COPY NO.

REHABILITATION OF MARSTONS MILLS FISHWAY

BARNSTABLE, MA

TECHNICAL SPECIFICATIONS

13097A

June 2016

(BARNSTABLE, MA)

BIDDING AND CONTRACT REQUIREMENTS

AND SPECIFICATIONS

FOR

REHABILITATION OF MARSTONS MILLS FISHWAY

Prepared By:

Wright-Pierce

175 Ammon Drive, Suite 208

Manchester NH 03103

Phone: 603-606-4420

June 2016

TC-1 13097A

TABLE OF CONTENTS

SECTION TITLE

DIVISION 0 - BIDDING AND CONTRACT REQUIREMENTS

These specifications are being provided by the Town of Barnstable, Massachusetts.

DIVISION 1 - GENERAL REQUIREMENTS

01010 Summary of Work

01050 Coordination

01150 Measurement and Payment

01310 Construction Schedules

01340 Submittals

01400 Quality Control

01562 Dust Control

01720 Project Record Documents

DIVISION 2 - SITE WORK

02050a Demolition

02110 Clearing and Grubbing

02200 Earthwork

02260 Filter Fabric

02270 Temporary Erosion Control

02401 Cofferdams and Dewatering

02485 Loaming and Seeding

DIVISION 3 - CONCRETE

03300 Cast-in-Place Concrete

03346 Concrete Finishing, Curing and Repairs

03420 Precast Concrete Structures

03421 Precast Concrete Retaining Wall

DIVISION 5 - METALS

05500 Metal Fabrications

DIVISION 6 - WOOD AND PLASTICS

06100 Rough Carpentry

APPENDICES

A WOODEN PEDESTRIAN BRIDGE MANUFACTURER’S DRAWINGS

B SOIL SAMPLES

C ORDER OF CONDITIONS

END OF SECTION

13097

01010-1

SECTION 01010A

SUMMARY OF WORK

PART 1 - GENERAL

1.1 DESCRIPTION

A. Work Included

1. The project involves the rehabilitation of the existing Middle Pond Fishway

including partial concrete demolition of the existing fishway exit structure to

accommodate construction of a new concrete fishway and denil ladder,

removal of existing culvert within the fishway, installation of precast

segmental block retaining wall, precast concrete weir cutoff walls, fishway,

denil baffles, connection to existing structures, installation of wooden

pedestrian bridge, and cast-in-place denil extension as noted in the plans and

specifications.. The project will be required to meet specific schedule,

permit requirements and other ecological considerations as defined in permit

conditions.

B. The Related Work Specified Elsewhere:

1. Coordination: Section 01050

2. Construction Schedules: Section 01310.

C. Removals, Relocations and Rearrangements

1. Examine the existing site for the work of all trades which will influence the

cost of the work under the bid. This work shall include removals, relocations

and rearrangements which may interfere with, disturb or complicate the

performance of the work under the bid involving systems, equipment and

related service lines, which shall continue to be utilized as part of the finished

project. The Contractor is responsible for all coordination in this regard.

2. Provide in the bid a sufficient amount to include all removals, relocations,

rearrangements and reconnections herein specified, necessary or required to

provide approved operation and coordination of the combined new and

existing systems and equipment.

D. Restoration of Disturbed Areas

1. The Contractor is responsible for the restoration of all areas

disturbed by the work to an equal or better condition than that

encountered prior to construction.

E. Maintenance of Flows

1. No work shall be conducted during the spring spawning season of

March 1 – June 30, or during any other times where the fish species

are observed attempting to ascend or descend through the fishway.

2. The Contractor will be required to provide and maintain base flow at

all times throughout construction.

2. The contractor will be required to provide and maintain suitable

facilities to allow for downstream passage of juvenile alewife/river

herring at all times. Said facilities shall be subject to the approval of

the Massachusetts Division of Marine Fisheries and engineer.

01010-2

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13097

PART 2 - PRODUCTS

Not Applicable.

PART 3 - EXECUTION

3.1 DESCRIPTION

A. As specified on the drawings and as described in the applicable sections of these

specifications.

