 Dustproof Strikes: BHMA A156.16, Grade 1.

2.6.3 Manual Flush Bolts: BHMA A156.16, Grade 1; designed for mortising into door edge.

2.6.3.1 Available Manufacturers:

2.6.3.1.1 Adams Rite Manufacturing Co. (ARM).

2.6.3.1.2 Burns Manufacturing Incorporated (BM).

2.6.3.1.3 Don-Jo Mfg., Inc. (DJO).

2.6.3.1.4 Door Controls International (DCI).

2.6.3.1.5 Glynn-Johnson; an Ingersoll-Rand Company (GJ).

2.6.3.1.6 Hager Companies (HAG).

2.6.3.1.7 Hiawatha, Inc. (HIA).

2.6.3.1.8 IVES Hardware; an Ingersoll-Rand Company (IVS).

2.6.3.1.9 Stanley Commercial Hardware; Div. of The Stanley Works (STH).

2.6.3.1.10 Trimco (TBM).


2.6.4 Automatic and Self-Latching Flush Bolts: BHMA A156.3, Grade 1; designed for mortising into door edge.


2.6.4.1.1 Cal-Royal Products, Inc. (CRP).

2.6.4.1.2 Door Controls International (DCI).

2.6.4.1.3 Glynn-Johnson; an Ingersoll-Rand Company (GJ).

2.6.4.1.4 Hager Companies (HAG).


2.6.4.1.6 Trimco (TBM).

2.7 Exit Devices

2.7.1 Exit Devices: BHMA A156.3, Grade 1.

2.7.2 Accessibility Requirements: Provide operating devices that do not require tight grasping, pinching, or twisting of the wrist and that operate with a force of not more than 5 lbf (22 N).

2.7.3 Exit Devices for Means of Egress Doors: Comply with NFPA 101. Exit devices shall not require more than 15 lbf (67 N) to release the latch. Locks shall not require use of a key, tool, or special knowledge for operation.

2.7.4 Outside Trim: Lever with cylinder; material and finish to match locksets, unless otherwise indicated.

2.7.4.1 Match design for locksets and latchsets, unless otherwise indicated.

2.7.5 Through Bolts: For exit devices and trim on metal doors and non-fire-rated wood doors.

2.7.6 Available Manufacturers:

2.7.6.1 Corbin Russwin Architectural Hardware; an ASSA ABLOY Group company (CR).

2.7.6.2 SARGENT Manufacturing Company; an ASSA ABLOY Group company (SGT).

2.7.6.3 Von Duprin; an Ingersoll-Rand Company (VD).


2.8 Lock Cylinders

2.8.1 Standard Lock Cylinders: BHMA A156.5, Grade 1.

2.8.2 Cylinders: Manufacturer’s standard tumbler type, constructed from brass or bronze, stainless steel, or nickel silver, and complying with the following:

2.8.2.1 Number of Pins: Six.

2.8.2.2 High-Security Grade: BHMA A156.5, Grade 1A, listed and labeled as complying with pick- and drill-resistant testing requirements in UL 437 (Suffix A).

2.8.3 Permanent Cores: Manufacturer’s standard; finish face to match lockset; with interchangeable cores, compatible with Owner’s existing facilities.

2.8.4 Construction Keying: Comply with the following:

2.8.4.1 Construction Master Keys: Provide cylinders with feature that permits voiding of construction keys without cylinder removal. Provide 10 construction master keys.

2.8.4.2 Construction Cores: Provide construction cores that are replaceable by permanent cores. Provide 10 construction master keys.

2.8.4.2.1 Furnish permanent cores to Owner for installation.


2.8.5.1 Best Access Systems; Div. of The Stanley Works (BAS).

2.8.5.2 Falcon Lock; an Ingersoll-Rand Company (FAL).

2.8.5.3 Schlage Commercial Lock Division; an Ingersoll-Rand Company (SCH).

2.9 Keying

2.9.1 Keying System: Factory registered, complying with guidelines in BHMA A156.28, Appendix A. Locks shall be keyed to match South Central Wastewater Authority standard.

2.9.2 Keys: Nickel silver.

2.10 Operating Trim

2.10.1 Standard: BHMA A156.6.


2.10.2 Materials: Fabricate from brass, unless otherwise indicated.


2.10.3.1 Burns Manufacturing Incorporated (BM).

2.10.3.2 Don-Jo Mfg., Inc. (DJO).

2.10.3.3 Forms + Surfaces (FS).

2.10.3.4 Hager Companies (HAG).

2.10.3.5 Hiawatha, Inc. (HIA).

2.10.3.6 IVES Hardware; an Ingersoll-Rand Company (IVS).

2.10.3.7 Rockwood Manufacturing Company (RM).

2.10.3.8 Trimco (TBM).

2.11 Closers

2.11.1 Accessibility Requirements: Comply with the following maximum opening-force requirements:

2.11.1.1 Interior, Non-Fire-Rated Hinged Doors: 5 lbf (22.2 N) applied perpendicular to door.

2.11.2 Door Closers for Means of Egress Doors: Comply with NFPA 101. Door closers shall not require more than 30 lbf (133 N) to set door in motion and not more than 15 lbf (67 N) to open door to minimum required width.

2.11.3 Size of Units: Unless otherwise indicated, comply with manufacturer’s written recommendations for size of door closers depending on size of door, exposure to weather, and anticipated frequency of use. Provide factory-sized closers, adjustable to meet field conditions and requirements for opening force.

2.11.4 Delete options in first two paragraphs below if grade is indicated in door hardware sets.

2.11.5 Surface Closers: BHMA A156.4, Grade 1. Provide type of arm required for closer to be located on non-public side of door, unless otherwise indicated.


2.11.5.1.1 Corbin Russwin Architectural Hardware; an ASSA ABLOY Group company (CR).


2.11.5.1.2 LCN Closers; an Ingersoll-Rand Company (LCN).

2.11.5.1.3 SARGENT Manufacturing Company; an ASSA ABLOY Group company (SGT).

2.11.5.1.4 Yale Commercial Locks and Hardware; an ASSA ABLOY Group company (YAL).

2.11.6 Coordinators: BHMA A156.3.

2.12 Protective Trim Units

2.12.1 Size: 1-1/2 inches (38 mm) less than door width on push side and 1/2 inch (13 mm) less than door width on pull side, by height specified in door hardware sets.

2.12.2 Metal Protective Trim Units: BHMA A156.6; beveled top and 2 sides; fabricated from the following material:

2.12.2.1 Material: 0.050-inch- (1.3-mm-) thick stainless steel.


2.12.2.2.1 Burns Manufacturing Incorporated (BM).


2.12.2.2.3 Rockwood Manufacturing Company (RM).

2.13 Stops and Holders

2.13.1 Stops and Bumpers: BHMA A156.16, Grade 1.

2.13.1.1 Provide floor stops for doors unless wall or other type stops are scheduled or indicated. Do not mount floor stops where they will impede traffic. Where floor or wall stops are not appropriate, provide overhead holders.

2.13.2 Silencers for Door Frames: BHMA A156.16, Grade 1; neoprene or rubber; fabricated for drilled-in application to frame.


2.13.3.1 Burns Manufacturing Incorporated (BM).

2.13.3.2 IVES Hardware; an Ingersoll-Rand Company (IVS).

2.13.3.3 Trimco (TBM).


2.14 Door Gasketing


2.14.2 General: Provide continuous weather-strip gasketing on exterior doors and provide smoke, light, or sound gasketing on interior doors where indicated or scheduled. Provide noncorrosive fasteners for exterior applications and elsewhere as indicated.

2.14.2.1 Perimeter Gasketing: Apply to head and jamb, forming seal between door and frame.

2.14.2.2 Meeting Stile Gasketing: Fasten to meeting stiles, forming seal when doors are closed.

2.14.2.3 Door Bottoms: Apply to bottom of door, forming seal with threshold when door is closed.

2.14.3 Sound-Rated Gasketing: Assemblies that are listed and labeled by a testing and inspecting agency, for sound ratings indicated, based on testing according to ASTM E 1408.

2.14.4 Replaceable Seal Strips: Provide only those units where resilient or flexible seal strips are easily replaceable and readily available from stocks maintained by manufacturer.

2.14.5 Gasketing Materials: ASTM D 2000 and AAMA 701/702.


2.14.6.1 National Guard Products (NGP).

2.14.6.2 Pemko Manufacturing Co. (PEM).

2.14.6.3 Zero International (ZRO).

2.15 Thresholds


2.15.2 Accessibility Requirements: Bevel raised thresholds with a slope of not more than 1:2. Provide thresholds not more than 1/2 inch (13 mm) high.

2.15.3 Thresholds for Means of Egress Doors: Comply with NFPA 101. Maximum 1/2 inch (13 mm) high.


2.15.4.1 National Guard Products (NGP).


2.15.4.2 Pemko Manufacturing Co. (PEM).

2.15.4.3 Zero International (ZRO).

2.16 Fabrication

2.16.1 Base Metals: Produce door hardware units of base metal, fabricated by forming method indicated, using manufacturer’s standard metal alloy, composition, temper, and hardness. Furnish metals of a quality equal to or greater than that of specified door hardware units and BHMA A156.18. Do not furnish manufacturer’s standard materials or forming methods if different from specified standard.

2.16.2 Fasteners: Provide screws according to commercially recognized industry standards for application intended, except aluminum fasteners are not permitted. Provide Phillips flat-head screws with finished heads to match surface of door hardware, unless otherwise indicated.

2.16.2.1 Comply with NFPA 80 for fasteners of door hardware in fire-rated applications.

2.16.3 Finishes: BHMA A156.18, as indicated in door hardware sets.

3 EXECUTION

3.1 Installation

3.1.1 Steel Doors and Frames: Comply with DHI A115 Series. Drill and tap doors and frames for surface-applied door hardware according to ANSI A250.6.

3.1.2 Mounting Heights: Mount door hardware units at heights indicated as follows unless otherwise indicated or required to comply with governing regulations.

3.1.2.1 Standard Steel Doors and Frames: DHI’s “Recommended Locations for Architectural Hardware for Standard Steel Doors and Frames.”

3.1.2.2 Custom Steel Doors and Frames: DHI’s “Recommended Locations for Builders’ Hardware for Custom Steel Doors and Frames.”

3.1.2.3 Wood Doors: DHI WDHS.3, “Recommended Locations for Architectural Hardware for Wood Flush Doors.”

3.1.3 Install each door hardware item to comply with manufacturer’s written instructions. Where cutting and fitting are required to install door hardware


onto or into surfaces that are later to be painted or finished in another way, coordinate removal, storage, and reinstallation of surface protective trim units with finishing work specified in Division 9 Sections. Do not install surface-mounted items until finishes have been completed on substrates involved.

3.1.4 Key Control System: Tag keys and place them on markers and hooks in key control system cabinet, as determined by final keying schedule.

3.1.5 Delete first paragraph and subparagraphs below if electrified door hardware is not required. Verify acceptable location for power supplies with authorities having jurisdiction.

3.1.6 Thresholds: Set thresholds for exterior and acoustical doors in full bed of sealant complying with requirements specified in Division 7 Section “Joint Sealants.”

3.1.7 Adjustment: Adjust and check each operating item of door hardware and each door to ensure proper operation or function of every unit. Replace units that cannot be adjusted to operate as intended. Adjust door control devices to compensate for final operation of heating and ventilating equipment and to comply with referenced accessibility requirements.

3.1.7.1 Door Closers: Unless otherwise required by authorities having jurisdiction, adjust sweep period so that, from an open position of 70 degrees, the door will take at least 3 seconds to move to a point 3 inches (75 mm) from the latch, measured to the leading edge of the door.


3.2.1 Independent Architectural Hardware Consultant: Owner will engage a qualified independent Architectural Hardware Consultant to perform inspections and to prepare inspection reports.

3.3 Door Hardware Sets

3.3.1 Hardware Set 1: Door 101

3.3.1.1 3 Hinges, FBB 191 4 ½ x 4 ½ NRP 630s STA

3.3.1.2 1 Lockset, ND53PD ATH 626 SCH

3.3.1.3 1 Closer, 4041 S Cush 689 LCN

3.3.1.4 1 Kick Plate, 8” x 34”, 8400 S32D-8X34 IVE

3.3.1.5 1 Set Weatherstrip, 305CR PEM


3.3.1.6 1 Threshold, 171A PEM

3.3.1.7 1 Sweep, 315CN PEM

3.3.2 Hardware Set 2: Door 102

3.3.2.1 3 Hinges, FBB 179 4 ½ x 4 ½ 652 STA

3.3.2.2 1 Privacy set, ND40S ATH 626 SCH

3.3.2.3 1 Stop, WS407CCV 630 IVE

End of Section


Section 08800 Glazing

1 GENERAL

1.1 Related Documents


1.2 Summary

1.2.1 This Section includes glazing for the following products and applications, including those specified in other Sections where glazing requirements are specified by reference to this Section:

1.2.1.1 Windows.

1.2.1.2 Doors.

1.3 Definitions

1.3.1 Interspace: Space between lites of an insulating-glass unit that contains dehydrated air or a specified gas.

1.3.2 Deterioration of Insulating Glass: Failure of hermetic seal under normal use that is attributed to the manufacturing process and not to causes other than glass breakage and practices for maintaining and cleaning insulating glass contrary to manufacturer’s written instructions. Evidence of failure is the obstruction of vision by dust, moisture, or film on interior surfaces of glass.


1.4.1 General: Provide glazing systems capable of withstanding normal thermal movement and wind and impact loads (where applicable) without failure, including loss or glass breakage attributable to the following: defective manufacture, fabrication, and installation; failure of sealants or gaskets to remain watertight and airtight; deterioration of glazing materials; or other defects in construction.

1.4.2 Glass Design: Glass thickness designations indicated are minimums and are for detailing only. Confirm glass thicknesses by analyzing Project loads and in-service conditions. Provide glass lites in the thickness designations indicated for various size openings, but not less than thicknesses and in strengths (annealed or heat treated) required to meet or exceed the following criteria:


1.4.2.1 Glass Thicknesses: Select minimum glass thicknesses to comply with ASTM E 1300, according to the following requirements:

1.4.2.1.1 Specified Design Wind Loads: As indicated, but not less than wind loads applicable to Project as required by ASCE 7 “Minimum Design Loads for Buildings and Other Structures”: Section 6.0 “Wind Loads.”

1.4.2.1.2 Minimum Glass Thickness for Exterior Lites: Not less than 6.0 mm.

1.4.3 Thermal Movements: Provide glazing that allows for thermal movements resulting from the following maximum change (range) in ambient and surface temperatures acting on glass framing members and glazing components. Base engineering calculation on surface temperatures of materials due to both solar heat gain and nighttime-sky heat loss.

1.4.3.1 Temperature Change (Range): 120 deg F (67 deg C), ambient; 180 deg F (100 deg C), material surfaces.

1.5 Submittals

1.5.1 Product Data: For each glass product and glazing material indicated.

1.5.2 Samples: 12-inch- (300-mm-) square, for each type of glass product indicated, other than monolithic clear float glass.

1.5.3 Glazing Schedule: Use same designations indicated on Drawings.

1.5.4 Preconstruction Adhesion and Compatibility Test Report: From glazing sealant manufacturer.


1.6.1 Preconstruction Adhesion and Compatibility Testing: Submit to elastomeric glazing sealant manufacturers, for testing according to ASTM C 1087, samples of each glazing material type, tape sealant, gasket, glazing accessory, and glass-framing member that will contact or affect elastomeric glazing sealants:

1.6.2 Safety Glazing Products: Comply with testing requirements in 16 CFR 1201.

1.6.3 Glazing Publications: Comply with published recommendations of glass product manufacturers and organizations below, unless more stringent requirements are indicated. Refer to these publications for glazing terms not otherwise defined in this Section or in referenced standards.


1.6.3.1 GANA Publications: GANA’s “Glazing Manual.”

1.6.3.2 IGMA Publication for Insulating Glass: SIGMA TM-3000, “Glazing Guidelines for Sealed Insulating Glass Units.”

1.7 Warranty

1.7.1 Manufacturer’s Special Warranty on Insulating Glass: Manufacturer’s standard form, made out to Owner and signed by insulating-glass manufacturer agreeing to replace insulating-glass units that deteriorate as defined in “Definitions” Article, f.o.b. the nearest shipping point to Project site, within specified warranty period indicated below.

1.7.1.1 Warranty Period: 10 years from date of Substantial Completion.

2 PRODUCTS

2.1 Glass Products

2.1.1 Heat-Treated Float Glass: ASTM C 1048; Type I (transparent flat glass); Quality-Q3; of class, kind, and condition indicated.

2.1.1.1 Provide Kind FT (fully tempered) float glass in place of Kind HS (heat-strengthened) float glass where safety glass is indicated.

2.1.2 Insulating-Glass Units, General: Factory-assembled units consisting of sealed lites of glass separated by a dehydrated interspace, and complying with ASTM E 774 for Class CBA units and with requirements specified in this Article and in Part 2 “Insulating-Glass Units” Article.

2.1.2.1 Overall Unit Thickness and Thickness of Each Lite: Dimensions indicated for insulating-glass units are nominal and the overall thicknesses of units are measured perpendicularly from outer surfaces of glass lites at unit’s edge.

2.1.2.2 Sealing System: Dual seal.

2.1.2.3 Spacer Specifications: Manufacturer’s standard spacer material and construction.

2.2 Glazing Gaskets

2.2.1 Soft Compression Gaskets: Extruded or molded, closed-cell, integral-skinned gaskets of material indicated below; complying with ASTM C 509, Type II, black; and of profile and hardness required to maintain watertight seal:

2.2.1.1 Neoprene.


2.2.1.2 EPDM.

2.2.1.3 Silicone.

2.2.1.4 Thermoplastic polyolefin rubber.

2.2.1.5 Any material indicated above.

2.3 Glazing Sealants

2.3.1 General: Provide products of type indicated, complying with the following requirements:

2.3.1.1 Compatibility: Select glazing sealants that are compatible with one another and with other materials they will contact, including glass products, seals of insulating-glass units, and glazing channel substrates, under conditions of service and application, as demonstrated by sealant manufacturer based on testing and field experience.

2.3.1.2 Suitability: Comply with sealant and glass manufacturers’ written instructions for selecting glazing sealants suitable for applications indicated and for conditions existing at time of installation.

2.3.1.3 Colors of Exposed Glazing Sealants: As selected by Architect from manufacturer’s full range.

2.3.2 Elastomeric Glazing Sealants: Comply with ASTM C 920 and other requirements indicated for each liquid-applied chemically curing sealant specified, including those referencing ASTM C 920 classifications for type, grade, class, and uses related to exposure and joint substrates.

2.3.2.1 Acid-Curing Silicone Glazing Sealants:

2.3.2.1.1 Type and Grade: S (single component) and NS (nonsag).

2.3.2.1.2 Class: 25.

2.3.2.1.3 Use Related to Exposure: NT (nontraffic).

2.3.2.1.4 Uses Related to Glazing Substrates: G, A, and, as applicable to glazing substrates indicated, O.

2.3.2.1.5 Applications: All interior doors & windows.


2.4 Miscellaneous Glazing Materials

2.4.1 General: Provide products of material, size, and shape complying with referenced glazing standard, requirements of manufacturers of glass and other glazing materials for application indicated, and with a proven record of compatibility with surfaces contacted in installation.

2.4.2 Cleaners, Primers, and Sealers: Types recommended by sealant or gasket manufacturer.

2.4.3 Setting Blocks: Elastomeric material with a Shore, Type A durometer hardness of 85, plus or minus 5.

2.4.4 Spacers: Elastomeric blocks or continuous extrusions with a Shore, Type A durometer hardness required by glass manufacturer to maintain glass lites in place for installation indicated.

2.4.5 Edge Blocks: Elastomeric material of hardness needed to limit glass lateral movement (side walking).

2.4.6 Cylindrical Glazing Sealant Backing: ASTM C 1330, Type O (open-cell material), of size and density to control glazing sealant depth and otherwise produce optimum glazing sealant performance.