B. Contractor shall coordinate the schedule for his activities with the Owner until the

project is completed.

PART 4 - SCHEDULE

4.1 LIMITATIONS

A. Working Hours: Construction activities may be conducted from dawn to dusk,

Monday through Friday from 7:00 AM to 5:00 PM (excluding Commonwealth and

federal holidays) except during emergencies as defined in the General Conditions and

unless Owner has specifically granted permission in writing. Contractor shall notify

the Owner in writing the anticipated construction schedule for the project ahead of

project start to ensure staff is available at appropriate intervals during removal and

replacement activities.

B. Demolition of the channel and any disturbance to the fish way structure may not

commence before July 1, 2016.

C. The Fishway channel shall be completed and operational (in the opinion of the

Engineer) prior to October 1, 2016.

END OF SECTION

01150-1

13097

SECTION 01150

MEASUREMENT AND PAYMENT

PART 1 - GENERAL

1.1 DESCRIPTION

A. For lump sum items, payment shall be made to the Contractor in accordance with

an accepted Progress Schedule and Schedule of Values on the basis of actual work

completed.

B. For unit-price items, payment shall be based on the actual amount of work accepted

and for the actual amount of materials in place, as shown by the final

measurements.

1. All units of measurement shall be standard United States convention as

applied to the specific items of work by tradition and as interpreted by the

Engineer.

2. At the end of each day's work, the Contractor's Superintendent or other

authorized representative of the Contractor shall meet with the Resident

Project Representative and determine the quantities of unit price work.

1.2 SCOPE OF PAYMENT

A. Payments to the Contractor will be made for the actual quantities of the Contract

items performed and accepted in accordance with the Contract Documents. Upon

completion of the construction, if these actual quantities show either an increase or

decrease from the quantities given in the Bid Form, the Contract unit prices will

still prevail.

B. The Contractor shall accept compensation, as herein provided, in full payment for

furnishing all materials, labor, tools, equipment, and incidentals necessary to the

completed work and for performing all work contemplated and embraced by the

Contract; also for all loss or damage arising from the nature of the Work, or from

the action of the elements, or from any unforeseen difficulties which may be

encountered during the prosecution of the Work and until its final acceptance by the

Engineer, and for all risks of every description connected with the prosecution of

the work, except as provided herein, also for all expenses incurred in consequence

of the suspension of the work as herein authorized.

C. The payment of any partial estimate or of any retained percentage except by and

under the approved final invoice, in no way shall affect the obligation of the

Contractor to repair or renew any defective parts of the construction or to be

responsible for all damage due to such defects.

1.3 PAYMENT FOR INCREASED OR DECREASED QUANTITIES

A. When alterations in the quantities of work not requiring supplemental agreements,

as hereinbefore provided for, are ordered and performed, the Contractor shall accept

payment in full at the Contract price for the actual quantities of work done. No

allowance will be made for anticipated profits. Increased or decreased work

involving supplemental agreements will be paid for as stipulated in such

agreements.

1.4 OMITTED ITEMS

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13097

A. Should any items contained in the bid form be found unnecessary for the proper

completion of the work contracted, the Engineer may eliminate such items from the

Contract, and such action shall in no way invalidate the Contract, and no allowance

will be made for items so eliminated in making final payment to the Contractor.

1.5 PARTIAL PAYMENTS

A. Partial payments shall be made monthly as the work progresses. Partial payment

shall be made subject to the provisions of the Supplemental and General

Conditions.

1.6 PAYMENT FOR MATERIAL DELIVERED

A. When requested by the Contractor and at the discretion of the Owner, payment may

be made for all or part of the value of acceptable, non-perishable materials and

equipment which are to be incorporated into bid items, have not been used, and

have been delivered to the construction site or placed in storage places acceptable to

the Owner. Payment shall be subject to the provisions of the General and

Supplementary Conditions.

B. No payment shall be made upon fuels, supplies, lumber, false work, or other

materials, or on temporary structures or other work of any kind which are not a

permanent part of the Contract.

1.7 FINAL PAYMENT

A. The Engineer will make, as soon as practicable after the entire completion of the

project, a final quantity invoice of the amount of the Work performed and the value

of such Work. Owner shall make final payments of the sum found due less

retainages subject to the provisions of the General and Supplementary Conditions.

1.8 INCIDENTAL WORK

A. Incidental work items for which separate payment is not made include (but are not

limited to) the following items:

1. Clearing, grubbing and stripping

2. Dust control

3. Dewatering

4. Clean-up and restoration of property and replacement of any times disturbed

by the construction activities which are not indicated in the specifications and

drawings.

5. Erosion control

6. Loam, seeding, grading, mulching.

7. Coordination with the Owner, Utilities and others, including related inspection

cost (refer to Section 01050)

8. Utility crossings and relocations, unless payment is otherwise made

9. Traffic control plan and regulation

10. Project Signs

11. Trench boxes, steel and/or wood sheeting as required, including that left in

place

12. Project record documents

13. Materials testing

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14. Construction schedules, bonds, insurance, shop drawings, warranties,

guarantees, certifications, and other submittals required by the Contract

Documents

15. Repair and replacement of facilities damaged by construction activities and

corresponding proper disposal of removed materials.

16. Temporary construction and other facilities not to be permanently

incorporated into the Work necessary for construction sequencing.

17. Weather protection

18. Project cleanup

19. Project record Documents

20. Mobilization/demobilization

21. Visits to the project site or elsewhere by personnel or agents of the contractor,

including manufacturer’s representatives, as may be required.

22. On-site and other facilities acceptable to Engineer for the storage of materials,

supplies, and equipment to be incorporated into the Work.

23. Construction administration and insurance

1.9 DESCRIPTION OF PAY ITEMS

A. The following sections describe the measurement of and payment for the work to be

done under the respective items listed in the Bid Form.

B. Each unit or lump sum price stated in the Bid Form shall constitute full

compensation, as herein specified, for each item of the work completed.

Item No 1: Fishway Rehabilitation Complete

A. Method of Measurement: Fishway Rehabilitation shall be paid for on a lump sum

basis.

B. Basis of Payment: The contract price per lump sum shall be full compensation for

all labor, materials, tools and equipment necessary to complete the Fishway

rehabilitation. The work includes but is not limited to: mobilization and

demobilization, erosion and sedimentation control, excavation and grading, ledge

removal, blending of aggregates, backfill and compaction; dewatering, providing

and maintaining bypass flow; demolition and removal of excess and materials;

preparing and modifying the existing site for the new works, cast in place concrete;

denil ladders; geotextiles, precast weir cut off walls, channel bedding, precast

segmental modular retaining walls, slope reconstruction and stabilization, site

amenities, riprap boulders at fishway entrance, wooden pedestrian bridge, loam and

seed, record drawings and all else incidental thereto for which payment is not

provided under other items.

END OF SECTION

13097

01310-1

SECTION 01310

CONSTRUCTION SCHEDULES

PART 1 - GENERAL

1.1 DESCRIPTION

A. Work Included: Within ten (10) days after the effective date of the Agreement

between Owner and Contractor submit to the Engineer an estimated progress

schedule as specified herein.

B. Form of Schedules:

1. Narrative: Completely describe the construction methods to be employed.

C. Content of Schedules:

1. Provide complete sequence of construction by activity:

a. Shop Drawings, Project Data and Samples:

1) Submittal dates.

2) Dates reviewed copies will be required.

b. Decision dates for:

1) Products specified by allowances.

2) Selection of finishes.

c. Estimated product procurement and delivery dates.

d. Dates for beginning and completion of each element of construction.

2. Identify work of separate phases and logically grouped activities.

3. Show the projected percentage of completion for each item of work as of the

first day of each month.

4. Provide separate sub-schedules, if requested by the Engineer, showing

submittals, review times, procurement schedules, and delivery dates.

C. Updating:

1. Show all changes occurring since previous submission.

2. Indicate progress of each activity, show completion dates.

3. Include:

a. Major changes in scope.

b. Activities modified since previous updating.

c. Revised projections due to changes.

d. Other identifiable changes.