2.5 Fabrication of Glazing Units: Fabricate glazing units in sizes required to glaze openings indicated for Project, with edge and face clearances, edge and surface conditions, and bite complying with written instructions of product manufacturer and referenced glazing publications, to comply with system performance requirements.

2.6 Monolithic Float-Glass Units

2.6.1 Uncoated Clear Float-Glass Units MG-1: Class 1 (clear) Kind HS (heat-strengthened) float glass, and Kind FT (fully tempered) float glass where required by code.

2.6.1.1 Thickness: 6.0 mm.

2.7 Insulating-Glass Units

2.7.1 Passive Solar Low-E Insulating-Glass Units:


2.7.1.1.1 Virginia Glass Products

2.7.1.1.2 AFG Industries, Inc.

2.7.1.1.3 Guardian


2.7.1.2 Overall Unit Thickness and Thickness of Each Lite: 25 and 6.0 mm.

2.7.1.3 Interspace Content: Argon.

2.7.1.4 Outdoor Lite: Class 1 (clear) float glass.

2.7.1.4.1 Kind HS (heat strengthened), or Kind FT (fully tempered), where required by code.

2.7.1.5 Indoor Lite: Class 1 (clear) float glass.

2.7.1.5.1 Kind HS (heat strengthened), or Kind FT (fully tempered), where required by code.

2.7.1.6 Low-E Coating: Sputtered on third surface.

2.7.1.7 Visible Light Transmittance: 65 percent minimum.

2.7.1.8 Winter Nighttime U-Factor: 0.29 maximum.

2.7.1.9 Summer Daytime U-Factor: 0.27 maximum.

2.7.1.10 Solar Heat Gain Coefficient: 0.45 maximum.

2.7.1.11 Outdoor Visible Reflectance: 11 percent maximum.

3 EXECUTION

3.1 Glazing

3.1.1 General: Comply with combined written instructions of manufacturers of glass, sealants, gaskets, and other glazing materials, unless more stringent requirements are indicated, including those in referenced glazing publications.

3.1.1.1 Protect glass edges from damage during handling and installation. Remove damaged glass from Project site and legally dispose of off Project site. Damaged glass is glass with edge damage or other imperfections that, when installed, could weaken glass and impair performance and appearance.

3.1.1.2 Apply primers to joint surfaces where required for adhesion of sealants, as determined by preconstruction sealant-substrate testing.

3.1.1.3 Install setting blocks in sill rabbets, sized and located to comply with referenced glazing publications, unless otherwise required by


glass manufacturer. Set blocks in thin course of compatible sealant suitable for heel bead.

3.1.1.4 Do not exceed edge pressures stipulated by glass manufacturers for installing glass lites.

3.1.1.5 Provide spacers for glass lites where length plus width is larger than 50 inches (1270 mm).

3.1.1.6 Provide edge blocking where indicated or needed to prevent glass lites from moving sideways in glazing channel, as recommended in writing by glass manufacturer and according to requirements in referenced glazing publications.

3.1.2 Gasket Glazing (Dry): Fabricate compression gaskets in lengths recommended by gasket manufacturer to fit openings exactly, with allowance for stretch during installation.

3.1.2.1 Insert soft compression gasket between glass and frame or fixed stop so it is securely in place with joints miter cut and bonded together at corners.

3.1.2.2 Center glass lites in openings on setting blocks and press firmly against soft compression gasket by inserting dense compression gaskets formed and installed to lock in place against faces of removable stops. Start gasket applications at corners and work toward centers of openings. Compress gaskets to produce a weathertight seal without developing bending stresses in glass. Seal gasket joints with sealant recommended by gasket manufacturer.

3.1.2.3 Install gaskets so they protrude past face of glazing stops.

3.1.3 Sealant Glazing (Wet): Install continuous spacers, or spacers combined with cylindrical sealant backing, between glass lites and glazing stops to maintain glass face clearances and to prevent sealant from extruding into glass channel and blocking weep systems until sealants cure. Secure spacers or spacers and backings in place and in position to control depth of installed sealant relative to edge clearance for optimum sealant performance.

3.1.3.1 Force sealants into glazing channels to eliminate voids and to ensure complete wetting or bond of sealant to glass and channel surfaces.

3.1.3.2 Tool exposed surfaces of sealants to provide a substantial wash away from glass.


3.2 Cleaning and Protection

3.2.1 Protect exterior glass from damage immediately after installation by attaching crossed streamers to framing held away from glass. Do not apply markers to glass surface. Remove nonpermanent labels, and clean surfaces. Protect glass from contact with contaminating substances resulting from construction operations, including weld splatter. If, despite such protection, contaminating substances do come into contact with glass, remove substances immediately as recommended by glass manufacturer.

3.2.2 Remove and replace glass that is broken, chipped, cracked, or abraded or that is damaged from natural causes, accidents, and vandalism, during construction period.

End of Section


Section 09111 Non-Load-Bearing Steel Framing

1 GENERAL


1.2 Summary

1.2.1 This Section includes non-load-bearing steel framing members for the following applications:

1.2.1.1 Interior framing systems (e.g., office supports for partition walls, framed soffits, furring, etc.).


1.2.2.1 Division 13 Section “Metal Building Systems” for load-bearing columns, beams, & framing.

1.3 Submittals



1.4.1 Fire-Test-Response Characteristics: For fire-resistance-rated assemblies that incorporate non-load-bearing steel framing, provide materials and construction identical to those tested in assembly indicated according to ASTM E 119 by an independent testing agency.

2 PRODUCTS

2.1 Non-Load-Bearing Steel Framing, General

2.1.1 Framing Members, General: Comply with ASTM C 754 for conditions indicated.

2.1.1.1 Steel Sheet Components: Comply with ASTM C 645 requirements for metal, unless otherwise indicated.

2.1.1.2 Protective Coating: ASTM A 653/A 653M, G60 (Z180), hot-dip galvanized, unless otherwise indicated.

2.2 Steel Framing for Framed Assemblies

2.2.1 Steel Studs and Runners: ASTM C 645.


2.2.1.1 Minimum Base-Metal Thickness: 0.0179 inch (0.45 mm).

2.2.1.1.1 Jamb and Header Framing: Minimum base metal thickness of 0.0312 inches (0.79 mm).

2.2.2 Firestop Tracks: Top runner manufactured to allow partition heads to expand and contract with movement of the structure while maintaining continuity of fire-resistance-rated assembly indicated; in thickness not less than indicated for studs and in width to accommodate depth of studs.

2.2.2.1 Available Products: Subject to compliance with requirements, products that may be incorporated into the work include, but are not limited to, the following:

2.2.2.1.1 A. Fire Trak Corp.; Fire Trak.

2.2.2.1.2 Metal-Lite, Inc.; The System.

2.2.2.1.3 Sliptrack Systems; System 3.

2.3 Auxiliary Materials

2.3.1 General: Provide auxiliary materials that comply with referenced installation standards.

2.3.1.1 Fasteners for Metal Framing: Of type, material, size, corrosion resistance, holding power, and other properties required to fasten steel members to substrates.

3 EXECUTION

3.1 Examination

3.1.1 Examine areas and substrates, with Installer present, and including welded hollow-metal frames, cast-in anchors, and structural framing, for compliance with requirements and other conditions affecting performance.

3.1.1.1 Proceed with installation only after unsatisfactory conditions have been corrected.

3.2 Preparation

3.2.1 Suspended Assemblies: Coordinate installation of suspension systems with installation of overhead structure to ensure that inserts and other provisions for anchorages to building structure have been installed to receive hangers at spacing required to support the Work and that hangers will develop their full strength.


3.3 Installation General

3.3.1 Installation Standard: ASTM C 754, except comply with framing sizes and spacing indicated.

3.3.1.1 Gypsum Board Assemblies: Also comply with requirements in ASTM C 840 that apply to framing installation.

3.3.2 Install supplementary framing, and blocking to support fixtures, equipment services, heavy trim, grab bars, toilet accessories, furnishings, or similar construction.

3.3.3 Install supplementary framing indicated, or if not indicated as required by ASTM C840 to support finishes.

3.3.4 Install bracing at terminations in assemblies.

3.3.5 Do not bridge building control and expansion joints with non-load-bearing steel framing members. Frame both sides of joints independently.

3.4 Installing Suspension Systems

3.4.1 Install suspension system components in sizes and spacings indicated on Drawings, but not less than those required by referenced installation standards for assembly types and other assembly components indicated.

3.4.2 Isolate suspension systems from building structure where they abut or are penetrated by building structure to prevent transfer of loading imposed by structural movement.

3.4.2.1 Flat Hangers: Secure to structure, including intermediate framing members, by attaching to inserts, eye screws, or other devices and fasteners that are secure and appropriate for structure and hanger, and in a manner that will not cause hangers to deteriorate or otherwise fail.

3.4.2.2 Do not connect or suspend steel framing from ducts, pipes, or conduit.

3.4.3 Installation Tolerances: Install suspension systems that are level to within 1/8 inch in 12 feet (3 mm in 3.6 m) measured lengthwise on each member that will receive finishes and transversely between parallel members that will receive finishes.

3.5 Installing Framed Assemblies


3.5.1 Where studs or furring are installed directly against exterior masonry walls or dissimilar metals at exterior walls, install isolation strip between studs and exterior wall.

3.5.2 Install studs so flanges within framing system point in same direction.

3.5.2.1 Space studs as follows:

3.5.2.1.1 Single-Layer Application: 16 inches (406 mm) o.c., unless otherwise indicated.

3.5.3 Install tracks (runners) at floors and overhead supports. Extend framing full height to structural supports or substrates above suspended ceilings, except where partitions are indicated to terminate at suspended ceilings. Continue framing around ducts penetrating partitions above ceiling.

3.5.3.1 Slip-Type Head Joints: Where framing extends to overhead structural supports, install to produce joints at tops of framing systems that prevent axial loading of finished assemblies.

3.5.3.2 Door Openings: Screw vertical studs at jambs to jamb anchor clips on door frames; install runner track section (for cripple studs) at head and secure to jamb studs.

3.5.3.2.1 Install two studs at each jamb, unless otherwise indicated.

3.5.3.2.2 Install cripple studs at head adjacent to each jamb stud, with a minimum 1/2-inch (12.7-mm) clearance from jamb stud to allow for installation of control joint in finished assembly.

3.5.3.2.3 Extend jamb studs through suspended ceilings and attach to underside of overhead structure.

3.5.3.3 Fire-Resistance-Rated Partitions: Install framing to comply with fire-resistance-rated assembly indicated and support closures and to make partitions continuous from floor to underside of solid structure.

3.5.3.3.1 Firestop Track: Where indicated, install to maintain continuity of fire-resistance-rated assembly indicated.

3.5.4 Installation Tolerance: Install each framing member so fastening surfaces vary not more than 1/8 inch (3 mm) from the plane formed by faces of adjacent framing.

End of Section


Section 09250 Gypsum Board

1 GENERAL


1.2 Summary

1.2.1 This Section includes the following:

1.2.1.1 Interior gypsum board.


1.2.2.1 Division 9 Section “Non-Load-Bearing Steel Framing” for non-structural framing and suspension systems that support gypsum board.

1.2.2.2 Division 9 painting Sections for primers applied to gypsum board surfaces.

1.3 Submittals



1.4.1 Fire-Resistance-Rated Assemblies: For fire-resistance-rated assemblies, provide materials and construction identical to those tested in assembly indicated according to ASTM E 119 by an independent testing agency.

1.5 Storage and Handling: Store materials inside under cover and keep them dry and protected against damage from weather, condensation, direct sunlight, construction traffic, and other causes. Stack panels flat to prevent sagging.


1.6.1 Environmental Limitations: Comply with ASTM C 840 requirements or gypsum board manufacturer’s written recommendations, whichever are more stringent.

1.6.2 Do not install interior products until installation areas are enclosed and conditioned.


1.6.3 Do not install panels that are wet, those that are moisture damaged, and those that are mold damaged.

1.6.3.1 Indications that panels are wet or moisture damaged include, but are not limited to, discoloration, sagging, or irregular shape.

1.6.3.2 Indications that panels are mold damaged include, but are not limited to, fuzzy or splotchy surface contamination and discoloration.

2 PRODUCTS

2.1 Panels, General

2.1.1 Size: Provide in maximum lengths and widths available that will minimize joints in each area and that correspond with support system indicated.

2.2 Interior Gypsum Board

2.2.1 General: Complying with ASTM C 36/C 36M or ASTM C 1396/C 1396M, as applicable to type of gypsum board indicated and whichever is more stringent.

2.2.1.1 Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following:

2.2.1.1.1 G-P Gypsum.

2.2.1.1.2 National Gypsum Company.

2.2.1.1.3 USG Corporation.

2.2.2 Regular Type:

2.2.2.1 Thickness: 5/8 inch (12.7 mm).

2.2.2.2 Long Edges: Tapered.

2.2.3 Type X:

2.2.3.1 Thickness: 5/8 inch (12.7 mm).


2.2.4 Moisture- and Mold-Resistant Type: With moisture- and mold-resistant core and surfaces.


2.2.4.1 Core: 5/8 inch (15.9 mm), Type X.


2.3 Trim Accessories

2.3.1 Interior Trim: ASTM C 1047.

2.3.1.1 Material: Galvanized or aluminum-coated steel sheet or rolled zinc].

2.3.1.2 Shapes:

2.3.1.2.1 LC-Bead: J-shaped; exposed long flange receives joint compound.

2.4 Joint Treatment Materials

2.4.1 General: Comply with ASTM C 475/C 475M.

2.4.2 Joint Tape:

2.4.2.1 Interior Gypsum Wallboard: Fiberglass Joint Tape.

2.4.3 Joint Compound for Interior Gypsum Wallboard: For each coat use formulation that is compatible with other compounds applied on previous or for successive coats.

2.4.3.1 Prefilling: At open joints and damaged surface areas, use setting-type taping compound.

2.4.3.2 Embedding and First Coat: For embedding tape and first coat on joints, fasteners, and trim flanges, use setting-type taping compound.

2.4.3.2.1 Use setting-type compound for installing paper-faced metal trim accessories.

2.4.3.3 Fill Coat: For second coat, use setting-type, sandable topping compound.

2.4.3.4 Finish Coat: For third coat, use setting-type, sandable topping compound.

2.5 Auxiliary Materials

2.5.1 General: Provide auxiliary materials that comply with referenced installation standards and manufacturer’s written recommendations.


2.5.2 Steel Drill Screws: ASTM C 1002, unless otherwise indicated.

2.5.2.1 Use screws complying with ASTM C 954 for fastening panels to steel members from 0.033 to 0.112 inch (0.84 to 2.84 mm) thick.

2.5.3 Thermal Insulation: As specified in Division 13 Section “Metal Building Systems.”

2.5.4 Vapor Retarder: As specified in Division 7 Section “Underslab Vapor Barriers.”

2.5.5 Sound Attenuation Insulation: As specified in Division 7 Section “Underslab Vapor Barriers.”

3 EXECUTION

3.1 Examination

3.1.1 Examine areas and substrates, with Installer present, and including welded hollow-metal frames and framing, for compliance with requirements and other conditions affecting performance.

3.1.2 Examine panels before installation. Reject panels that are wet, moisture damaged, and mold damaged.


3.2 Applying And Finishing Panels, General

3.2.1 Comply with ASTM C 840.

3.2.2 Install ceiling panels across framing to minimize the number of abutting end joints and to avoid abutting end joints in central area of each ceiling. Stagger abutting end joints of adjacent panels not less than one framing member.

3.2.3 Install panels with face side out. Butt panels together for a light contact at edges and ends with not more than 1/16 inch (1.5 mm) of open space between panels. Do not force into place.

3.2.4 Locate edge and end joints over supports, except in ceiling applications where intermediate supports or gypsum board back-blocking is provided behind end joints. Do not place tapered edges against cut edges or ends. Stagger vertical joints on opposite sides of partitions. Do not make joints other than control joints at corners of framed openings.


3.3 Applying Interior Gypsum Board

3.3.1 Install interior gypsum board in the following locations:

3.3.1.1 Regular Type: Vertical and horizontal surfaces, unless otherwise indicated.

3.3.1.2 Type X: Where required for fire-resistance-rated assembly.

3.3.1.3 Moisture- and Mold-Resistant Type: As indicated on Drawings.

3.3.2 Single-Layer Application:

3.3.2.1 On ceilings, apply gypsum panels before wall/partition board application to greatest extent possible and at right angles to framing, unless otherwise indicated.

3.3.2.2 On partitions/walls, apply gypsum panels vertically (parallel to framing), unless otherwise indicated, and minimize end joints.

3.3.2.2.1 Stagger abutting end joints not less than one framing member in alternate courses of panels.

3.3.2.3 On Z-furring members, apply gypsum panels vertically (parallel to framing) with no end joints. Locate edge joints over furring members.

3.3.2.4 Fastening Methods: Apply gypsum panels to supports with steel drill screws.

3.4 Installing Trim Accessories

3.4.1 General: For trim with back flanges intended for fasteners, attach to framing with same fasteners used for panels. Otherwise, attach trim according to manufacturer’s written instructions.

3.4.2 Interior Trim: Install in the following locations:

3.4.2.1 LC-Bead: Use at exposed panel edges.

3.5 Finishing Gypsum Board

3.5.1 General: Treat gypsum board joints, interior angles, edge trim, control joints, penetrations, fastener heads, surface defects, and elsewhere as required to prepare gypsum board surfaces for decoration. Promptly remove residual joint compound from adjacent surfaces.

3.5.2 Prefill open joints and damaged surface areas.


3.5.3 Apply joint tape over gypsum board joints, except those with trim having flanges not intended for tape.

3.5.4 Gypsum Board Finish Levels: Finish panels to levels indicated below and according to ASTM C 840:

3.5.4.1 Level 2: At panel surfaces concealed from view.

3.5.4.2 Level 4: At panel surfaces that will be exposed to view, unless otherwise indicated.

3.5.4.2.1 Primer and its application to surfaces are specified in other Division 9 Sections.

3.6 Protection

3.6.1 Protect installed products from damage from weather, condensation, direct sunlight, construction, and other causes during remainder of the construction period.

3.6.2 Remove and replace panels that are wet, moisture damaged, and mold damaged.

3.6.2.1 Indications that panels are wet or moisture damaged include, but are not limited to, discoloration, sagging, or irregular shape.

3.6.2.2 Indications that panels are mold damaged include, but are not limited to, fuzzy or splotchy surface contamination and discoloration.

End of Section


Section 09511 Acoustical Panel Ceilings

1 GENERAL


1.2 Summary: This Section includes acoustical panels and exposed suspension systems for ceilings.

1.3 Submittals


1.3.2 Coordination Drawings: Drawn to scale and coordinating acoustical panel ceiling installation with hanger attachment to building structure and ceiling mounted items:

1.3.3 Samples: For each exposed finish.

1.3.4 Product test reports.

1.3.5 Research/evaluation reports.

1.3.6 Maintenance data.


1.4.1 Acoustical Testing Agency Qualifications: An independent testing laboratory or an NVLAP-accredited laboratory.

1.4.2 Fire-Test-Response Characteristics:

1.4.2.1 Surface-Burning Characteristics: Acoustical panels complying with ASTM E 1264 for Class B materials, when tested per ASTM E 84.

1.4.2.1.1 Smoke-Developed Index: 450 or less.

1.5 Extra Materials

1.5.1 Furnish extra materials described below that match products installed and that are packaged with protective covering for storage and identified with labels describing contents.

1.5.1.1 Acoustical Ceiling Panels: Full-size panels equal to 2.0 percent of quantity installed.


1.5.1.2 Suspension System Components: Quantity of each exposed component equal to 2.0 percent of quantity installed.

2 PRODUCTS

2.1 Acoustical Panel Ceilings, General

2.1.1 Acoustical Panel Standard: Comply with ASTM E 1264.

2.1.2 Metal Suspension System Standard: Comply with ASTM C 635.

2.1.3 Attachment Devices: Size for five times the design load indicated in ASTM C 635, Table 1, “Direct Hung,” unless otherwise indicated.

2.1.4 Wire Hangers, Braces, and Ties: Zinc-coated carbon-steel wire; ASTM A 641/A 641M, Class 1 zinc coating, soft temper.

2.1.4.1 Size: Select wire diameter so its stress at 3 times hanger design load (ASTM C 635, Table 1, “Direct Hung”) will be less than yield stress of wire, but provide not less than 0.106-inch- (2.69-mm-) diameter wire.

2.1.5 Metal Edge Moldings and Trim: Type and profile indicated or, if not indicated, manufacturer’s standard moldings for edges and penetrations that comply with seismic design requirements; formed from sheet metal of same material, finish, and color as that used for exposed flanges of suspension system runners.

2.2 Acoustical Panels for Acoustical Panel Ceiling

2.2.1 Available Products: Subject to compliance with requirements, products that may be incorporated into the Work include, but are not limited to, the following:

2.2.1.1 Armstrong World Industries, Inc.; “Cirrus”.

2.2.1.2 USG Interiors, Inc.; “Eclipse Climaplus”.

2.2.1.3 Celotex; “Cashmere”.

2.2.2 Classification: Provide panels complying with ASTM E 1264 for type and form as follows:

2.2.2.1 Type and Form: Type III, mineral base with painted finish; Form 1, nodular.

2.2.3 Color: White.

2.2.4 LR: Not less than 0.8.


2.2.5 NRC: Not less than 0.55-0.65, Type E-400 mounting per ASTM E 795.

2.2.6 CAC: Not less than 33.

2.2.7 Edge/Joint Detail: Square.

2.2.8 Thickness: 5/8 inch (15 mm).

2.2.9 Modular Size: 24 by 24 inches (610 by 610 mm).

2.3 Metal Suspension System for Acoustical Panel Ceiling

2.3.1 Double-Web, Steel Suspension System: Main and cross runners roll formed from cold-rolled steel sheet, prepainted, electrolytically zinc coated, or hot-dip galvanized according to ASTM A 653/A 653M, not less than G30 (Z90) coating designation, with prefinished 15/16-inch- (24-mm-) wide metal caps on flanges.

2.3.1.1 Structural Classification: Intermediate duty system.

2.3.1.2 End Condition of Cross Runners: Override (stepped) or butt-edge type.

2.3.1.3 Cap Material: Steel cold-rolled sheet.

2.3.1.4 Cap Finish: Painted to match color of acoustical.

3 EXECUTION

3.1 Installation

3.1.1 Comply with ASTM C 636 and seismic design requirements indicated, per manufacturer’s written instructions and CISCA’s “Ceiling Systems Handbook.”

3.1.2 Measure each ceiling area and establish layout of acoustical panels to balance border widths at opposite edges of each ceiling. Avoid using less-than-half-width panels at borders.

3.1.3 Suspend ceiling hangers from building’s structural members, plumb and free from contact with insulation or other objects within ceiling plenum. Splay hangers only where required to miss obstructions; offset resulting horizontal forces by bracing, countersplaying, or other equally effective means. Where width of ducts and other construction within ceiling plenum produces hanger spacings that interfere with location of hangers, use trapezes or equivalent devices. When steel framing does not permit installation of hanger wires at spacing required, install carrying channels or other supplemental support for attachment of hanger wires.


3.1.4 Install edge moldings and trim of type indicated at perimeter of acoustical ceiling area and where necessary to conceal edges of acoustical panels. Screw attach moldings to substrate at intervals not more than 16 inches (400 mm) o.c. and not more than 3 inches (75 mm) from ends, leveling with ceiling suspension system to a tolerance of 1/8 inch in 12 feet (3.2 mm in 3.6 m). Miter corners accurately and connect securely.

3.1.5 Install suspension system runners so they are square and securely interlocked with one another. Remove and replace dented, bent, or kinked members.

3.1.6 Install acoustical panels with undamaged edges and fit accurately into suspension system runners and edge moldings. Scribe and cut panels at borders and penetrations to provide a neat, precise fit.

End of Section


Section 09911 Exterior Painting

1 GENERAL


1.2 Summary

1.2.1 This Section includes surface preparation and the application of paint systems on the following exterior substrates:

1.2.1.1 Galvanized metal.

1.3 Submittals


1.3.2 Samples for Initial Selection: For each type of topcoat product indicated.

1.3.3 Product List: For each product indicated, include the following:

1.3.3.1 Cross-reference to paint system and locations of application areas. Use same designations indicated on Drawings and in schedules.

1.3.3.2 Printout of current “MPI Approved Products List” for each product category specified in Part 2, with the proposed product highlighted.


1.4.1 MPI Standards:

1.4.1.1 Products: Complying with MPI standards indicated and listed in “MPI Approved Products List.”

1.4.1.2 Preparation and Workmanship: Comply with requirements in “MPI Architectural Painting Specification Manual” for products and paint systems indicated.


1.5.1 Store materials not in use in tightly covered containers in well-ventilated areas with ambient temperatures continuously maintained at not less than 45°F (7°C).

1.5.1.1 Maintain containers in clean condition, free of foreign materials and residue.


1.5.1.2 Remove rags and waste from storage areas daily.


1.6.1 Apply paints only when temperature of surfaces to be painted and ambient air temperatures are between 50° and 95° F (10° and 35° C).

1.6.2 Do not apply paints in snow, rain, fog, or mist; when relative humidity exceeds 85 percent; at temperatures less than 5° F (3° C) above the dew point; or to damp or wet surfaces.

1.7 Extra Materials

1.7.1 Furnish extra materials described below that are from same production run (batch mix) as materials applied and that are packaged for storage and identified with labels describing contents.

1.7.1.1 Quantity: Furnish an additional 5 percent, but not less than 1 gal. (3.8 L) of each material and color applied.

2 PRODUCTS

2.1 Manufacturers


2.1.1.1 Benjamin Moore & Co.

2.1.1.2 Duron, Inc.

2.1.1.3 ICI Paints.

2.1.1.4 Sherwin-Williams Company (The).

2.2 Paint, General

2.2.1 Material Compatibility:

2.2.1.1 Provide materials for use within each paint system that are compatible with one another and substrates indicated, under conditions of service and application as demonstrated by manufacturer, based on testing and field experience.

2.2.1.2 For each coat in a paint system, provide products recommended in writing by manufacturers of topcoat for use in paint system and on substrate indicated.


2.2.2 Colors: As selected by Architect from manufacturer’s full range.

2.3 Metal Primers

2.3.1 Cementitious Galvanized-Metal Primer: MPI #26.

2.3.1.1 VOC Content: E Range of E1.

2.4 Exterior Alkyd Paints

2.4.1 Exterior Alkyd Enamel (Flat): MPI #8 (Gloss Level 1).

2.4.1.1 VOC Content: E Range of E1.

3 EXECUTION

3.1 Examination

3.1.1 Examine substrates and conditions, with Applicator present, for compliance with requirements for maximum moisture content and other conditions affecting performance of work.

3.1.2 Verify suitability of substrates, including surface conditions and compatibility with existing finishes and primers.

3.1.3 Begin coating application only after unsatisfactory conditions have been corrected and surfaces are dry.

3.1.3.1 Beginning coating application constitutes Contractor’s acceptance of substrates and conditions.

3.2 Preparation

3.2.1 Comply with manufacturer’s written instructions and recommendations in “MPI Architectural Painting Specification Manual” applicable to substrates and paint systems indicated.

3.2.2 Remove plates, machined surfaces, and similar items already in place that are not to be painted. If removal is impractical or impossible because of size or weight of item, provide surface-applied protection before surface preparation and painting.

3.2.2.1 After completing painting operations, use workers skilled in the trades involved to reinstall items that were removed. Remove surface-applied protection if any.

3.2.2.2 Do not paint over labels of independent testing agencies or equipment name, identification, performance rating, or nomenclature plates.


3.2.3 Clean substrates of substances that could impair bond of paints, including dirt, oil, grease, and incompatible paints and encapsulants.

3.2.3.1 Remove incompatible primers and reprime substrate with compatible primers as required to produce paint systems indicated.

3.2.4 Galvanized-Metal Substrates: Remove grease and oil residue from galvanized sheet metal fabricated from coil stock by mechanical methods to produce clean, lightly etched surfaces that promote adhesion of subsequently applied paints.

3.3 Application

3.3.1 Apply paints according to manufacturer’s written instructions.

3.3.1.1 Use applicators and techniques suited for paint and substrate indicated.

3.3.1.2 Paint surfaces behind movable items same as similar exposed surfaces. Before final installation, paint surfaces behind permanently fixed items with prime coat only.

3.3.2 Tint each undercoat a lighter shade to facilitate identification of each coat if multiple coats of same material are to be applied. Tint undercoats to match color of topcoat, but provide sufficient difference in shade of undercoats to distinguish each separate coat.

3.3.3 If undercoats or other conditions show through topcoat, apply additional coats until cured film has a uniform paint finish, color, and appearance.

3.3.4 Apply paints to produce surface films without cloudiness, spotting, holidays, laps, brush marks, roller tracking, runs, sags, ropiness, or other surface imperfections. Cut in sharp lines and color breaks.


3.4.1 Testing of Paint Materials: Owner reserves the right to invoke the following procedure at any time and as often as Owner deems necessary during the period when paints are being applied:

3.4.1.1 Owner will engage the services of a qualified testing agency to sample paint materials being used. Samples of material delivered to Project site will be taken, identified, sealed, and certified in presence of Contractor.

3.4.1.2 Testing agency will perform tests for compliance of paint materials with product requirements.


3.4.1.3 Owner may direct Contractor to stop applying paints if test results show materials being used do not comply with product requirements. Contractor shall remove noncomplying-paint materials from Project site, pay for testing, and repaint surfaces painted with rejected materials. Contractor will be required to remove rejected materials from previously painted surfaces if, on repainting with complying materials, the two paints are incompatible.


3.5.1 At end of each workday, remove rubbish, empty cans, rags, and other discarded materials from Project site.

3.5.2 After completing paint application, clean spattered surfaces. Remove spattered paints by washing, scraping, or other methods. Do not scratch or damage adjacent finished surfaces.

3.5.3 Protect work of other trades against damage from paint application. Correct damage to work of other trades by cleaning, repairing, replacing, and refinishing, as approved by Architect, and leave in an undamaged condition.

3.5.4 At completion of construction activities of other trades, touch up and restore damaged or defaced painted surfaces.

3.6 Exterior Painting Schedule

3.6.1 Galvanized-Metal Substrates:

3.6.1.1 Alkyd System: MPI EXT 5.3B.

3.6.1.1.1 Prime Coat: Cementitious galvanized-metal primer or shop primer by other.

3.6.1.1.2 Intermediate Coat: Exterior alkyd enamel matching topcoat.

3.6.1.1.3 Topcoat: Exterior alkyd enamel (flat).

End of Section


Section 09912 Interior Painting

1 GENERAL


1.2 Summary

1.2.1 This Section includes surface preparation and the application of paint systems on the following interior substrates:

1.2.1.1 Steel.

1.2.1.2 Galvanized metal.

1.2.1.3 Gypsum board.


1.2.2.1 Division 9 Section “Exterior Painting” for surface preparation and the application of paint systems on exterior substrates.

1.3 Submittals


1.3.2 Samples for Initial Selection: For each type of topcoat product indicated.


1.4.1 MPI Standards:

1.4.1.1 Products: Complying with MPI standards indicated and listed in “MPI Approved Products List.”

1.4.1.2 Preparation and Workmanship: Comply with requirements in “MPI Architectural Painting Specification Manual” for products and paint systems indicated.


1.5.1 Store materials not in use in tightly covered containers in well-ventilated areas with ambient temperatures continuously maintained at not less than 45°F (7°C).


1.5.1.1 Maintain containers in clean condition, free of foreign materials and residue.

1.5.1.2 Remove rags and waste from storage areas daily.


1.6.1 Apply paints only when temperature of surfaces to be painted and ambient air temperatures are between 50° and 95° F (10° and 35° C).

1.6.2 Do not apply paints when relative humidity exceeds 85 percent; at temperatures less than 5° F (3° C) above the dew point; or to damp or wet surfaces.

1.7 Extra Materials

1.7.1 Furnish extra materials described below that are from same production run (batch mix) as materials applied and that are packaged for storage and identified with labels describing contents.

1.7.1.1 Quantity: Furnish an additional 5 percent, but not less than 1 gal. (3.8 L) of each material and color applied.

2 PRODUCTS

2.1 Manufacturers


2.1.1.1 Benjamin Moore & Co.

2.1.1.2 Duron, Inc.

2.1.1.3 ICI Paints.

2.1.1.4 Sherwin-Williams Company (The).

2.2 Paint, General

2.2.1 Material Compatibility:

2.2.1.1 Provide materials for use within each paint system that are compatible with one another and substrates indicated, under conditions of service and application as demonstrated by manufacturer, based on testing and field experience.


2.2.1.2 For each coat in a paint system, provide products recommended in writing by manufacturers of topcoat for use in paint system and on substrate indicated.

2.2.2 Colors: As selected by Architect from manufacturer’s full range.

2.3 Primers/Sealers

2.3.1 Interior Latex Primer/Sealer: MPI #50.

2.4 Metal Primers

2.4.1 Alkyd Anticorrosive Metal Primer: MPI #79.

2.4.2 Waterborne Galvanized-Metal Primer: MPI #134.

2.5 Latex Paints

2.5.1 Interior Latex (Flat): MPI #53 (Gloss Level 1).

3 EXECUTION

3.1 Examination

3.1.1 Examine substrates and conditions, with Applicator present, for compliance with requirements for maximum moisture content and other conditions affecting performance of work.

3.1.2 Maximum Moisture Content of Substrates: When measured with an electronic moisture meter as follows:

3.1.2.1 Gypsum Board: 12 percent.

3.1.3 Verify suitability of substrates, including surface conditions and compatibility with existing finishes and primers.

3.1.4 Begin coating application only after unsatisfactory conditions have been corrected and surfaces are dry.

3.1.4.1 Beginning coating application constitutes Contractor’s acceptance of substrates and conditions.

3.2 Preparation

3.2.1 Comply with manufacturer’s written instructions and recommendations in “MPI Architectural Painting Specification Manual” applicable to substrates indicated.


3.2.2 Remove plates, machined surfaces, and similar items already in place that are not to be painted. If removal is impractical or impossible because of size or weight of item, provide surface-applied protection before surface preparation and painting.

3.2.2.1 After completing painting operations, use workers skilled in the trades involved to reinstall items that were removed. Remove surface-applied protection if any.

3.2.2.2 Do not paint over labels of independent testing agencies or equipment name, identification, performance rating, or nomenclature plates.

3.2.3 Clean substrates of substances that could impair bond of paints, including dirt, oil, grease, and incompatible paints and encapsulants.

3.2.3.1 Remove incompatible primers and reprime substrate with compatible primers as required to produce paint systems indicated.

3.2.4 Steel Substrates: Remove rust and loose mill scale. Clean using methods recommended in writing by paint manufacturer.

3.2.5 Galvanized-Metal Substrates: Remove grease and oil residue from galvanized sheet metal fabricated from coil stock by mechanical methods to produce clean, lightly etched surfaces that promote adhesion of subsequently applied paints.

3.2.6 Gypsum Board Substrates: Do not begin paint application until finishing compound is dry and sanded smooth.

3.3 Application

3.3.1 Apply paints according to manufacturer’s written instructions.

3.3.1.1 Use applicators and techniques suited for paint and substrate indicated.

3.3.1.2 Paint surfaces behind movable equipment and furniture same as similar exposed surfaces. Before final installation, paint surfaces behind permanently fixed equipment or furniture with prime coat only.

3.3.1.3 Paint front and backsides of access panels, removable or hinged covers, and similar hinged items to match exposed surfaces.

3.3.2 Tint each undercoat a lighter shade to facilitate identification of each coat if multiple coats of same material are to be applied. Tint undercoats to match


color of topcoat, but provide sufficient difference in shade of undercoats to distinguish each separate coat.

3.3.3 If undercoats or other conditions show through topcoat, apply additional coats until cured film has a uniform paint finish, color, and appearance.

3.3.4 Apply paints to produce surface films without cloudiness, spotting, holidays, laps, brush marks, roller tracking, runs, sags, ropiness, or other surface imperfections. Cut in sharp lines and color breaks.

3.3.5 Painting Mechanical and Electrical Work: Paint items exposed in equipment rooms and occupied spaces including, but not limited to, the following:

3.3.5.1 Mechanical Work:

3.3.5.1.1 Uninsulated metal piping.

3.3.5.1.2 Pipe hangers and supports.

3.3.5.1.3 Tanks that do not have factory-applied final finishes.

3.3.5.1.4 Visible portions of internal surfaces of metal ducts, without liner, behind air inlets and outlets.

3.3.5.1.5 Mechanical equipment that is indicated to have a factory-primed finish for field painting.

3.3.5.2 Electrical Work:

3.3.5.2.1 Switchgear.

3.3.5.2.2 Panelboards.

3.3.5.2.3 Electrical equipment that is indicated to have a factory-primed finish for field painting.


3.4.1 Testing of Paint Materials: Owner reserves the right to invoke the following procedure at any time and as often as Owner deems necessary during the period when paints are being applied:

3.4.1.1 Owner will engage the services of a qualified testing agency to sample paint materials being used. Samples of material delivered to Project site will be taken, identified, sealed, and certified in presence of Contractor.

3.4.1.2 Testing agency will perform tests for compliance with product requirements.


3.4.1.3 Owner may direct Contractor to stop applying paints if test results show materials being used do not comply with product requirements. Contractor shall remove noncomplying-paint materials from Project site, pay for testing, and repaint surfaces painted with rejected materials. Contractor will be required to remove rejected materials from previously painted surfaces if, on repainting with complying materials, the two paints are incompatible.


3.5.1 At end of each workday, remove rubbish, empty cans, rags, and other discarded materials from Project site.

3.5.2 After completing paint application, clean spattered surfaces. Remove spattered paints by washing, scraping, or other methods. Do not scratch or damage adjacent finished surfaces.

3.5.3 Protect work of other trades against damage from paint application. Correct damage to work of other trades by cleaning, repairing, replacing, and refinishing, as approved by Architect, and leave in an undamaged condition.

3.5.4 At completion of construction activities of other trades, touch up and restore damaged or defaced painted surfaces.

3.6 Interior Painting Schedule

3.6.1 Steel Substrates:

3.6.1.1 Latex Over Alkyd Primer System: MPI INT 5.1Q.

3.6.1.1.1 Prime Coat: Alkyd anticorrosive metal primer.

3.6.1.1.2 Intermediate Coat: Interior latex matching topcoat.

3.6.1.1.3 Topcoat: Interior latex (semigloss).

3.6.2 Galvanized-Metal Substrates:

3.6.2.1 Prime Coat: Waterborne galvanized-metal primer.

3.6.2.2 Intermediate Coat: Interior latex matching topcoat.

3.6.2.3 Topcoat: Interior latex (semigloss).

3.6.3 Gypsum Board Substrates:

3.6.3.1 Prime Coat: Interior latex primer/sealer.


3.6.3.2 Intermediate Coat: Interior latex matching topcoat.

3.6.3.3 Topcoat: Interior latex (flat).

End of Section


Section 13125 Metal Building Systems

1 GENERAL 1.1 Summary:

1.1.1 Section includes:

1.1.1.1 Metal Building Systems

1.1.1.2 Metal Roof and Wall Panels

1.1.1.3 Sheet Metal Flashing and Trim

1.1.1.4 Building Insulation

1.1.1.5 Metal Overhang (Canopy)

1.1.1.6 Foundation System

1.1.2 Related Sections

1.1.2.1 Division 3 “Concrete”

1.1.2.2 Division 8 Section “Steel Doors and Frames”

1.1.2.3 Division 8 Section “Aluminum Windows”

1.1.2.4 Division 8 Section “Door Hardware”

1.1.2.5 Appendix A “Geotech Report”

1.2 Metal Building System Description: Rigid clear span with nonexpandable, rigid end frames. Primary frames shall be welded rigid frame design, clear span type, with single gable roof and pin base columns. Straight columns shall be used and depth shall be limited to contain the column entirely within the girt space. Rafter shall be a tapered beam with bottom flange horizontal and top flanges sloping with roof pitch. Girts shall be inset type only.