4. Provide narrative report, including:

a. Discussion of problem areas, including current and anticipated delay

factors.

b. Corrective action taken, or proposed.

c. Description of revisions that may affect schedules.

1.2 SUBMITTALS

A. Submit updated schedules with each progress payment request.

B. Submit 4 copies of initial and updated schedules to the Engineer.

01310-2

CONSTRUCTION SCHEDULES

13097

END OF SECTION

13097

01340-1

SECTION 01340

SUBMITTALS

PART 1 - GENERAL

1.1 DESCRIPTION

A. Work Included:

1. Submit to the Engineer, Shop Drawings, Manufacturers' Certificates, Project

Data, and Samples required by the Specification Sections.

B. Related Work Specified Elsewhere:

1. Construction Schedules: Section 01310

2. Project Record Documents: Section 01720

3. General Conditions: Section 00700.

1.2 SHOP DRAWINGS

A. Shop Drawings are required for each and every element of the work. Each shop

drawing shall be assigned a number consisting of the Specification Section number

followed by a dash and then a sequential number beginning with 01 (e.g., 16000-

01) for purposes of easy identification. Resubmittals shall include an alphabetic

suffix after the corresponding sequential number (e.g., 16000-01A).

B. Shop Drawings are generally defined as all fabrication and erection drawings,

diagrams, brochures, schedules, bills of material, manufacturers data, spare parts

lists, and other data prepared by the Contractor, his subcontractors, suppliers, or

manufacturers which illustrate the manufacturer, fabrication, construction, and

installation of the work, or a portion thereof.

C. The Contractor shall submit to the Engineer a pre-determined number of hardcopies

of Shop Drawings and approved data (for Owner's, Engineer's and Field

Representative's files), and one electronic Portable Document Format (PDF)

transmitted using e-mail, File Transfer Protocol (FTP), or approved submittal

sharing software. The Engineer shall return one hardcopy and electronic PDF to the

Contractor for duplication and distribution to subcontractors, suppliers and

manufacturers. All shop drawing comments will be summarized on the Submittal

Review Form and must be retained with each submittal hardcopy and electronic

PDF. Number of copies, mandatory hardcopy submissions for specific submittals,

format, and transmission method will be finalized at Pre-Construction Meeting.

D. The Contractor shall provide a completed Contractor Submittal Certification Form

(copy provided for Contractor's use at the end of this Specification Section) which

shall be attached to every hardcopy and electronic PDF of each shop drawing.

Shop Drawings shall show the principal dimensions, weight, structural and

operating features, space required, clearances, type and/or brand of finish or shop

coat, grease fittings, etc., depending on the subject of the drawing. When it is

customary to do so, when the dimensions are of particular importance, or when so

specified, the drawings shall be certified by the manufacturer or fabricator as

correct for the work.

E. Shop Drawings shall be submitted as a complete package by specification section,

unless otherwise reviewed and approved by the Engineer. It is the intent that all

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13097

information, materials and samples associated with each specification section be

included as a single submittal for the Engineer's review. Any deviation from this

requirement, such as submitting miscellaneous metals grouped by structure, shall be

requested in writing with an anticipated shop drawing breakdown/schedule prior to

any associated submittal.

F. The Contractor shall be responsible for the prompt and timely submittal of all shop

and working drawings so that there shall be no delay to the work due to the absence

of such drawings.

G. No material or equipment shall be purchased or fabricated especially for the

Contract until the required shop and working drawings have been submitted as

hereinabove provided and reviewed for conformance to the Contract

requirements. All such materials and equipment and the work involved in their

installation or incorporation into the Work shall then be as shown in and

represented by said drawings.

H. Until the necessary review has been made, the Contractor shall not proceed with

any portion of the work (such as the construction of foundations), the design or

details of which are dependent upon the design or details of work, materials,

equipment or other features for which review is required.