1.3 System Performance Requirements: Provide a complete, integrated set of mutually dependent components and assemblies that form a metal building system capable of withstanding structural and other loads, thermally induced movement, and exposure to weather without failure or infiltration of water into building interior. Include primary or secondary framing, roof, and wall panels, accessories and foundation system complying with requirements indicated.

1.3.1 Structural Performance: Provide a metal building system designed for the following conditions:

1.3.1.1 Design Loads: See Sheet S-1.


1.4 Submittals: Provide the following in a timely manner.

1.4.1 Structural analysis data indicating compliance with design loads.

1.4.2 Anchor rod plans showing required anchor size, projection, and location. Indicate column reactions at each location.

1.4.3 Foundation and concrete floor slab design and plan, sealed by a professional engineer licensed to practice in the Commonwealth of Virginia shall be provided by the contractor.

1.4.4 Shop drawings showing plans, elevations, and details of construction.

1.4.5 Roof and wall panel layout drawings, details of edge conditions, joints, panel profiles, trim, flashings, closures, and special details.

1.4.6 Door and window schedules, installation requirements, and hardware schedules.

1.4.7 Color charts for roof and wall panels, trim, doors, windows, and accessories.

1.5 Quality Assurance:

1.5.1 Manufacturer shall be a member of MBMA, experienced in manufacturing metal building systems similar to that indicated for this project.

1.5.2 Erector shall be an experienced erector who has specialized in erecting and installing work similar in material, design, and extent to that indicated for the project and who is acceptable to the manufacturer.

1.5.3 Conduct pre-installation conference at project site to review foundation construction and other preparatory work, to verify availability of materials, and to review erector’s personnel, equipment, and facilities needed to erect the building.

2 PRODUCTS

2.1 Manufacturer shall be one of the following:

2.1.1 United Structures of America, Inc.

2.1.2 General Steel Corporation

2.1.3 Butler Manufacturing Company

2.1.4 Ceco Building Systems

2.1.5 Varco-Pruden Buildings

2.1.6 Corle Building Systems


2.1.7 Nurcor Building Systems

2.1.8 United Structures of America

2.1.9 Substitutions shall not be allowed and will be considered a nonconforming bid.

2.2 Structural Framing Materials:

2.2.1 Structural Steel Shapes: ASTM A 36 or ASTM A 992.

2.2.2 Steel Plate, Bar, or Strip: ASTM A 529, ASTM A 570 or ASTM A 572; 50,000 psi minimum yield strength.

2.2.3 Steel Tubing or Pipe: ASTM A 500, Gr B; ASTM A 501; or ASTM A 53, Gr B.

2.2.4 Structural Steel Sheet: Hot-rolled, ASTM A 570, Gr 50 or Gr 55; hot-rolled, ASTM A 568; or cold-rolled, ASTM A 611, structural quality, matte finish.

2.2.5 Zinc-Coated Steel Sheet: ASTM A 653, structural quality, Gr 50, with G60 coating designation, mill phosphatized.

2.2.6 High Strength Bolts: ASTM A 325, Type 1, heavy hex bolts with heavy hex nuts and hardened washers.

2.2.7 Carbon Steel Bolts: ASTM A 307, Gr A with carbon steel nuts and washers.

2.2.8 Anchor Rods: ASTM F 1554, Gr 36. Furnish anchor rods for installation by general contractor.

2.3 Roof and Wall Panels:

2.3.1 Metal Panels: Steel sheet zinc coated by the hot-dip process, complying with ASTM A 653, G90, structural quality, and prepainted by the coil-coating process to comply with ASTM A755.

2.3.2 Ribbed Roof Panels: Metal panels factory formed to provide minimum 24-inch coverage; with 1-1/2-inch high (including seam), raised trapezoidal major ribs at panel edges, and intermediate stiffening ribs symmetrically spaced between major ribs. Minimum panel thickness: 0.0239 inches.

2.3.3 Lap-Seam Wall Panels: Metal panels factory formed to provide minimum 36-inch coverage, with recessed trapezoidal major ribs at 12 inches o.c., and intermediate stiffening ribs symmetrically spaced between major ribs. Design panels for mechanical attachment to structure using exposed fasteners, lapping major ribs at panel edges. Minimum wall panel thickness: 0.0239 inches.


2.3.4 Roof Metal panel Finish: Galvalume

2.3.5 Metal Panel Wall Finish: Fluoropolymer 2-coat system consisting of specially formulated inhibitive primer and fluoropolymer color topcoat containing not less than 70 percent polyvinylidene fluoride resin by weight, with a total minimum dry film thickness of 1 mil. Color selection by Owner.

2.3.6 Flashing and Trim: Form from 0.0179-inch thick, zinc-coated steel sheet prepainted with coil coating. Provide flashing and trim as required to seal against weather and to provide finished appearance. Finish flashing and trim same as adjacent roof or wall panels.

2.3.7 Transparent wall panel: Provide transparent panels along top edge of wall panel to allow natural light. Extend translucent panel along panel length to the maximum extent possible. Wall panel shall be fiberglass reinforced plastic (FRP), 8 oz. frosted or approved equal. The translucent panel sections are 2 feet high and 78 feet long on each side of the building.

2.4 Insulation materials:

2.4.1 Above 8ft level: Vinyl-faced glass-fiber-blanket thermal insulation complying with ASTM C 991, Type II, 0.5-lb/cu. Ft density, with a flame-spread rating of 25 or less, and 2-inch wide, continuous, vapor-tight edge tabs. Roof insulation, R=19; exterior wall insulation, R=13; office ceiling insulation, R=38; office wall insulation, R=19. All exposed insulation facing shall be rated for exposure.

2.4.2 Below 8 ft level: Icynene MD-C-200 Thermal Insulation and Air Barrier ICC-ESESR-3199, closed cell, spray applied polyurethane foam insulation and air barrier R-13, 2 inches thick.

2.5 Doors and Frames: Refer to Division 8 Section “Steel Doors and Frames.”

2.6 Windows: Refer to Division 8 Section “Aluminum Windows”.

2.7 Door Hardware: Refer to Division 8 Section “Door Hardware”.

2.8 Roll-up Doors: Refer to Division 8 Section “Roll-up Doors”.

2.9 Accessories: Provide accessories as standard with the metal building system manufacturer, and complying with the following:

2.9.1 Material and Finish: Provide sheet metal accessories of same material and in same finish as roof and wall panels, unless otherwise indicated.

2.9.2 Fasteners: Provide fasteners with heads matching color of roof or wall sheets by means of plastic caps or factory-applied coating.


2.9.3 Roof Panel Fasteners: Self-drilling or self-tapping, zinc-plated, hex-head carbon steel screws, with a stainless steel cap or zinc-aluminum alloy head and EPDM or neoprene sealing washer.

2.9.4 Wall Panel Fasteners: Self-drilling or self-tapping, zinc-plated, hex head carbon steel screws, with nylon or polypropylene washer.

2.10 Finishes: Comply with NAAMM’s “Metal Finishes Manual for Architectural and Metal Products” for recommendations for applying and designating finishes.

2.10.1 Appearance of Finished Work: Variations in appearance of abutting or adjacent pieces are acceptable if they are within one-half of the range of approved samples. Noticeable variations in the same piece are not acceptable. Variations in appearance of other components are acceptable if they are within the range of approved samples and are assembled or installed to minimize contrast.

3 EXECUTION

3.1 Examination: Examine substrates, with Erector present, for compliance with requirements for installation tolerances and other conditions affecting performance of metal building system. Verify elevations and locations of concrete bearing surfaces, and locations of anchor rods are within metal building system manufacturer’s tolerances.

3.2 Setting Baseplates: Clean concrete of bond-reducing materials and roughen surfaces before setting baseplates. Clean bottom surface of baseplates.

3.2.1 Set baseplates for structural members on wedges, shims, or setting nuts.

3.2.2 Tighten anchor rods after supported members have been positioned and plumbed.

3.2.3 Pack grout solidly between bearing surfaces and plates so no voids remain.

3.3 Primary Framing: Align and adjust framing members before permanently fastening.

3.3.1 Level and plumb individual members of structure.

3.3.2 Make field connections using high-strength bolts. Tighten bolts by turn-of-the-nut method.

3.4 Secondary Framing: Erect framing true to line, level, plumb, rigid, and secure.

3.4.1 Fasten secondary framing to primary framing using clips and carbon steel bolts. Hold rigidly to a straight line by sag rods.

3.4.2 Locate and space wall girts to suit door and window arrangements and heights.


3.4.3 Provide supplemental framing at entire perimeter of openings, including doors, windows, louvers, ventilators, and other penetrations of roof and walls.

3.5 Bracing: Install bracing in roof and sidewalls where indicated on erection drawings.

3.6 Roof Panel Installation: Provide roof panels of full length from eave to ridge when possible. Install panels perpendicular to purlins.

3.6.1 Rigidly fasten eave end of roof panels and allow ridge end free movement due to thermal expansion and contraction.

3.6.2 Install screw fasteners with power tools having controlled torque adjusted to compress neoprene washer tightly without damage to washer, screw threads, or panels. Install screws in predrilled holes.

3.6.3 Use aluminum or stainless steel fasteners for exterior applications and galvanized fasteners for interior applications.

3.6.4 Locate panel splices over, but not attached to, structural supports. Stagger panel splices to avoid a four-panel lap splice condition.

3.7 Wall Panel Installation: Provide panels full height of building when possible. Install panels perpendicular to girts.

3.7.1 Arrange and nest side-lap joints so prevailing winds blow over, not into, lapped joints. Install panels with vertical edges plumb. Lap ribbed one full rib corrugation.

3.7.2 When two rows of wall panels are required, lap panels 4 inches minimum. Locate panel splices over structural supports.

3.7.3 Apply elastomeric sealant continuously between metal base channel (sill angle) and concrete, and elsewhere as necessary for waterproofing.

3.7.4 Install screw fasteners with power tools having controlled torque adjusted to compress neoprene washer tightly without damage to washer, screw threads, or panels. Install screws in predrilled holes.

3.8 Insulation Installation: Install insulation concurrently with panel installation. Set vapor-retarder-faced units with vapor retarder to warm side of construction. Tape joints and ruptures in vapor retarder, and seal each continuous area of insulation to surrounding construction to ensure airtight installation.

3.8.1 Between-Purlin Installation: Extend insulation and vapor retarder between purlins. Carry vapor-retarder facing tabs up and over purlin, overlapping adjoining facing of next insulation course maintaining continuity of retarder. Hold in place with bands and crossbands below insulation.


3.9 Door Installation: Comply with manufacturer’s written instructions for installing doors, hardware, and other door components. Coordinate installation with wall flashings and other components. Seal perimeter of each door frame with elastomeric sealant used for panels.

3.10 Window Installation: Comply with manufacturer’s written instructions for installing window units, screens, hardware, and other window components. Coordinate installation with wall flashings and other components.

3.11 Accessory Installation: Install ventilators, louvers, and other accessories according to manufacturer’s written instructions, with positive anchorage to building and weathertight mounting. Coordinate installation with flashings and other components.

3.12 Special Inspection of Field Work:

3.12.1 Contractor shall provide a third party firm to perform special inspections for the building, foundation, floor system and other systems as required in conformance with the Building Code & City of Petersburg requirements. The qualifications of the third party firm shall be submitted to WW Associates, Inc. for approval.


3.12.2.1 Inspect installation of reinforcing steel to verify compliance with contract drawings and Sections 3.3 of ACI 301.

3.12.2.2 Inspect formwork for compliance with Section 2.3 of ACI 301. Inspect form removal for compliance with Section 2.3.2 of ACI 318.

3.12.2.3 Test concrete strength, air content, and slump in accordance with Section 1.6.4.2 of ACI 301.

3.12.2.4 Inspect concrete placement for compliance with Section 5.3.2 of ACI 301.

3.12.2.5 Inspect curing for compliance with Section 5.3.6.1 of ACI 301.

3.12.2.6 Inspect all bolt and weld connections for proper installation.

3.12.2.7 Metal binding manufacturer shall be certified by a third party inspector.

3.12.3 Special inspection of field work will not be required for the following elements, except that concrete strength, air content, and slump shall be tested in accordance with Section 1.6.4.2 of ACI 301.



End of Section


Section 16010 Electrical General Provisions

1 GENERAL 1.1 The contract documents apply to this section. 1.2 Provide necessary items for a complete installation of electrically operated

equipment specified in specifications and as shown on Contract Drawings. 1.3 Arrange equipment substantially as shown on the drawings. Make deviations

only where necessary to avoid interference. Check equipment size against available space prior to shipment to avoid interference.

1.4 Material, equipment and installation shall meet requirements of applicable codes

and standards listed below. Electrical material and equipment shall bear the UL label except where UL does not label such types of material and equipment.

1.4.1 Reference standards are referred to by abbreviation:

International Building Code ........................................................................ IBC

Certified Ballast ........................................................................................ CMB

Electrical Testing Lab ................................................................................ ETL

National Fire Protection Association NFPA National Electrical Code ................................................................. NEC

Underwriter’s Laboratories, Inc. .................................................................. UL

National Electrical Manufacturers Association ...................................... NEMA

Institute of Electrical and Electronic Engineering .................................... IEEE

Insulated Power Cable Engineers Association ....................................... IPCEA

National Electrical Safety Code .............................................................. NESC

Illuminating Engineering Society ................................................................ IES

Edison Electric Institute ............................................................................. EEI

Electronic Industries Association ................................................................ EIA

American National Standards Institute .................................................... ANSI

American Society for Testing and Materials.......................................... ASTM


1.5 Submit shop drawings for the following:

1.5.1 Panelboards

1.5.2 Transformers

1.5.3 Molded Case Circuit Breakers

1.5.4 Light fixtures 1.6 Testing and Placing in Service

1.6.1 Furnish all necessary instruments and equipment. Provide testing to confirm proper operation of electrical systems and equipment. Submit four (4) copies of test results to the owner.

1.6.2 Test results shall include service voltage at no load, service voltage at

maximum load, voltage drop when largest motor is started, maximum load on each feeder, total service maximum load, ground resistance of main service ground and ground resistance of separately derived electrical systems.

1.6.3 Instruct Owner’s personnel in proper operation and maintenance of

equipment.

1.6.4 Fill generator fuel tank after all testing and acceptance from owner. 2 PRODUCTS 2.1 Nameplates 2.2 General - Furnish and mount on each panelboard, starter, safety switch, and all

similar controls, a nameplate descriptive of the equipment or equipment controlled and circuit or device controlled from.

2.3 Provide black and white nameplates constructed from laminated phonemic with a

white center core. Letters shall be engraved in the phonemic to form white letters ⅜-inch high. Fasten nameplates with screws or a non-adhesive type fastener.

2.4 Supporting material shall be complete with hangers, connectors, bolts, clamps, and

necessary accessories to make a complete installation. Products by Binkley, Steel City, Kindorf, Raco, Unistrut, or Erico will be acceptable.

2.5 Stainless steel enclosures for electrical equipment shall be Type 304 stainless

steel.


3 EXECUTION

3.1 Provide equipment connections complete with motor controls, switches, wiring devices, control devices, protective devices, wiring and other accessories. All equipment and connections shall be as recommended by the manufacturer or as indicated on drawings and specified in specifications.

3.2 Install control and alarm wiring for all equipment in accordance with Division 16 Specification Sections. Before installing control circuits, ensure that controls and wiring diagrams are in accordance with those furnished with the equipment. Make any changes required due to different equipment, more up- to-date controls or safety devices, so that the equipment operates as required. Control voltage shall not exceed 120 volts unless indicated otherwise on the drawings.

3.3 When equipment is supplied with electrical requirements other than those specified

or shown on the drawings, associated electrical devices and circuitry of the current sizes and ratings shall be provided.

End of Section


Section 16040 Testing and Placing in Service

1 GENERAL 1.1 Description: Provide all material, equipment, labor, and supervision to perform

electrical tests in accordance with the requirements of this specification. Notify the Owner at least 3 working days in advance of tests.

1.2 Quality Assurance: Final acceptance will depend upon meeting requirements of

specified tests.

1.2.1 Perform all tests in accordance with manufacturer’s recommendations. Should manufacturer’s recommendations conflict with these specifications, contact the owner for instructions.

1.2.2 Material or equipment failing tests shall be repaired or replaced at the

Contractor’s expense.

2 PRODUCTS 2.1 The contractor shall employ appropriate testing devices and personnel trained in their

use.

3 EXECUTION 3.1 System Tests

3.1.1 Perform equipment tests as required in equipment sections of this specification.

3.1.2 Upon completion of equipment tests, function test each Division 16 electrical

system specified to verify total system operation.

3.1.3 Tests shall include the following in addition to test requirements of individual sections of Division 16

3.1.3.1 Measure the load on each phase of the main service and each

phase of every feeder under full load conditions.

3.1.3.2 Measure the no load and full load voltages (phase to phase and phase to ground for each phase) of each service and each separately derived system.

3.1.3.3 Measure the ground resistance of the main service grounding

electrode and the ground resistance of each separately derived system’s grounding electrode.


3.1.3.4 Make insulation resistance tests on all power and lighting circuitry and motors.

3.2 Instruct Owner personnel in proper operation and maintenance of equipment.

End of Section


Section 16110 Raceways

1 GENERAL 1.1 The contract documents apply to this section. 2 PRODUCTS 2.1 Rigid Steel Conduit: Low carbon, hot-dipped galvanized inside and outside, with

threaded ends, minimum size 3/4-inch. Fittings: Cast iron or alloy steel, galvanized.

2.2 Electrical Metallic Tubing (EMT): High strength galvanized 3/4-inch minimum

size. Fittings shall be of same finish and material as tubing. Use compression type fittings only.

2.3 Flexible metal conduit - Galvanized, single strip. 2.4 Liquid tight flexible metal conduit - Sealtite Type U.A. by Anaconda, Type

U.L. and CSA by International Metal Hose Co., or Sealflex-U by Universal Metal Hose Co.

2.5 Polyvinyl chloride conduit: Schedule 80, with threaded ends, minimum size ¾-

inch. Fittings shall be threaded. 2.6 Schedule 40 electrical plastic conduit: Designed for underground installation

without concrete encasement and normal duty application above ground and made of polyvinyl chloride (EPC-40-PVC for type II and III applications.)

2.7 Sealing fittings or bushings - Crouse-Hines Series EYS, EZD or EZS or equal by

Pyle National or Appleton. 2.8 Insulated Bushings - Type B or SBT, as applicable, by O-Z or Series B1900 or

Series TC700, as applicable, by Steel City. 3 EXECUTION 3.1 Install Galvanized Rigid Steel conduit for all above grade exterior and power

feeder conduit. 3.2 Install non-metallic schedule 40 conduit for all below grade conduit unless

indicated otherwise. 3.3 Install EMT conduit within warehouse building, all other above grade conduits

shall be rigid steel conduits. 3.4 Space groups of conduit uniformly.


3.5 For bends and offsets, use an approved Hickey or Bending machine. 3.6 Cut all conduits with hacksaw or approved cutting machine and ream after

threading to remove all burrs. 3.7 Fasten conduit securely to outlets, junctions and pull boxes to ensure firm electrical

contact. Join conduit with approved couplings. No running threads will be allowed. 3.8 Provide insulated bushings and double locknuts on conduits entering or leaving

outlet, junction, or pull boxes, and cabinets. 3.9 Avoid condensation pockets in installations. Keep conduit, fittings and boxes free

from foreign matter, before, during and after installation. 3.10 All buried conduits outside of buildings shall have a minimum of thirty (30)

inches of cover.

End of Section


Section 16120 Wire, Cable and Wiring (600 Volt Max.)

1 GENERAL 1.1 The contract documents apply to this section. 1.2 Standards - NEMA Publications WC3, WCS, and WCZ, as applicable. 1.3 Conductor Coding -

1.3.1 Color code insulated grounding conductors in accordance with NEC.

1.3.2 Color code current carrying conductors, except control and instrumentation conductors, as scheduled on the drawings.

1.3.3 No. 12 and No. 10 conductors shall have continuous insulation color.

1.3.3.1 Color code conductors larger than no. 10 which do not have

continuous insulation, color by application of at least two laps of colored tape on each conductor at all points of access.

1.4 Provide tray rated cable where indicated on the construction drawings from the

motor control center to the new warehouse building 480 volt panel. 1.5 All Conductors shall be copper. 1.6 Three single phase circuits may be installed in one conduit using conductors of

different phases, do not share neutral conductors. 2 PRODUCTS 2.1 Conductors

2.1.1 Conductors shall have moisture resistant, flame retarding, thermoplastic insulation, type “THHN/THWN”, rated for 600 volts unless.

2.1.2 Conductors shall be stranded, soft annealed copper.

2.1.3 Underground outdoor conductors shall be alloy coated, type “XHHW”

insulated and rated for 600 volts.

2.1.4 Provide No. 12 conductors, unless otherwise indicated. 3 EXECUTION 3.1 Install all wiring in conduit.

3.2 Install splice-free conductors within ducts, conduits or earth.


3.3 Connect No. 10 and smaller wires with constant pressure expandable spring

type connectors, “Scotchlok” by 3M. 3.4 Connect No. 8 and larger wires with compression connectors or splices as

manufactured by Burndy, or T & B. 3.5 Insulate mechanical splicing connectors to at least 200 PCT. of wire insulation

using pre-stretched tubing connector insulators, 3/M PST for No. 2 and larger conductors.

3.6 Use terminal strips to interconnect and splice control cables. 3.7 Pull conductors using recognized methods and equipment leaving ample lengths of

wire at junctions for connections.

3.7.1 Use soapstone or UL approved compound as required to facilitate pulling.

3.7.2 Complete and cleanout conduit system before pulling wire. 3.8 Form and tie all wiring in panelboards.

End of Section


Section 16130 Switch and Outlet Boxes

1 GENERAL 1.1 The contract documents apply to this section. 1.2 Provide boxes, complete with cover or device plate for switches, receptacles, or

other similar devices, or where required for pulling or joining branch circuit wiring.

1.3 Conduit bodies may be used on exposed conduit work instead of outlet boxes. 2 PRODUCTS 2.1 Cast boxes, zinc-cadmium finish malleable iron. Cast boxes shall be series FD by

Crouse-Hinds or Appleton. 2.2 Box sizes (minimum) shall be four (4) inches wide, four (4) inches long and 2-1/2

inches deep. 2.3 Cover plates for exterior areas - Corrosion resistant cast aluminum, gasketed,

weatherproof, Crouse-Hinds = DS701G for duplex receptacles and - DS185 for switches.

2.4 Provide covers and gaskets with conduit bodies, of a design suitable for the

application. Provide watertight conduit bodies in damp and wet locations. Conduit bodies will be cast ferrous alloy, galvanized, as manufactured by Crouse-Hinds or Appleton.

3 EXECUTION 3.1 Support all boxes to maintain alignment and rigidity. 3.2 All interior device boxes shall be metallic. 3.3 Exterior boxes shall be cast type. 3.4 Clean boxes of all foreign matter prior to installation or wiring or devices.

End of Section


Section 16140 Wiring Devices

1 GENERAL

1.1 The contract documents apply to this section.

1.2 Standards, NEMA Publications No. WD-1, No. WD-2, No. WD-3, No. WD-5.

1.3 Wiring device color shall be gray except where otherwise indicated.

2 PRODUCTS

2.1 A.C. General-Use snap switches

2.1.1 Provide totally enclosed, 20 ampere, 120/277 volt, quiet A.C. Industrial Grade snap switches.

2.1.2 Switches shall be single pole or as required.

2.1.3 Switches shall be industrial specification grade. Bryant 4900 series, Hubbell 1220 series, P&S 20AC series, G.E. 5950 series.

2.2 Duplex convenience receptacles

2.2.1 Provide NEMA configuration 5-20R duplex 125 volt grounding type receptacles rated for 20 amperes.

2.2.2 Receptacles shall be industrial specification grade. Bryant 5362, Hubbell 5362, P&S 6300, G.E. 4108.

3 EXECUTION

3.1 Install A.C. General-Use snap switches for switching lighting or other branch circuit loads as indicated on the drawings.

3.1.1 Locate approximately 4 foot, 6 inches above finished grade unless other indicated.

3.2 Install receptacles as indicated on drawings.

3.2.1 Locate approximately where indicated on drawings.

3.3 All exterior devices shall have a weatherproof when connected cover.

End of Section


Section 16190 Supporting Devices

1 GENERAL 1.1 The contract documents apply to this section. 1.2 References: Reference standards are referred to by abbreviation as follows:

1.2.1 ASTM A47 Malleable Iron Castings

1.2.2 ASTM A48 Gray Iron Castings

1.2.3 ASTM A108 Steel Bard, Carbon, Cold-Finished, standard quality

1.2.4 ASTM A123 Zinc (hot galvanized) coatings on products fabricated from rolled, pressed, and forged steel shapes, plates, bars, and strip

1.2.5 ASTM A153 zinc coating (hot dip) on iron and steel hardware

1.2.6 ASTM A164 Electrodeposited coatings of zinc on steel (type RS) for zinc

1.2.7 ASTM A165 Electrodeposited coatings of cadmium on steel (type TS) for cadmium

1.2.8 ASTM A167 stainless and heat-resisting chromium-nickel steel plate, sheet and strip

1.2.9 ASTM A307 carbon steel externally and internally threaded standard fasteners

1.2.10 ASTM A525 steel sheet, zinc coated (galvanized) by the hot-dip process, general requirements

1.2.11 ASTM A366 steel, carbon, cold-rolled sheet, commercial quality

1.2.12 ASTM A386 zinc coating (hot dip) on assembled steel products

1.2.13 ASTM A526 steel sheet, zinc coated (galvanized) by the hot-dip process, commercial quality

1.2.14 ASTM A569 steel, carbon (0.15 maximum percent), hot rolled sheet and strip, commercial quality

1.2.15 ASTM A570 hot-rolled carbon steel sheet and strip, structural quality

1.2.16 ASTM A575 merchant quality hot-rolled carbon steel bars

1.2.17 ASTM A576 steel bars, carbon, hot-rolled, specialty quality


1.2.18 ASTM A611 steel, cold-rolled sheet, carbon, structural

1.2.19 ASTM A635 hot-rolled carbon sheet and strip, commercial quality, heavy- thickness coils (formerly plate)

1.2.20 ASTM B26 aluminum alloy sand castings

1.2.21 ASTM B85 aluminum alloy die castings

1.2.22 ASTM B209 aluminum alloy die castings

1.2.23 ASTM B221 aluminum alloy extruded bars, rods, wires, shapes, and tubes

1.2.24 ASTM B316 aluminum-alloy extruded bar, rod, pipe, and structural shapes for electrical purposes (bus conductors)

1.2.25 ASTM B633 electrodeposited coatings of zinc on iron and steel

1.3 Materials shall conform to the following standards. 1.4 Channel

1.4.1 Steel for hot-dip galvanizing; grade 33 12 gage & 14 gage ...................... A570

1.4.2 Steel for hot-dip galvanizing, Grace C 14 gage & 18 gage ....................... A611

1.4.3 Aluminum, alloy 6061 or 6063 ................................................................. B308

1.4.4 Stainless steel, Type 304 ........................................................................... A167 1.5 Nuts

1.5.1 S Steel, electroplated or A108 ................................................................... A567

1.5.2 Aluminum or 6061 ................................................................................... Alloy

1.5.3 Stainless steel, Type 304 ........................................................................... A167 1.6 Threaded Fasteners

1.6.1 Steel bolts, nuts, washers ........................................................................... A307

1.6.2 Aluminum or B316.................................................................................... B221

1.6.3 Stainless Steel, type 304 ............................................................................ A157 1.7 General Fittings

1.7.1 Steel, plated; made from 1-5/8 bar ¼” and thicker ................................... A576


1.7.2 Steel, plated; made from 1-5/8 bar ¼” and thicker ................................... A569

1.7.3 Steel, plated; made from flat plates ¼” and thicker .................... A569 or A635

1.7.4 Iron Castings ........................................................................ A47-68 and 48-74

1.7.5 Aluminum castings ............................................................ B26-74 and B85-73

1.7.6 Aluminum ........................................................................................ Alloy 3003

1.7.7 Stainless Steel .......................................................................... A167, Type 304 1.8 Pipe Clamps and Straps

1.8.1 Steel ............................... A570 Grade 33, A575, A611 Grade C as Applicable

1.8.2 Aluminum ........................................................................................ Alloy 3003

1.8.3 Stainless Steel .......................................................................... A167, Type 304 1.9 Plates (4”x4”x1/4” thick and larger)

1.9.1 Galvanized ..................................................................................... A525, A123

1.9.2 Aluminum ............................................................................. B209, Alloy 3003

1.9.3 Stainless Steel .......................................................................... A167, Type 304 1.10 Finishes

1.10.1 Hot-Dip Galvanized (Iron & Steel Hardware) ......................................... A153

1.10.2 Hot-Dip Galvanized (Assembled Steel Prod.) .......................................... A386

1.10.3 Mill Galvanized (Sheet Steel & Coils).............................................. A525 G90

1.10.4 Electrodeposited Zinc .............................................................. A164 and B633

1.10.5 Electrodeposited Cadmium .......................................................... 165, Type TS 1.11 Supporting Material shall be complete with hangers, connectors, bolts, clamps, and

necessary accessories to make a complete installation. 2 PRODUCTS 2.1 Outdoors: Threaded materials shall be stainless steel. All other materials shall be

aluminum, stainless steel, or both.


2.2 Acceptable factory fabricated channel support system manufacturers:

2.2.1 B-Line Systems, Inc.

2.2.2 Midland-Rose Corporation, Electrical Products Division (Kindorf)

2.2.3 Unistrut 3 EXECUTION 3.1 Support all equipment which is not inherently self-supporting in such a manner as

to effect a rigid and permanent installation. Use factory-fabricated channel, support systems, and as appropriate, other structural shapes such as angles, “C” Channels, pipe, and the like.

End of Section


Section 16420 Electric Service

1 GENERAL 1.1 The contract documents apply to this section. 1.2 Electrical characteristics of service will be:

1.2.1 480/277 Volts, 3 phase, 4 wire. 2 PRODUCTS 2.1 Specified in other Sections. 3 EXECUTION 3.1 Electrical service shall be from an existing motor control center located in the

Headworks Building (MCCA). Provide a new complete motor control center bucket per the contract drawings.

End of Section


Section 16450 Grounding

1 GENERAL 1.1 The contract documents apply to this section. 1.2 Provide grounding in accordance with NEC as a minimum, for the electrical

power supply as well as the building. Additional grounding requirements shall be as specified or indicated on drawings.

2 PRODUCTS 2.1 Ground rods shall be copper clad steel, 10 feet in length and ¾-inch in diameter. 2.2 Grounding electrode conductors shall be bare copper sized in accordance with

NEC Table 250-94, or as shown on the contract drawings. 2.3 Equipment grounding conductors in raceways shall be copper with green

insulation, sized in accordance with NEC 250-95. Bare copper grounding conductors will be acceptable in underground outside raceways.

2.4 Ground connections shall be exothermic type Cadweld or Thermoweld, when

direct buried. 3 EXECUTION 3.1 Install equipment grounding conductors in all raceways containing conductors

having 100 volts or more to ground. 3.2 If earth resistance of the service grounding electrode is more than required,

install one additional ground rod a minimum of sixteen (16) feet from other electrodes.

End of Section


Section 16461 Dry Transformers

1 GENERAL 1.1 Description: Transformer ratings and special features shall be as indicated on

drawings. 1.2 References

1.2.1 NEMA publications

1.2.1.1 ST 1 specialty transformers

1.2.1.2 ST 20 dry-type transformers for general applications

1.2.1.3 TR27 commercial, institutional, and industrial dry type transformers

1.2.2 UL standards

1.2.2.1 1561 general dry-type power transformers 2 PRODUCTS 2.1 Transformers shall be continuously rated isolating type for 60 Hertz service unless

otherwise indicated. 2.2 Insulation system

2.2.1 Insulation systems shall be 220°C (150°C rise) for 30 kVA and above, three phase units.

2.3 Enclosures for transformers shall be metallic, suitable for indoor or outdoor

installations as applicable, and shall be rodent proof. 2.4 Manufacturer shall be General Electric, Square D, Acme, Hevi-Duty, or Siemens. 3 EXECUTION 3.1 Securely mount transformers at location indicated on drawings. Provide all

hardware required for a complete and secure installation. 3.2 Transformers shall be installed on 3-1/2” high housekeeping pads. 3.3 Make conduit connections with flexible conduit.

End of Section


Section 16470 Panelboards

1 GENERAL 1.1 The contract documents apply to this section. 1.2 Standards - NEMA Publication No. P8-1. 2 PRODUCTS 2.1 Panelboards shall be enclosed dead-front safety type with features and ratings

as scheduled on the drawings. 2.2 Panelboards shall be as manufactured by Square D or approved equal.

2.2.1 Panels known as “Load Centers” are unacceptable.

2.2.2 480 volt panels shall be “I-Line” type.

2.2.3 208 volt panels shall be “NQOB” type. 2.3 Molded case circuit breakers shall be as required for intended use and specified

in this Division. 2.4 Bus Bars shall be rectangular solid copper. 2.5 All Panelboard enclosures shall be Door-In-Door (Hinged Covers) type NEMA

1 rated. Provide locks with four (4) master keys to fit all panels, plastic covered directory holders and cards.

2.6 Space where shown in panel schedules designates space for future protective

devices and shall include bus and support components. 3 EXECUTION 3.1 Bolt all connections to bus bars through highly conductive metal. 3.2 Install cabinets so that center of top breaker or switch does not exceed six (6)

feet, six (6) inches above finished floor. 3.3 Circuits shall be arranged and numbered so as to provide balance of all phases

and/or legs. 3.4 Provide stainless steel ¼-inch spacers between all panel enclosures and masonry

walls.

End of Section


Section 16475 Molded Case Circuit Breakers (MCCB)

1 GENERAL 1.1 References: NEMA Publication AB 1 molded case circuit breakers. 1.2 This section applies to all MCCB whether individually enclosed, group mounted, or

part of other equipment. 2 PRODUCTS 2.1 General

2.1.1 MCCB shall be bolt-on type with ratings and special features as scheduled.

2.1.2 Trips

2.1.2.1 Trips shall be thermal magnetic with inverse time delay and instantaneous time-current characteristics.

2.1.2.2 225 Ampere frame and larger MCCB shall have interchangeable

trips and adjustable magnetic feature. 2.2 480/277 volt MCCB shall be industrial grade MCCB (I-Line). 2.3 208/120 volt MCCB shall be commercial grade NQOB. 2.4 Manufacturer shall be Square D or approved equal. 3 EXECUTION 3.1 Not used.

End of Section


Section 16510 Lighting

1 GENERAL 1.1 Related Documents: Documents affecting work of this section include, but are not

necessarily limited to, General Conditions, and Sections of Division 1 of these Specifications.

1.2 Work Included

1.2.1 Furnish, assemble, hang, and connect all lighting fixtures for fixture outlets shown by symbols on the drawings.

1.2.2 All fixtures shall be furnished complete with sockets, internal wiring,

leads, trim, plaster rings and frames, hangers, supports, ballasts, etc., as applicable and required for a complete and workmanlike installation.

2 PRODUCTS 2.1 Acceptable Manufacturers

2.1.1 Products of certain manufacturers are specified, equal and similar products of other manufacturers will be acceptable subject to approval by the owner.

2.2 Light Fixtures

2.2.1 Lighting fixtures shall be as indicated on the contract drawings with applicable design features specified in this section.

3 EXECUTION 3.1 Supports

3.1.1 Support light fixtures directly from the building structure.

3.1.2 Lay-in type light fixtures shall be supported from the building structure by at least 2 support wires.

3.2 Alignment: Align all fixtures and fixture rows and clean all fixtures prior to

final acceptance.

End of Section


SCWWA – WAREHOUSE FACILITY

APPENDIX

ECS REPORT OF SUBSURFACE EXPLORATION AND

GEOTECHNICAL ENGINEERING ANALYSIS

dated December 14, 2017

REPORT OF

SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING ANALYSIS

SCWWA (SOUTH CENTRAL WASTEWATER AUTHORITY) – NEW WAREHOUSE

900 MAGAZINE ROAD PETERSBURG, VIRGINIA 23803

FOR

MR. HERBERT F. WHITE, III, P.E.

WW ASSOCIATES, INC 3040 AVEMORE SQUARE PLACE

CHARLOTTESVILLE, VIRGINIA 22911

DECEMBER 14, 2017

ECS PROJECT NO.: 03:12693

December 14, 2017

Mr. Herbert F. White, III, P.E. WW Associates, Inc. 3040 Avemore Square Place Charlottesville, Virginia 22911

ECS Project No. 03:12693

Reference: Report of Subsurface Exploration and Geotechnical Engineering Analysis SCWWA (South Central Wastewater Authority) – New Warehouse 900 Magazine Road Petersburg, Virginia 23803 Dear Mr. White, ECS Mid-Atlantic, LLC (ECS) has completed the subsurface exploration, laboratory testing, and geotechnical engineering analyses for the above-referenced project. Our services were performed in general accordance with our Proposal No. 03:13564-GP dated 10/9/17 and Change Order #1 dated 10/27/17. This report presents our understanding of the geotechnical aspects of the project along with the results of the field exploration and laboratory testing conducted, and our design and construction recommendations. It has been our pleasure to be of service to WW Associates, Inc. during the design phase of this project. We would appreciate the opportunity to remain involved during the continuation of the design phase, and we would like to provide our services during construction phase operations as well to verify the assumptions of subsurface conditions made for this report. Should you have any questions concerning the information contained in this report, or if we can be of further assistance to you, please contact us. Respectfully submitted, ECS Mid-Atlantic, LLC

David J. Schlotterer, L.P.S.S. David E. Stinnette, P.E. Project Manager Senior Geotechnical Senior Geotechnical Engineer [email protected] [email protected] Distribution Via Email: Herbert F. White, III, P.E. ([email protected]) H. Anthony Pace, P.E. ([email protected])




REPORT OF SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING ANALYSIS

SCWWA – NEW WAREHOUSE

ECS MID-ATLANTIC, LLC PROJECT NO. 03:12693

TABLE OF CONTENTS EXECUTIVE SUMMARY ............................................................................................................................................................. 1 1.0 INTRODUCTION ................................................................................................................................................................. 2

1.1 GENERAL ................................................................................................................................................................ 2 1.2 SCOPE OF SERVICES ................................................................................................................................................ 2 1.3 AUTHORIZATION .................................................................................................................................................... 3

2.0 PROJECT INFORMATION ................................................................................................................................................... 3 2.1 PROJECT LOCATION ................................................................................................................................................ 3 2.2 PAST HISTORY/ CURRENT SITE USE ........................................................................................................................ 3 2.3 PROPOSED CONSTRUCTION ................................................................................................................................... 4

3.0 FIELD EXPLORATION ......................................................................................................................................................... 4 3.1 FIELD EXPLORATION PROGRAM ............................................................................................................................. 4 3.2 REGIONAL/SITE GEOLOGY ...................................................................................................................................... 5 3.3 SUBSURFACE CHARACTERIZATION ......................................................................................................................... 5 3.4 GROUNDWATER OBSERVATIONS ........................................................................................................................... 5

4.0 LABORATORY TESTING ...................................................................................................................................................... 6 5.0 DESIGN RECOMMENDATIONS .......................................................................................................................................... 6

5.1 DEEP FOUNDATIONS .......................................................................................................................................... 6 5.2 FLOOR SLABS ...................................................................................................................................................... 8 5.3 SEISMIC SITE CLASSIFICATION ............................................................................................................................ 9 5.4 VIBRATION MONITORING .................................................................................................................................. 9

6.1 SUBGRADE PREPARATION .................................................................................................................................... 10 6.1.1 STRIPPING AND GRUBBING ........................................................................................................................... 10 6.1.2 PROOFROLLING ............................................................................................................................................. 10 6.1.3 SITE TEMPORARY DEWATERING .................................................................................................................... 10 6.1.4 SUBGRADE STABILIZATION ............................................................................................................................ 10

6.2 EARTHWORK OPERATIONS ................................................................................................................................... 11 6.2.1 STRUCTURAL FILL MATERIALS ....................................................................................................................... 11 6.2.2 COMPACTION ................................................................................................................................................ 12

6.3 FOUNDATION AND SLAB OBSERVATIONS ............................................................................................................ 13 6.4 UTILITY INSTALLATIONS ....................................................................................................................................... 13 6.5 GENERAL CONSTRUCTION CONSIDERATIONS ....................................................................................................... 14

7.0 CLOSING ........................................................................................................................................................................... 15 APPENDICES I. Boring Location Plan II Soil Test Boring Logs and Generalized Subsurface Profiles II. Unified Classification System and Reference Notes for Boring Logs IV. Summary of Laboratory Test Data

SCWWA - New Warehouse December 14, 2017 ECS Project No. 03:12693 Page 1

EXECUTIVE SUMMARY

The following summarizes the main findings of the exploration, particularly those that may have a cost impact on the planned development. Further, our principal foundation recommendations are summarized. Information gleaned from the executive summary should not be utilized in lieu of reading the entire geotechnical report.