I. All shop and working drawings shall be submitted to the Engineer by and/or

through the Contractor, who shall be responsible for obtaining shop and working

drawings from his subcontractors and returning reviewed drawings to them. Hard

copies of shop drawings shall be of standardized sizes to enable the Owner to

maintain a permanent record of the submissions. Approved standard sizes shall be:

(a) 24 inches by 36 inches; (b) 11 inches by 17 inches, and (c) 11 inches by 8-1/2

inches. Provision shall be made in preparing the shop drawings to provide a

binding margin on the left hand side of the sheet. Shop drawings submitted other

than as specified herein may be returned for resubmittal without being reviewed.

J. Only drawings which have been checked and corrected by the fabricator should be

submitted to the Contractor by his subcontractors and vendors. Prior to submitting

drawings to the Engineer, the Contractor shall check thoroughly all such drawings

to satisfy himself that the subject matter thereof conforms to the Drawings and

Specifications in all respects. All drawings which are correct shall be marked with

the date, checker's name, and indication of the Contractor's approval, and then shall

be submitted to the Engineer.

K. If a shop drawing shows any deviation from the Contract requirements, the

Contractor shall make specific mention of the deviations in his letter of transmittal.

Shop Drawings that contain significant deviations that are not brought to the

attention of the Engineer may be subject to rejection.

L. Should the Contractor submit equipment that requires modifications to the

structures and appurtenances, layout, etc., detailed on the Drawings, he shall also

submit details of the proposed modifications. If such equipment and modifications

are accepted, the Contractor, at no additional cost to the Owner, shall do all work

necessary to make such modifications.

M. A maximum of two submissions of each Shop Drawing will be reviewed, checked,

and commented upon without charge to the Contractor. Any additional submissions

which are ordered by the Engineer to fulfill the stipulations of the Drawings and

01340-3

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13097

Specifications, and which are required by virtue of the Contractor's neglect or

failure to comply with the requirements of the Drawings and Specifications, or to

make those modifications and/or corrections ordered by the Engineer in the review

of the first two submissions of each Shop Drawing, will be reviewed and checked

as deemed necessary by the Engineer, and the cost of such review and checking, as

determined by the Owner, and based upon Engineer's documentation of time and

rates established for additional services in the Owner-Engineer Agreement for this

Project, may be deducted from the Contractor to make all modifications and/or

corrections as may be required by the Engineer in an accurate, complete, and timely

fashion. Resubmittals for the sole purpose of providing written responses to review

comments will not be considered a resubmittal counting towards the two

submission limit.

1.3 SAMPLES

A. The Contractor shall submit samples when requested by the Engineer to establish

conformance with the specifications, and as necessary to define color selections

available.

1.5 MANUFACTURER'S CERTIFICATES

A. Prior to accepting the installation, the Contractor shall submit manufacturer's

certificates for each item specified.

B. Such manufacturer's certificates shall state that the equipment has been installed

under either the continuous or periodic supervision of the manufacturer's authorized

representative, that it has been adjusted and initially operated in the presence of the

manufacturer's authorized representative, and that it is operating in accordance with

the specified requirements, to the manufacturer's satisfaction. All costs for meeting

this requirement shall be included in the Contractor's bid price.

1.6 SUBMISSION REQUIREMENTS

A. Accompany submittals with transmittal letter, containing:

1. Date.

2. Project title and number.

3. Contractor's name and address.

4. The sequential shop drawing number for each shop drawing, project data and

sample submitted shall be:

i. Specification Section number followed by a dash and then a

sequential number beginning with 01 (e.g., 16000-01).

ii. Under limited situations when additional different pieces of

equipment are submitted under the same specification section, those

submittals shall be numbered sequentially (e.g. 05500-01, 05500-02,

05500-03, etc.).

iii. Resubmittals shall include decimal point and an alphabetic suffix

after the corresponding sequential number (e.g., 16000-01A).

5. Notification of deviations from Contract Documents.

6. Other pertinent data.

B. A completed Contractor Submittal Certification Form shall be attached to each

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hardcopy and electronic PDF of each shop drawing and must include:

1. Project name

2. Specification Section and sequential number with alphabet suffix for

resubmittal

3. Description

4. Identification of deviations from Contract Documents.

5. Contractor's stamp, initialed or signed, certifying review of the submittal,

verification of field measurements and compliance with Contract Documents.