• The geotechnical exploration performed for the proposed development included five (5) soil test borings drilled to depths up to 40 feet below existing ground surface and classification type laboratory testing. Borings B-4 and B-5 were terminated at depths of 38.75 feet and 28.83 feet, respectively, due to auger refusal on extremely dense soil or rock.

• The borings generally encountered FILL material from the ground surface to variable depths ranging

from 8 feet to 22 feet. The FILL is generally characterized as Sandy CLAY (CL and CH -FILL) and Clayey and Silty SAND (SC, SM and SP-SM/SP-SC – FILL), and contained localized rock fragments and construction debris. Standard Penetration Test (SPT) “N”-Values were recorded between 62 and 2 blows-per-foot, indicating the material is very stiff to very soft and/or very dense to very loose. It is noted that the higher “N”-Values were recorded nearer the surface. The existing surface FILL is considered uncontrolled. Underlying the FILL and extending to boring termination the natural soils consisted of erratic deposits of Sandy CLAY (CL-CH), Clayey SAND (SP-SM, SM and SC), and Sandy SILT (MH). Based on SPT testing, these soils are generally very soft to stiff and/or very loose to very dense. SPT “N” values were recorded between 2 and 79 blows-per-foot. In all of the borings the soil strength increased with depth, and borings B-4 and B-5 were terminated due to auger refusal on rock.

• The proposed warehouse building will be located to the west of the existing wastewater facility. At

present time the building site is relatively clear and open with a grass type vegetative cover. Surface grades slope down gently from the east to the west with approximately two feet of elevation change. It is anticipated that one to two feet of cut and fill will be required to establish finished floor elevation. The proposed warehouse structure will be a single-story pre-engineered metal building with a lean-to on one side. The main building will have a footprint of 50 feet by 100 feet (5,000 square feet). The lean-to will have a footprint of 14 feet by 100 feet and will be connected to the west side of the main building. The eave height for the main building will be 18 feet and the eave height for the lean-to will be 14 feet. Maximum foundation loads are expected to be less than 25 kips downward (columns), 12 kips uplift, and 5 kips lateral. Maximum floor load (LL + DL) is expected to be 300 psf.

• Due to the presence of the uncontrolled and unsuitable surface fill, it is recommended that the

foundations for the proposed building and the floor slab be supported by driven timber piles. The foundation and slab can be designed based on an 8” tip timber pile with an allowable design capacity of 25 tons (50 kips). Based on our experience with seismic testing in this geologic environment, we estimate the subsurface profile of this site to have Site-Class D.

• Design discussion for stormwater management, buried utilities, site pavements or other site improvements are excluded from this geotechnical investigation and report.


1.0 INTRODUCTION

1.1 GENERAL The purpose of this study was to provide geotechnical information for the design of building foundations and floor slab. The recommendations developed for this report are based on project information supplied by WW Associates, Inc and Nolen Frisa Associates (Consulting Engineers). This report contains the results of our subsurface exploration and laboratory testing program, site characterization, engineering analyses, and recommendations for the design and construction of the proposed building and general site preparation.

1.2 SCOPE OF SERVICES To obtain the necessary geotechnical information required for the construction of the proposed building, five (5) soil test borings were performed at locations selected by ECS. A laboratory testing program was also implemented to characterize the physical and engineering properties of representative samples for the subsurface soils. This report discusses our exploratory and testing procedures, presents our findings and evaluations and includes the following:

• A brief review and description of our field and laboratory test procedures and the results of testing conducted.

• A review of surface topographical features and site conditions. • A review of area and site geologic conditions. • A review of subsurface soil stratigraphy with pertinent available physical properties. • Final copies of our soil exploration/test borings. • Recommendations for driven timber piles for support of the proposed building foundations and floor

slab. • Recommendations for site preparation and construction of compacted fills, including an evaluation of

on-site soils for use as compacted fills and delineation of potentially unsuitable soils and/or soils exhibiting excessive moisture at the time of sampling.

• Recommended seismic site classification in accordance with the International Building Code (IBC) 2012. This analysis will be based on the Standard Penetration Test (SPT) method described in Section 1613.5.5 of IBC.

• Evaluation of the site with respect to potential construction problems and recommendations dealing with earthwork and inspections during construction.

• General conclusions and recommendations • Recommendations on additional testing and/or consultation that may be required to compete the

exploration for this project.


1.3 AUTHORIZATION Our services were provided in accordance with our Proposal No. 03:13564-GP, dated 10/9/17, as authorized by WW Associates, Inc on 10/13/17, and includes the Terms and Conditions of Service outlined with our Proposal. A change order for deeper borings was submitted on 10/27/17 and authorized on 11/1/17.

2.0 PROJECT INFORMATION

2.1 PROJECT LOCATION The proposed new warehouse building will be situated to the immediate west of the existing South Central Wastewater Authority (SCWWA) facility located at 900 Magazine Road in Petersburg, Virginia. The building site is generally bound to the west by Interstate 95 and to the north by Magazine Road. The Appomattox River is located north of Magazine Road.

Figure 2.1.1: Site Location

2.2 PAST HISTORY/ CURRENT SITE USE The site is currently an open field with grass type vegetative cover. It is our understanding that the general site area was formerly used as a holding pond; however, specific details are not readily available.

SCWWA - New Warehouse December 14, 2017 ECS Project No. 03:12693 Page 4 2.3 PROPOSED CONSTRUCTION The proposed warehouse building will be located to the west of the existing SCWWA facility. At present time the building site is relatively clear and open with a grass type vegetative cover. Surface grades slope down gently from the east to the west with approximately two feet of elevation change. Existing surface grades within the proposed building limits range from EL. 16 feet along the east side building line to EL. 14 feet along the west side building line. It is anticipated that one to two feet of cut and fill will be required to establish finished floor elevation. The proposed warehouse structure will be a single-story pre-engineered metal building with a lean-to on one side. The main building will have a footprint of 50 feet by 100 feet (5,000 square feet). The lean-to will have a footprint of 14 feet by 100 feet and will be connected to the west side of the main building. The eave height for the main building will be 18 feet and the eave height for the lean-to will be 14 feet. Maximum foundation loads are expected to be less than 25 kips downward (columns), 12 kips uplift, and 5 kips lateral. The Maximum floor load (LL + DL) is expected to be 300 psf. As recommended herein, the building will be supported by grade beams and driven timber piles. The floor slab will be an 8-inch thick structural slab supported by the exterior wall grade beams and two longitudinal grade beams that extend from endwall to endwall.

3.0 FIELD EXPLORATION

3.1 FIELD EXPLORATION PROGRAM The field exploration was planned with the objective of characterizing the project site in general geotechnical and geological terms and to evaluate subsequent field and laboratory data to assist in the determination of geotechnical recommendations. The subsurface conditions were explored by drilling five (5) soil test borings within the proposed building limits. Borings were advanced to depths up to 40 feet below current ground surface, or to auger refusal on rock, whichever occurred first. An ATV-mounted drill rig was utilized to drill the soil test borings. Drilling was provided by Scott Drilling, LLC. Boring locations were identified in the field by ECS personnel using GPS techniques or by taping from existing features prior to mobilization of the drilling equipment. The approximate boring locations are shown on the Boring Location Diagram in Appendix I. Standard Penetration Tests (SPTs) were conducted in the borings in general accordance with ASTM D 1586. SPT and soil sampling was performed continuously from 0 feet to 10 feet and 5 foot intervals thereafter. Small representative samples were obtained during these tests and were used to classify the soils encountered. The standard penetration resistances (“N”-Values) that were obtained provide a general indication of soil shear strength and compressibility.


3.2 REGIONAL/SITE GEOLOGY The subject property is located on the western margin of the Coastal Plain Physiographic Province near the transition with the Piedmont Physiographic Province. The Coastal Plain province extends from the Fall Zone at the eastern edge of the Piedmont Province eastward to the Atlantic Ocean. The Coastal Plain province is generally characterized by terraced landscape that stair-steps down to the coast and to the major rivers. The terrace risers (scarps) are former shorelines and the treads are emergent bay and river bottoms. The higher, older plains in the western part of the Coastal Plain are more dissected by stream erosion than the lower, younger terrace treads. This landscape was formed over the last few million years as sea level rose and fell in response to the repeated melting and growth of large continental glaciers and as the Coastal Plain slowly uplifted. The Piedmont province in this geographic region is characterized by granite and gneiss rock which underlies a highly weathered rock zone, which is overlain by Coastal Plain alluvial soils.

3.3 SUBSURFACE CHARACTERIZATION The subsurface conditions encountered were generally consistent with published geological mapping. The following sections provide generalized characterizations of the soil strata encountered during our subsurface exploration. For subsurface information at a specific location, refer to the Boring Logs in Appendix II. All of the borings typically encountered 3 to 5 inches of topsoil and organic surface material. Underlying the surface cover, all of the soil borings encountered FILL material which is generally characterized as Sandy CLAY (CL and CH -FILL) and Clayey and Silty SAND (SC, SM and SP-SM/SP-SC – FILL), and contained localized rock fragments and construction debris. Standard Penetration Test (SPT) “N”-Values were recorded between 62 and 2 blows-per-foot, indicating the material is very stiff to very soft and/or very dense to very loose. It is noted that the higher “N”-Values were recorded nearer the surface and then dropped off significantly below a depth of about 5 feet. The fill extended to depths ranging from about 8 feet to about 22 feet. There is no readily available documentation pertaining to the placement of this FILL, therefore, the FILL is considered uncontrolled. Underlying the FILL and extending to boring termination depth of 40 feet or auger refusal at depths of 38 feet and 28 feet (Borings B-4 and B-5, respectively) the natural soils consisted of erratic deposits of Sandy CLAY (CL-CH), Clayey SAND (SP-SM, SM and SC), and Sandy SILT (MH). SPT “N” values for the natural soils were recorded between 2 and 79 blows-per-foot, indicating these soils are generally very soft to stiff and/or very loose to very dense. In all of the borings the soil strength based on SPT “N”-Values increased with depth and encountered a weathered rock zone. Borings B-4 and B-5 were terminated due to auger refusal on rock. 3.4 GROUNDWATER OBSERVATIONS Water levels were measured in our borings as noted on the soil boring logs in Appendix II. Groundwater depths measured at the time of drilling were encountered at variable depths ranging from approximately 6 feet to 24 feet below existing ground surface. The variations in the short-term water table reading could be attributed to the different soil strata encountered by the borings. Variations in the long-term water table may occur as a result of changes in precipitation, evaporation, surface water runoff, construction activities, and other factors. Normally, the highest groundwater levels occur in the late winter and spring and lowest levels occur in the late summer and fall. The contractor should determine actual groundwater conditions prior to construction to evaluate their impact on the work.


4.0 LABORATORY TESTING

An experienced Geologist or Geotechnical Engineer visually classified each soil sample from the test borings on the basis of texture and plasticity in accordance with the Unified Soil Classification System (USCS) and ASTM D2488 (Description and Identification of Soils-Visual/Manual Procedures). Representative soil samples from the test borings were subjected to moisture content (ASTM D2216), gradation (ASTM D1140), and Atterberg Limits tests (ASTM D4318) to aid in ascertaining pertinent engineering properties. The results from this testing were used to substantiate the visual classifications and to evaluate the soil’s pertinent engineering characteristics. The results of all the laboratory testing are included in the summary sheet in Appendix IV of this report. The group symbols for each soil type are indicated in parentheses following the soil descriptions on the boring logs. The stratification lines designating the interfaces between earth materials on the boring logs are approximate; in situ, the transitions may be gradual. The soil samples will be retained in our laboratory for a period of 60 days, after which they will be discarded unless other instructions are received as to their disposition.

5.0 DESIGN RECOMMENDATIONS

5.1 DEEP FOUNDATIONS It is recommended that the building and floor slab be supported on a deep foundation system consisting of driven timber piles. Piles should be driven into the dense sand stratum that overlies rock at estimated depths of 30 to 40 feet below current site grades. Provided below are recommendations for driven timber piles.

Pile Criteria

Pile Type Pile Size Embedment Length* Allowable Capacities (tons)

Timber (Round with Natural Taper) 8” Tip 40 feet 25 tons 2 tons 2 tons

*Embedment length is estimated from ground surface at the time of drilling.

Pile installation depth as recommended in the preceding table assumes an approximate 1-foot embedment into the bearing stratum. The allowable pile capacities presented in the preceding table are based a factor of safety of approximately 2.25 for bearing (compression), and a factor of safety of 2.0 for uplift (tension) and lateral loads. Due to the presence of unsuitable fill which overlies the site and the variability expected with installation depth, the timber piles have been evaluated for end bearing only and side friction capacity has been ignored. A higher capacity pile can be achieved, if needed, if shaft capacity is added to the end bearing capacity. The project structural engineer should locate and space the piles based on actual building load conditions and grade beam design. Lateral pile deflection is based on a free head condition, in the event a fixed head condition is developed, lateral pile capacities may be re-evaluated for additional loading criteria. Total pile settlements are anticipated to be up to 0.5 inches; that is, pile movement required to mobilize soil resistance (approximately 0.15 to 0.25 inches) plus pile shortening resulting from longitudinal elastic compression. These settlements will occur more or less immediately upon application of the service loads. Long term settlements after that time are estimated to be negligible, unless substantial additional loads are applied.

SCWWA - New Warehouse December 14, 2017 ECS Project No. 03:12693 Page 7 It is recommended that the timber piles meet the requirements of ASTM D-25 for round timber end bearing piles. The piles should be clean peeled and pressure treated in accordance with the requirements of AWPA C3, and/or standard ACA (ammoniated copper arsenate) and CCA (copper chrome arsenate) treatment which is common for timber piles. The timber pile design stresses should be established in accordance with ASTM D-2899 and the local applicable Building Codes. Prior to driving, it is recommended that the timber piles be inspected to assure they are relatively free of defects and have a water content greater than approximately 20 percent (to minimize “breaking”) and less than about 50 percent (to minimize “brooming”). Piles may be installed individual or grouped up to 10 piles per group without consideration for pile group reductions. All piles must maintain a spacing of at least 3 diameters on center, or at least 3 times the width/diameter of the pile tip. Should piles need to be placed in larger groups or more closely spaced, the Geotechnical Engineer should be contacted in order to evaluate potential pile capacity reductions. We recommend that at least three (3) indicator piles be installed within the proposed building limits to aid in determining the recommended pile embedment depth prior to the start of production pile installation. Generally, we recommend the indicator piles be equally spaced across the building site, however, at least one indicator pile should be located near boring locations B-2 and B-5. The indicator piles should be a minimum of 5 feet longer than estimated production lengths as indicated in the preceding table. Indicator piles should be driven initially to the recommended pile embedment depth and should be re-tapped after waiting an average of 24-hours, if recommended by the Geotechnical Engineer of Record. During installation of the indicator piles the design pile capacity may be evaluated by utilizing a Pile Dynamic Analyzer (PDA) during the driving and restrike of the indicator piles. Depending on the driving results of the indicator piles, some adjustments to the design capacities or embedment depths may be necessary. In lieu of PDA evaluation, a static compression load test in accordance with ASTM D-1143 could be performed a select indicator pile. Correlation and evaluation between the PDA driving data of the indicator piles and/or load test results should be performed by the Geotechnical Engineer. Production pile lengths should not be ordered until the indicator pile capacities have been evaluated based on the PDA results, pile restrikes and/or load test results. If extremely hard driving conditions are encountered consideration could be given to using a steel driving shoe attached to the tip of the pile. For driven piling installation, the following recommendations are submitted: 1. The piles should be driven to the dynamic driving resistance required, as determined by the

Geotechnical Engineer. In this regard, compatibility of pile driving equipment and the pile type being driven is an essential element in achieving the required penetration and a satisfactory pile foundation. All equipment should be subject to the approval of the Geotechnical Engineer. We recommend that the pile driving rig be equipped with fixed leads and the pile hammer have energy appropriate for the piles being driven. We recommend that the hammer used be of sufficient capacity such that the energy delivered to the pile in ft-lbs is at least equal to the weight of the pile in pounds. We recommend that the Wave Equation Analysis (WEAP) be utilized in the determination of suitability of the piles and driving equipment.

2. The installation of all piles should be in accordance with the local Building Code requirements and/or

IBC 2012. In addition, the installation of all piles should be observed by a qualified inspector under the direction of a registered Geotechnical Engineer. The engineer should verify and record all aspects of the installation. In general, the engineer or his representative should:

SCWWA - New Warehouse December 14, 2017 ECS Project No. 03:12693 Page 8 a) Be familiar with all aspects of the installation. b) Be present continuously during driving. c) Record and approve the dimensions of each pile, locate and report any obvious defects. d) Count and record the blows for each foot of driving. e) Record energy rating of hammer and adjust where appropriate for chamber pressure, such as

in the case of a diesel hammer. f) Have knowledge of soil conditions at the site and the minimum required penetration of each

pile.

g) Be cognizant of intended support mechanisms of piles on which to base approval or rejection or pre-drilling, etc.

h) Have authority to suspend pile installation when unanticipated difficulties or conditions are

encountered.

i) Visually monitor the existing adjacent structures or construction in order to evaluate any potentially damaging driving energy.

Acceptance criteria for production pile capacities should be based on Wave Equation Analysis (WEAP), and installation monitoring should be based on the WEAP criteria or other acceptable pile driving formula. In the absence of WEAP driving criteria, the Engineering News Record (ENR) formula for pile capacity is commonly employed for this purpose. Should the driving resistance indicate the design pile capacity has not been achieved, it may be necessary to reduce the pile capacity and add additional piles to the grade beam or pile caps, as determined by the Structural Engineer of Record. Installation of the piles should be monitored by an experienced Geotechnical Engineer and evaluated prior to acceptance into the foundation.

5.2 FLOOR SLABS Although the floor slab will be pile supported, it is recommended that the subgrade be properly prepared so that uniform support can be provided during construction. 1. Subgrade Preparation: All topsoil and other deleterious material should be removed from within the 5-

foot expanded building limits. The Geotechnical Engineer should be called on to observe exposed subgrades to assure that adequate subgrade preparation has been achieved and that existing subgrade is suitable for support of the slabs-on-grade, primarily during construction. A proofroll using a drum roller or loaded dump truck should be performed in the engineer’s presence at that time. Once subgrades have been approved, subgrades should be properly compacted and new Structural Fill can be placed. Structural Fill required to establish subgrade elevation should be placed in 8-inch loose lifts, moisture conditioned to within +/- 3 percentage points of optimum moisture content, and compacted to a dry density at least 95% of that soil’s Standard Proctor maximum dry density (ASTM D698).

SCWWA - New Warehouse December 14, 2017 ECS Project No. 03:12693 Page 9 2. Porous Fill: The slab-on-grade should be directly supported by a Porous Fill layer consisting of a minimum

4 inches of Aggregate Base Material (VDOT Type I, Size 21-A Stone). This densely graded aggregate will help shed water and protect sensitive, underlying soils during wetter, winter weather. The Porous Fill layer will facilitate the fine grading of the subgrade, provide more uniform bearing conditions, and help reduce the rise of water to the bottom of the slab (capillary action). It is noted that if VDOT Size No. 10 Stone Screenings (a locally available borrow) were imported and comprised the top 12 inches of the pad, it could serve as the Porous Fill layer.

3. Vapor Barrier: A polyethylene vapor barrier should be employed on top of the Porous Fill in heated areas

to provide moisture protection of finished slab surfaces. 4. Subgrade Modulus: Provided the placement of new Structural Fill and Porous Fill is per the

recommendations discussed herein, the slab may be designed assuming a Modulus of Subgrade Reaction, Ks, of 100 psi per inch.

5.3 SEISMIC SITE CLASSIFICATION Based on the subsurface conditions determined from the test borings and the soil test boring N-values, the Seismic Site Class is estimated as Class D. It is possible that with additional site testing and evaluation using subsurface shear wave velocities, the Seismic Site Class could be improved one order. ECS can provide additional assistance with this upon request. 5.4 VIBRATION MONITORING Driving piles can induce vibration stress to not only the impacted soils but also to adjacent structures. Depending on the distance existing structures are located from construction activities could cause additional stress to those structures. Accordingly, we recommend that prior to the pile driving operations, a pre-condition survey of any structures that are located within close proximity (about 100 ft) to the pile driving operations be performed. We also recommend a post-condition survey of these structures after driving is complete. If desired to reduce liability due to vibrations, seismographs be placed at the property lines at specific locations chosen by the Geotechnical Engineer of Record to measure the peak particle velocity resulting from the pile driving operations. In accordance with USBM, a maximum peak particle velocity permitted to leave the site shall be 0.5 inch/sec. In the event this threshold is exceeded, pile driving operations should be halted and the geotechnical engineer called on to help evaluate the risk to adjacent structures.


6.0 SITE CONSTRUCTION RECOMMENDATIONS

6.1 SUBGRADE PREPARATION

6.1.1 STRIPPING AND GRUBBING The subgrade preparation should consist of removing all topsoil, FILL, rootmat, or other deleterious material, debris, and soft or unstable subgrade from the proposed 5-foot expanded building and 2-foot expanded pavement limits. At the time of exploration, surface cover consisted of approximately 1 to 6 inches of asphalt overlying 0 to 6 inches of gravel, which will need to be removed from beneath the foundations prior to construction. ECS should be called on to verify that unsuitable surficial materials have been completely removed prior to the placement of Structural Fill or construction of structures. 6.1.2 PROOFROLLING After removing all unsuitable surface materials, cutting to the proposed grade, and prior to the placement of any structural fill or other construction materials, the exposed subgrade should be examined by the Geotechnical Engineer or authorized representative. The exposed subgrade should be thoroughly proofrolled with previously approved construction equipment having a minimum axle load of 10 tons (e.g. fully loaded tandem-axle dump truck). The areas subject to proofrolling should be traversed by the equipment in two perpendicular (orthogonal) directions with overlapping passes of the vehicle under the observation of the Geotechnical Engineer or authorized representative. This procedure is intended to assist in identifying any localized yielding materials. In the event that unstable or “pumping” subgrade is identified by the proofrolling, those areas should be marked for repair prior to the placement of any subsequent structural fill or other construction materials. Methods of repair of unstable subgrade, such as undercutting or moisture conditioning or chemical stabilization, should be discussed with the Geotechnical Engineer to determine the appropriate procedure with regard to the existing conditions causing the instability. A test pit(s) may be excavated to explore the shallow subsurface materials in the area of the instability to help in determined the cause of the observed unstable materials and to assist in the evaluation of the appropriate remedial action to stabilize the subgrade. 6.1.3 SITE TEMPORARY DEWATERING General Groundwater Conditions: Groundwater observations are described in Section 3.4 of this report. It is not likely that the groundwater table will be encountered during general earthwork and foundation operations, however, if the groundwater table is encountered in deeper utility excavations, well-pointing or aggressive pumping will likely be required to achieve dewatering. 6.1.4 SUBGRADE STABILIZATION Subgrade Compaction: Upon completion of subgrade documentation, the exposed subgrade within the 5-foot expanded building and 2-foot expanded pavement limits should be moisture conditioned to within -3 and +3 % of the soil’s optimum moisture content and be compacted with suitable equipment (minimum 10-ton roller) to a depth of 10 inches. Subgrades within the expanded building and pavement limits should be compacted to a dry density of at least 95% of the Standard Proctor maximum dry density (ASTM D698). Beyond these areas, subgrade compaction of at least 90% should be achieved. ECS should be called on to document that proper subgrade compaction has been achieved.

SCWWA - New Warehouse December 14, 2017 ECS Project No. 03:12693 Page 11 Subgrade Compaction Control: The expanded limits of the proposed construction areas should be well defined, including the limits for buildings, pavements, fills, and slopes, etc. Field density testing of subgrades will be performed at frequencies in Table 6.1.

Table 6.1: Frequency of Subgrade Compaction Testing Location Frequency of Tests Expanded Building Limits 1 test per 2,500 sq. ft. Pavement Areas 1 test per 10,000 sq. ft. All Other Non-Critical Areas 1 test per 10,000 sq. ft.

6.2 EARTHWORK OPERATIONS

6.2.1 STRUCTURAL FILL MATERIALS Product Submittals: Prior to placement of Structural Fill, representative bulk samples (about 50 pounds) of on-site and off-site borrow should be submitted to ECS for laboratory testing, which will include Atterberg limits, natural moisture content, grain-size distribution, and moisture-density relationships for compaction. Import materials should be tested prior to being hauled to the site to determine if they meet project specifications. Satisfactory Structural Fill Materials: Materials satisfactory for use as Structural Fill should consist of inorganic soils classified as CL, ML, SM, SC, SW, SP, GW, GP, GM and GC, or a combination of these group symbols, per ASTM D 2487. The materials should be free of organic matter, debris, and should contain no particle sizes greater than 4 inches in the largest dimension. Open graded materials, such as Gravels (GW and GP), which contain void space in their mass should not be used in structural fills unless properly encapsulated with filter fabric. Suitable Structural Fill material should have the index properties shown in Table 6.2.

Table 6.2: Structural Fill Index Properties Location with Respect to Final Grade LL PI Building Areas, upper 4 feet 40 max 12 max Building Areas, below upper 4 feet 50 max 20 max Pavement Areas, upper 2 feet 40 max 12 max Pavement Areas, below upper 2 feet 50 max 20 max

Unsatisfactory Materials: Unsatisfactory fill materials include materials which do not satisfy the requirements for suitable materials, as well as topsoil and organic materials (OH, OL), elastic Silt (MH), and high plasticity Clay (CH). The Civil Engineer can consider allowing soils with a maximum Liquid Limit of 65 and Plasticity Index of 30 to be used as Structural Fill at depths greater than 2 feet below pavement subgrades outside the expanded building limits and within non-structural areas.

SCWWA - New Warehouse December 14, 2017 ECS Project No. 03:12693 Page 12 6.2.2 COMPACTION Structural Fill Compaction: Structural Fill within the expanded building and pavement limits should be placed in maximum 8-inch loose lifts, moisture conditioned as necessary to within -1 and +3 % of the soil’s optimum moisture content, and be compacted with suitable equipment to a dry density of at least 95% of the Modified Proctor maximum dry density (ASTM D1557). Beyond these areas, compaction of at least 90% should be achieved. ECS should be called on to document that proper fill compaction has been achieved. Fill Compaction Control: The expanded limits of the proposed construction areas should be well defined, including the limits of the fill zones for buildings, pavements, and slopes, etc., at the time of fill placement. Grade controls should be maintained throughout the filling operations. All filling operations should be observed on a full-time basis by a qualified representative of the construction testing laboratory to determine that the minimum compaction requirements are being achieved. Field density testing of fills will be performed at the frequencies shown in Table 6.2.2.1, but not less than 1 test per lift.

Table 6.2.2.1: Frequency of Compaction Tests in Fill Areas

Location Frequency of Tests Expanded Building Limits 1 test per 2,500 sq. ft. per lift Pavement Areas 1 test per 10,000 sq. ft. per lift Utility Trenches 1 test per 200 linear ft. per lift All Other Non-Critical Areas 1 test per 10,000 sq. ft. per lift

Compaction Equipment: Compaction equipment suitable to the soil type being compacted should be used to compact the subgrades and fill materials. Sheepsfoot compaction equipment should be suitable for the fine-grained soils (Clays and Silts). A vibratory steel drum roller should be used for compaction of coarse-grained soils (Sands) as well as for sealing compacted surfaces. Fill Placement Considerations: Fill materials should not be placed on frozen soils, on frost-heaved soils, and/or on excessively wet soils. Borrow fill materials should not contain frozen materials at the time of placement, and all frozen or frost-heaved soils should be removed prior to placement of Structural Fill or other fill soils and aggregates. Excessively wet soils or aggregates should be scarified, aerated, and moisture conditioned.

At the end of each work day, all fill areas should be graded to facilitate drainage of any precipitation and the surface should be sealed by use of a smooth-drum roller to limit infiltration of surface water. During placement and compaction of new fill at the beginning of each workday, the Contractor may need to scarify existing subgrades to a depth on the order of 4 inches so that a weak plane will not be formed between the new fill and the existing subgrade soils. Drying and compaction of wet soils is typically difficult during the cold, winter months. Accordingly, earthwork should be performed during the warmer, drier times of the year, if practical. Proper drainage should be maintained during the earthwork phases of construction to prevent ponding of water which has a tendency to degrade subgrade soils. Alternatively, if these soils cannot be stabilized by conventional methods as previously discussed, additional modifications to the subgrade soils such as lime or cement stabilization may be utilized to adjust the moisture content. If lime or cement are utilized to control moisture contents and/or for stabilization, Quick Lime, Calciment® or regular Type 1 cement can be used. The construction testing

SCWWA - New Warehouse December 14, 2017 ECS Project No. 03:12693 Page 13 laboratory should evaluate proposed lime or cement soil modification procedures, such as quantity of additive and mixing and curing procedures, before implementation. The contractor should be required to minimize dusting or implement dust control measures, as required. We recommend that the grading contractor have equipment on site during earthwork for both drying and wetting fill soils. We do not anticipate significant problems in controlling moisture within the fill during dry weather, but moisture control may be difficult during winter months or extended periods of rain. The control of moisture content of higher plasticity soils is difficult when these soils become wet. Further, such soils are easily degraded by construction traffic when the moisture content is elevated.

6.3 FOUNDATION AND SLAB OBSERVATIONS

Protection of Foundation Excavations: Exposure to the environment may weaken the soils at the footing or grade beam bearing level if the foundation excavations remain open for too long a time. Therefore, foundation concrete should be placed the same day that excavations are made. If the bearing soils are softened by surface water intrusion or exposure, the softened soils must be removed from the foundation excavation bottom immediately prior to placement of concrete. If the excavation must remain open overnight, or if rainfall becomes imminent while the bearing soils are exposed, a 1 to 3-inch thick “mud mat” of “lean” concrete should be placed on the bearing soils before the placement of reinforcing steel. Footing and Pile Cap/Grade Beam Subgrade Observations: Ground improvement or deep foundations have been recommended for support of the new building. Soils at the foundation bearing elevation for either ground improvement or deep foundation options should be observed by the geotechnical engineer of record prior to placing foundation concrete, to confirm the soils are what was anticipated. If unsuitable soils are observed at the footing or pile cap/grade beam bearing elevations, the unsuitable soils may need to be undercut, removed, and backfilled (as recommended by the Geotechnical Engineer of Record). Slab Subgrade Verification: A representative of ECS should be called on to observe exposed subgrades within the expanded building limits prior to Structural Fill Placement to assure that adequate subgrade preparation has been achieved. A proofrolling using a drum roller or loaded dump truck should be performed in their presence at that time. Once subgrades have been prepared to the satisfaction of ECS, subgrades should be properly compacted and new Structural Fill can be placed. Existing subgrades to a depth of at least 8 inches and all Structural Fill should be moisture conditioned to within -3/+3 percentage points of optimum moisture content then be compacted to the required density. If there will be a significant time lag between the site grading work and final grading of concrete slab areas prior to the placement of the subbase stone and concrete, a representative of ECS should be called on to verify the condition of the prepared subgrade. Prior to final slab construction, the subgrade may require scarification, moisture conditioning, and re-compaction to restore stable conditions.

6.4 UTILITY INSTALLATIONS

Utility Subgrades: The soils encountered in our exploration are expected to be generally suitable for support of utility pipes. The pipe subgrade should be observed and probed for stability by ECS to evaluate the suitability of the materials encountered. Any loose or unsuitable materials encountered at the utility pipe subgrade elevation should be removed and replaced with suitable compacted Structural Fill or pipe bedding material. Some very loose/very soft soils were encountered and depending on the depth of utilities the bedding soils may require undercutting.

SCWWA - New Warehouse December 14, 2017 ECS Project No. 03:12693 Page 14 Utility Backfilling: The granular bedding material should be at least 4 inches thick, but not less than that specified by the project drawings and specifications. Fill placed for support of the utilities, as well as backfill over the utilities, should satisfy the requirements for Structural Fill given in this report. Compacted backfill should be free of topsoil, roots, ice, or any other material designated by ECS as unsuitable. The backfill should be moisture conditioned, placed, and compacted in accordance with the recommendations of this report. Utility Excavation Dewatering: It is possible that perched water may be encountered by utility excavations which extend below existing grades. It is expected that removal of perched water which seeps into excavations could be accomplished by pumping from sumps excavated in the trench bottom and which are backfilled with VDOT Size No. 57 Stone or open graded bedding material. Should water conditions beyond the capability of sump pumping be encountered, the contractor should submit a Dewatering Plan in accordance with project specifications. Deeper utility excavations below the groundwater table may require well pointing. Trench and Excavation Safety: All excavations and slopes should be made and maintained in accordance with OSHA excavation safety standards. The contractor is solely responsible for designing and constructing stable, temporary excavations and slopes and should shore, slope, or bench the sides of the excavations and slopes as required to maintain stability of both the excavation sides and bottom. The contractor’s responsible person, as defined in 29 CFR Part 1926, should evaluate the soil exposed in the excavations as part of the contractor’s safety procedures. In no case should slope height, slope inclination, or excavation depth, including utility trench excavation depth, exceed those specified in local, state, and federal safety regulations. ECS is providing this information solely as a service to our client. ECS is not assuming responsibility for construction site safety or the contractor’s activities; such responsibility is not being implied and should not be inferred.

6.5 GENERAL CONSTRUCTION CONSIDERATIONS

Moisture Conditioning: During the cooler and wetter periods of the year, delays and additional costs should be anticipated. At these times, reduction of soil moisture may need to be accomplished by a combination of mechanical manipulation and the use of chemical additives, such as lime or cement, in order to lower moisture contents to levels appropriate for compaction. Alternatively, during the drier times of the year, such as the summer months, moisture may need to be added to the soil to provide adequate moisture for successful compaction according to the project requirements. Subgrade Protection: Measures should also be taken to limit site disturbance, especially from rubber-tired heavy construction equipment, and to control and remove surface water from development areas, including structural and pavement areas. It would be advisable to designate a haul road and construction staging area to limit the areas of disturbance and to prevent construction traffic from excessively degrading sensitive subgrade soils and existing pavement areas. Haul roads and construction staging areas could be covered with excess depths of aggregate to protect those subgrades. The aggregate can later be removed and used in pavement areas. Surface Drainage: Surface drainage conditions should be properly maintained. Surface water should be directed away from the construction area, and the work area should be sloped away from the construction area at a gradient of 1 percent or greater to reduce the potential of ponding water and the subsequent saturation of the surface soils. At the end of each work day, the subgrade soils should be sealed by rolling the surface with a smooth drum roller to minimize infiltration of surface water.

SCWWA - New Warehouse December 14, 2017 ECS Project No. 03:12693 Page 15 Excavation Safety: Cuts or excavations associated with utility excavations may require forming or bracing, slope flattening, or other physical measures to control sloughing and/or prevent slope failures. Contractors should be familiar with applicable OSHA codes to ensure that adequate protection of the excavations and trench walls is provided. Erosion Control: The surface soils may be erodible. Therefore, the Contractor should provide and maintain good site drainage during earthwork operations to maintain the integrity of the surface soils. All erosion and sedimentation controls should be in accordance with sound engineering practices and local requirements.

7.0 CLOSING ECS has prepared this report of findings, evaluations, and recommendations to guide geotechnical-related design and construction aspects of the project. If any of this information is inaccurate, either due to our interpretation of the documents provided or site or design changes that may occur later, ECS should be contacted immediately in order that we can review the report in light of the changes and provide additional or alternate recommendations as may be required to reflect the proposed construction. We recommend that ECS be allowed to review the project’s plans and specifications pertaining to our work so that we may ascertain consistency of those plans/specifications with the intent of the geotechnical report. Field observations, monitoring, and quality assurance testing during earthwork and foundation installation are an extension of and integral to the geotechnical design recommendation. We recommend that the owner retain these quality assurance services and that ECS be allowed to continue our involvement throughout these critical phases of construction to provide general consultation as issues arise. ECS is not responsible for the conclusions, opinions, or recommendations of others based on the data in this report.

APPENDIX

I. Boring Location Plan II. Soil Test Boring Logs and

Generalized Subsurface Profiles III. Unified Soil Classification System and Reference Notes For Boring Logs IV. Summary of Laboratory Test Data

APPENDIX I

BORING LOCATION PLAN

ENGINEER DCB

SOURCE

PROJECT NO. 03:12693

SHEET 1 OF 1

DATE 10/16/2017

LEGEND

APPROXIMATE BORING LOCATION

BORING LOCATION DIAGRAM

SCWWA WAREHOUSE

900 MAGAZINE RD., CITY OF PETERSBURG, VIRGINIA

B‐1

(25’)

B‐2

(25’)

B‐3

(25’)

B‐4

(25’)

B‐5

(25’)

APPENDIX II

SOIL TEST BORING LOGS AND GENERALIZED SUBSURFACE PROFILES

B-5

B-6

0

10

20

30

40

50

60

10

0

-10

-20

-30

-40

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

S-10

S-11

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

24

24

24

24

24

24

24

24

24

24

24

10

10

12

12

8

10

24

20

22

22

18

Topsoil Depth [4"](SM FILL) SILTY FINE TO MEDIUM SAND,contains rock fragments, grayish brown, moist,medium dense(SC-SM FILL) SILTY CLAYEY FINE TOMEDIUM SAND, brownish gray and reddishorange, moist, medium dense(SC FILL) CLAYEY FINE SAND, contains rockfragments and construction debris, brownish redand grayish brown, moist, very loose(SC FILL) CLAYEY FINE TO MEDIUM SAND,contains rock fragments, gray and tan, wet,loose(CH FILL) SANDY FAT CLAY, containsorganics, dark gray, wet, soft(MH) ELASTIC SILT WITH SAND, gray, moist,soft

(MH) SANDY ELASTIC SILT, gray and tan, wet,very stiff

(ML) SANDY SILT, contains rock fragments andslight mica, variegated orange and gray, moist,very hard

(SM) SILTY FINE SAND, contains mica,variegated orange and gray, moist, very dense

END OF BORING @ 40'

12109121412101032243133123341221223113489111214172122

15202639

19

224 13.0

4 392112.95

19.6

3

4 593137.3

4

28.9

20

17.6 38

46

CLIENT

WW Associates, Inc.

Job #:

03:12693

BORING #

B-1

SHEET

PROJECT NAME

SCWWA - New Warehouse

ARCHITECT-ENGINEER

WW Associates, Inc., WW AssociatesSITE LOCATION

900 Magazine Road, City of Petersburg, VirginiaNORTHING EASTING STATION

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.

WL 24.5' WS WD BORING STARTED 10/23/17 CAVE IN DEPTH @ 1'

WL(SHW) WL(ACR) BORING COMPLETED 10/23/17 HAMMER TYPE Auto

WL 8' Perched RIG CME 55 FOREMAN CharlesShelton DRILLING METHOD 2 1/4" HSADRILLING METHOD 2 1/4" HSA

DEP

TH (F

T)

SAM

PLE

NO

.

SAM

PLE

TYPE

SAM

PLE

DIS

T. (I

N)

REC

OVE

RY

(IN)

SURFACE ELEVATION

DESCRIPTION OF MATERIAL

WAT

ER L

EVEL

S

ELEV

ATIO

N (F

T)

BLO

WS/

6"

10 20 30 40 50+

20% 40% 60% 80% 100%

1 2 3 4 5+

ENGLISH UNITS

BOTTOM OF CASING LOSS OF CIRCULATION

CALIBRATED PENETROMETER TONS/FT2

PLASTICLIMIT %

WATERCONTENT %

LIQUIDLIMIT %

ROCK QUALITY DESIGNATION & RECOVERYRQD% REC.%

STANDARD PENETRATIONBLOWS/FT16

1 OF 1

0

10

20

30

40

50

60

10

0

-10

-20

-30

-40

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

S-10

S-11

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

24

24

24

24

24

24

24

24

24

24

24

20

20

12

0

24

24

24

10

24

22

18

Topsoil Depth [4"](SM FILL) SILTY FINE TO COARSE SANDWITH GRAVEL, contains rock fragments,orangish brown, moist, medium dense(SP-SC FILL) POORLY GRADED FINE SANDWITH CLAY, brownish orange, moist, mediumdense(CL FILL) SANDY LEAN CLAY, contains rockfragments, brownish gray, moist, stiff to verystiff(SC FILL) CLAYEY FINE TO MEDIUM SAND,contains rock fragments, dark gray, wet, loose(SP-SM FILL) POORLY GRADED FINE TOMEDIUM SAND WITH SILT, dark gray, wet,loose(SC FILL) CLAYEY FINE TO MEDIUM SAND,contains rock fragments, dark gray, wet, veryloose(MH) ELASTIC SILT WITH SAND, dark grayand brown, wet, stiff

(MH) ELASTIC SILT, trace sand, light gray andorange, moist, very stiff

(SM) SILTY FINE TO MEDIUM SAND,variegated orange and gray, moist, dense

END OF BORING @ 40'

12101010139109357959119854364422311258968229131719

15202639

20

19

12

209

8

4

13

593244.010

44.5

30

46

CLIENT

WW Associates, Inc.

Job #:

03:12693

BORING #

B-2

SHEET

PROJECT NAME


ARCHITECT-ENGINEER




WL 8' WS WD BORING STARTED 10/23/17 CAVE IN DEPTH @ 2'


WL RIG CME 55 FOREMAN CharlesShelton DRILLING METHOD 2 1/4" HSADRILLING METHOD 2 1/4" HSA

DEP

TH (F

T)

SAM

PLE

NO

.

SAM

PLE

TYPE

SAM

PLE

DIS

T. (I

N)

REC

OVE

RY

(IN)

SURFACE ELEVATION


WAT

ER L

EVEL

S

ELEV

ATIO

N (F

T)

BLO

WS/

6"

10 20 30 40 50+

20% 40% 60% 80% 100%

1 2 3 4 5+

ENGLISH UNITS



PLASTICLIMIT %

WATERCONTENT %

LIQUIDLIMIT %



1 OF 1

0

10

20

30

40

50

60

10

0

-10

-20

-30

-40

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

S-10

S-11

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

24

24

24

24

24

24

24

24

24

24

24

20

20

12

10

22

20

18

20

20

20

18

Topsoil Depth [4"](SP-SC FILL) POORLY GRADED FINE TOMEDIUM SAND WITH CLAY, contains rockfragments, brownish orange and brownish gray,moist, medium dense(CL FILL) SANDY LEAN CLAY, dark gray,moist, very stiff(CL FILL) SANDY LEAN CLAY, contains rockfragments, brownish red, moist, soft(CL FILL) SANDY LEAN CLAY, brownish redand gray, wet, very soft(MH) ELASTIC SILT WITH SAND, light to darkgray, moist, very soft(MH) LEAN CLAY, trace sand, contains roots,gray, moist, soft

(MH) ELASTIC SILT WITH SAND, gray and tan,moist, soft

(MH) ELASTIC SILT WITH SAND, gray, wet,stiff to very hard

(MH) ELASTIC SILT, trace sand, brownishorange and gray, moist, very hard

END OF BORING @ 40'

81112159101316222432231112211111231122978911121922

21303443

23

234

4

2

2 42.0

3 61.9

3

15

39.5

31

45.5

64

CLIENT

WW Associates, Inc.

Job #:

03:12693

BORING #

B-3

SHEET

PROJECT NAME


ARCHITECT-ENGINEER




WL Dry WS WD BORING STARTED 10/23/17 CAVE IN DEPTH @ 1'



DEP

TH (F

T)

SAM

PLE

NO

.

SAM

PLE

TYPE

SAM

PLE

DIS

T. (I

N)

REC

OVE

RY

(IN)

SURFACE ELEVATION


WAT

ER L

EVEL

S

ELEV

ATIO

N (F

T)

BLO

WS/

6"

10 20 30 40 50+

20% 40% 60% 80% 100%

1 2 3 4 5+

ENGLISH UNITS



PLASTICLIMIT %

WATERCONTENT %

LIQUIDLIMIT %



1 OF 1

0

10

20

30

40

50

60

10

0

-10

-20

-30

-40

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

S-10

S-11

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

15

24

24

24

24

24

24

24

24

24

8

12

20

1

24

24

20

12

20

22

18

2

Topsoil Depth [5"](SM FILL) SILTY FINE TO COARSE SAND,contains rock fragments, brown, moist, verydense(SP-SM FILL) POORLY GRADED FINE TOMEDIUM SAND WITH SILT, trace clay, brownand dark gray, moist, medium dense

Note: Contains Asphalt @ 4'(SC FILL) CLAYEY FINE TO MEDIUM SAND,trace gravel, contains slight mica, orange,brown, gray, and brownish orange, wet, veryloose to loose(MH) ELASTIC SILT, trace sand, contains roots,light to dark gray, moist to wet, very soft to soft

(MH) ELASTIC SILT WITH SAND, containsroots, dark gray, wet, firm

(MH) SANDY ELASTIC SILT, contains slightmica, variegated brown, orange, and gray,moist, stiff

[WEATHERED ROCK] (SM) SILTY FINE TOMEDIUM SAND, contains mica, variegatedorange, gray, and black, moist, very dense

END OF BORING @ 38.75'

812

50/312108845551222232311121133233377813

193148

50/3

4350/2

62/91810

4

5

2 43.4

4

6

31.115

79

50/2

CLIENT

WW Associates, Inc.

Job #:

03:12693

BORING #

B-4

SHEET

PROJECT NAME


ARCHITECT-ENGINEER




WL 14' WS WD BORING STARTED 10/23/17 CAVE IN DEPTH @ 0.5'


WL 6' Perched RIG CME 55 FOREMAN CharlesShelton DRILLING METHOD 2 1/4" HSADRILLING METHOD 2 1/4" HSA

DEP

TH (F

T)

SAM

PLE

NO

.

SAM

PLE

TYPE

SAM

PLE

DIS

T. (I

N)

REC

OVE

RY

(IN)

SURFACE ELEVATION


WAT

ER L

EVEL

S

ELEV

ATIO

N (F

T)

BLO

WS/

6"

10 20 30 40 50+

20% 40% 60% 80% 100%

1 2 3 4 5+

ENGLISH UNITS



PLASTICLIMIT %

WATERCONTENT %

LIQUIDLIMIT %



1 OF 1

0

10

20

30

40

50

60

10

0

-10

-20

-30

-40

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

SS

SS

SS

SS

SS

SS

SS

SS

SS

24

24

24

24

24

24

24

24

10

24

24

24

24

22

24

24

20

6

Topsoil Depth [3"](SP-SM FILL) POORLY GRADED FINE TOMEDIUM SAND WITH SILT, contains rockfragments, brownish orange, moist, mediumdense(SC FILL) CLAYEY FINE TO MEDIUM SAND,contains rock fragments, dark gray and brown,moist, dense(SP-SM FILL) POORLY GRADED FINE TOMEDIUM SAND WITH SILT, trace gravel,brownish orange to brown, moist, mediumdense(SP-SM) POORLY GRADED FINE SAND WITHSILT, gray, wet, medium dense(MH) ELASTIC SILT, trace sand, contains roots,dark gray, moist to wet, very soft to soft(MH) SANDY ELASTIC SILT, dark gray, wet,soft

[WEATHERED ROCK] (SM) SILTY FINESAND, gray, wet, very denseAUGER REFUSAL @ 28.83'

6121614101417167797756968661111112211212

50/4

28

3116

11

14

2 583461.4

3 64.5

3

50/4

CLIENT

WW Associates, Inc.

Job #:

03:12693

BORING #

B-5

SHEET

PROJECT NAME


ARCHITECT-ENGINEER




WL 15' WS WD BORING STARTED 10/23/17 CAVE IN DEPTH @ 1'



DEP

TH (F

T)

SAM

PLE

NO

.

SAM

PLE

TYPE

SAM

PLE

DIS

T. (I

N)

REC

OVE

RY

(IN)

SURFACE ELEVATION


WAT

ER L

EVEL

S

ELEV

ATIO

N (F

T)

BLO

WS/

6"

10 20 30 40 50+

20% 40% 60% 80% 100%

1 2 3 4 5+

ENGLISH UNITS



PLASTICLIMIT %

WATERCONTENT %

LIQUIDLIMIT %



1 OF 1

B-1

[31%]13.0[30%]

3921

12.9

19.6

[76%]5931

37.3

[61%]28.9

[62%]17.6

19

22

4

4

5

3

4

4

20

38

46

END OF BORING@ 40'

SMFILLSC-SMFILLSC FILL

CH FILL

MH

ML

SM

B-2

[90%]593244.0

[95%]44.5

20

19

12

20

9

8

4

13

10

30

46

END OF BORING@ 40'

SMFILLSP-SCFILLCL FILL

SC FILL

SP-SMFILL

SC FILL

Mh

SM

B-3

[92%]42.0

[98%]61.9

[84%]39.5

[94%]45.5

23

23

4

4

2

2

3

3

15

31

64

END OF BORING@ 40'

SP-SCFILLCL FILL

MH

B-4

[98%]43.4

[50%]31.1

62/9

18

10

45

2

4

6

15

79

50/2

END OF BORING@ 38.75'

SMFILLSP-SMFILL

SC FILL

MH

WR

B-5

[93%]

5834 61.4

[57%]64.5

28

31

16

11

14

2

3

3

50/4

AUGER REFUSAL@ 28.83'

SP-SMFILLSC FILLSP-SMFILL

SP-SM

MH

WR

10

0

-10

-20

-30

-40

Elev

ation

in F

eet

10

0

-10

-20

-30

-40

Elevation in Feet

Subsurface SoilProfile

NOTES:1 SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL REPORT FOR ADDITIONAL INFORMATION.2 PENETRATION TEST RESISTANCE IN BLOWS PER FOOT (ASTM D1586).3 HORIZONTAL DISTANCES ARE NOT TO SCALE.

SCWWA - New WarehouseWW Associates, Inc.

900 Magazine Road, City of Petersburg, VirginiaPROJECT NO.: 12693 DATE: 12/14/2017 VERTICAL SCALE: 1"=10'

APPENDIX III

UNIFIED CLASSIFICATION SYSTEM AND REFERENCE NOTES FOR BORING LOGS

Reference Notes for Boring Logs (03-22-2017) © 2017 ECS Corporate Services, LLC. All Rights Reserved

COHESIVE SILTS & CLAYS

UNCONFINED

COMPRESSIVE

STRENGTH, QP4

SPT5

(BPF)

CONSISTENCY7

(COHESIVE)

<0.25 <3 Very Soft

0.25 - <0.50 3 - 4 Soft

0.50 - <1.00 5 - 8 Firm

1.00 - <2.00 9 - 15 Stiff

2.00 - <4.00 16 - 30 Very Stiff

4.00 - 8.00 31 - 50 Hard

>8.00 >50 Very Hard

GRAVELS, SANDS & NON-COHESIVE SILTS

SPT5

DENSITY

<5 Very Loose

5 - 10 Loose

11 - 30 Medium Dense

31 - 50 Dense

>50 Very Dense

REFERENCE NOTES FOR BORING LOGS

1Classifications and symbols per ASTM D 2488-09 (Visual-Manual Procedure) unless noted otherwise.

2To be consistent with general practice, “POORLY GRADED” has been removed from GP, GP-GM, GP-GC, SP, SP-SM, SP-SC soil types on the boring logs.

3Non-ASTM designations are included in soil descriptions and symbols along with ASTM symbol [Ex: (SM-FILL)].

4Typically estimated via pocket penetrometer or Torvane shear test and expressed in tons per square foot (tsf).

5Standard Penetration Test (SPT) refers to the number of hammer blows (blow count) of a 140 lb. hammer falling 30 inches on a 2 inch OD split spoon sampler required to drive the sampler 12 inches (ASTM D 1586). “N-value” is another term for “blow count” and is expressed in blows per foot (bpf).

6The water levels are those levels actually measured in the borehole at the times indicated by the symbol. The measurements are relatively reliable when augering, without adding fluids, in granular soils. In clay and cohesive silts, the determination of water levels may require several days for the water level to stabilize. In such cases, additional methods of measurement are generally employed.

7Minor deviation from ASTM D 2488-09 Note 16.

8Percentages are estimated to the nearest 5% per ASTM D 2488-09.

RELATIVE

AMOUNT7

COARSE GRAINED

(%)8

FINE

GRAINED

(%)8

Trace <5 <5

Dual Symbol (ex: SW-SM)

10 10

With 15 - 20 15 - 25

Adjective (ex: “Silty”)

>25 >30

WATER LEVELS6

WL Water Level (WS)(WD)

(WS) While Sampling

(WD) While Drilling

SHW Seasonal High WT

ACR After Casing Removal

SWT Stabilized Water Table

DCI Dry Cave-In

WCI Wet Cave-In

DRILLING SAMPLING SYMBOLS & ABBREVIATIONS

SS Split Spoon Sampler PM Pressuremeter Test

ST Shelby Tube Sampler RD Rock Bit Drilling

WS Wash Sample RC Rock Core, NX, BX, AX

BS Bulk Sample of Cuttings REC Rock Sample Recovery %

PA Power Auger (no sample) RQD Rock Quality Designation %

HSA Hollow Stem Auger

PARTICLE SIZE IDENTIFICATION

DESIGNATION PARTICLE SIZES

Boulders 12 inches (300 mm) or larger

Cobbles 3 inches to 12 inches (75 mm to 300 mm)

Gravel: Coarse ¾ inch to 3 inches (19 mm to 75 mm)

Fine 4.75 mm to 19 mm (No. 4 sieve to ¾ inch)

Sand: Coarse 2.00 mm to 4.75 mm (No. 10 to No. 4 sieve)

Medium 0.425 mm to 2.00 mm (No. 40 to No. 10 sieve)

Fine 0.074 mm to 0.425 mm (No. 200 to No. 40 sieve)

Silt & Clay (“Fines”) <0.074 mm (smaller than a No. 200 sieve)

MATERIAL1,2

ASPHALT

CONCRETE

GRAVEL

TOPSOIL

VOID

BRICK

AGGREGATE BASE COURSE

FILL

3 MAN-PLACED SOILS

GW WELL-GRADED GRAVEL

gravel-sand mixtures, little or no fines

GP POORLY-GRADED GRAVEL gravel-sand mixtures, little or no fines

GM SILTY GRAVEL

gravel-sand-silt mixtures

GC CLAYEY GRAVEL

gravel-sand-clay mixtures

SW WELL-GRADED SAND

gravelly sand, little or no fines

SP POORLY-GRADED SAND

gravelly sand, little or no fines

SM SILTY SAND

sand-silt mixtures

SC CLAYEY SAND

sand-clay mixtures

ML SILT non-plastic to medium plasticity

MH ELASTIC SILT

high plasticity

CL LEAN CLAY low to medium plasticity

CH FAT CLAY

high plasticity

OL ORGANIC SILT or CLAY

non-plastic to low plasticity

OH ORGANIC SILT or CLAY

high plasticity

PT PEAT highly organic soils

APPENDIX IV

SUMMARY OF LABORATORY TEST DATA

B-1S-3 4.00 - 6.00 13.0 31S-4 6.00 - 8.00 12.9 SC 39 21 18 30S-5 8.00 - 10.00 19.6S-7 18.00 - 20.00 37.3 MH 59 31 28 76

D4S-45 28.00 - 30.00 28.9 61D4S-46 33.00 - 35.00 17.6 62

B-2D4S-47 28.00 - 30.00 44.0 MH 59 32 27 90D4S-48 33.00 - 35.00 44.5 95

B-3S-6 13.00 - 15.00 42.0 92S-7 18.00 - 20.00 61.9 98

D4S-49 33.00 - 35.00 39.5 84D4S-50 38.00 - 40.00 45.5 94

B-4S-6 13.00 - 15.00 43.4 98

D4S-51 28.00 - 30.00 31.1 50B-5

S-6 13.00 - 15.00 61.4 MH 58 34 24 93S-7 18.00 - 20.00 64.5 57

Laboratory Testing Summary

Notes: 1. ASTM D 2216, 2. ASTM D 2487, 3. ASTM D 4318, 4. ASTM D 1140, 5. See test reports for test method, 6. See test reports for test method

Definitions: MC: Moisture Content, Soil Type: USCS (Unified Soil Classification System), LL: Liquid Limit, PL: Plastic Limit, PI: Plasticity Index, CBR: California Bearing Ratio, OC: Organic Content (ASTM D 2974)

Project No. 03:12693Project Name: SCWWA - New WarehousePM: David J. SchlottererPE: David E. StinnettePrinted On: Thursday, December 14, 2017

SampleSource

SampleNumber

Depth(feet)

MC1(%)

SoilType2 LL

Atterberg Limits3

PL PI

PercentPassingNo. 200Sieve4

MaximumDensity

(pcf)

Moisture - Density (Corr.)5

OptimumMoisture

(%)

CBRValue6 Other

Page 1 of 1

Tested By: SLM

(SC) CLAYEY FINE TO COARSE SAND, brownish redand grayish brown

39 21 18 30 SC

(MH) ELASTIC SILT WITH SAND, gray 59 31 28 76 MH

(MH) ELASTIC SILT, dark gray and brown 59 32 27 90 MH

(MH) ELASTIC SILT, dark gray 58 34 24 93 MH

12693 WW Associates, Inc.

MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS

Project No. Client: Remarks:

Project:

Figure

Source of Sample: B-1 Depth: 6-8 Sample Number: S-4


Source of Sample: B-2 Depth: 28-30 Sample Number: D4S-47


PLA

ST

ICIT

Y IN

DE

X

0

10

20

30

40

50

60

LIQUID LIMIT0 10 20 30 40 50 60 70 80 90 100 110

CL-ML

CL or O

L

CH or O

H

ML or OL MH or OH

Dashed line indicates the approximateupper limit boundary for natural soils

4

7

LIQUID AND PLASTIC LIMITS TEST REPORT


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