6. Where specified or when requested by the Engineer, manufacturer's

certification that equipment, accessories and shop painting meet or exceed the

Specification requirements.

7. Where specified, manufacturer's guarantee.

C. Requirements for Electronic Submittals:

1. Each individual shop drawing or O&M submittal shall be contained in one

PDF.

2. The first page of the PDF shall be the Contractor Submittal Certification Form

as described above.

3. Subject lines for e-mails transmitting PDF submissions and subsequent

correspondence referring to specific submittals shall identify the submittal’s

Specification Section, sequential number, appropriate alphabet suffix for

resubmittals, and a brief description (e.g. 02260-01-Filter Fabric).

3. The electronic PDF shall be exactly as submitted in the hardcopy and shall be

transmitted using e-mail, File Transfer Protocol (FTP), or approved submittal

sharing software.

4. PDF versions of 24x36 drawings shall be converted to 24 x 36 PDFs so as not

to lose the clarity of the original drawing.

5. Electronic PDF submittals that are not submitted in accordance with the

requirements stated above will not be reviewed by the Engineer.

1.7 RESUBMISSION REQUIREMENTS

A. Revise initial drawings as required and resubmit as specified for initial submittal.

B. Indicate on drawings any changes which have been made other than those required

by Engineer. All renumbering of shop drawings, relabeling of individual pieces or

assemblies or relocating of pieces or assemblies to other Drawings within the

submittal shall be clearly brought to the attention of the Engineer.

1.8 ENGINEER'S REVIEW

A. The review of shop and working drawings hereunder will be general only, and

nothing contained in this specification shall relieve, diminish or alter in any respect

the responsibilities of the Contractor under the Contract Documents and in

particular, the specific responsibility of the Contractor for details of design and

dimensions necessary for proper fitting and construction of the work as required by

the Contract and for achieving the result and performance specified thereunder.

B. The Engineer's review comments will be summarized on a Submittal Review Form,

which includes an action code. A description of each action code is provided

below.

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1. No Exceptions Taken (Status 0 on shop drawing log). The shop drawing

complies with the Contract Document requirements. No changes or further

information are required. Where appropriate, the submittal review form will be

used to alert the Contractor, Owner and Field personnel of remaining items

within that specification section that still needs to be submitted.

2. Make Corrections Indicated (Status 1 on shop drawing log). The shop

drawing complies with the Contract Document requirements except for minor

changes, as indicated. Resubmittal is not required unless it is specifically called

for; however, Engineer requires that all comments will be addressed by the

Contractor, unless otherwise notified in writing prior to execution of the

relevant work.

3. Conditional to Remarks (Status 2 on shop drawing log). The shop drawing

potentially complies with the Contract Document requirements, contingent

upon satisfactory resolution of review comments. Remarks will explicitly list

what information needs to be resubmitted. Resubmittal from the Contractor

should include a cover letter or summary which indicates how each review

comment has been addressed.

4. Revise and Resubmit (Status 3 on shop drawing log). The shop drawing

does not comply with the Contract Document requirement as submitted, but

may with changes indicated and/or submission of additional information. The

entire package must be resubmitted with the necessary information and a cover

letter which indicates how each review comment has been addressed and where

to find the information in the resubmittal.

5. Rejected (Status 4 on shop drawing log). The shop drawing does not comply

with the Contract Document requirements, for the reasons indicated in the

remarks, and is unacceptable.

6. In Review (Status 5 on shop drawing log). The shop drawing is currently

under review.

7. For Information Only (Status 6 on shop drawing log). The shop drawing

review was informational only. No comments are provided.

13097

CONTRACTOR SUBMITTAL CERTIFICATION FORM

PROJECT: ______________________ CONTRACTOR'S PROJ. NO:

CONTRACTOR: ___________________ ENGINEER'S PROJ. NO:

ENGINEER:

DESCRIPTION:

MANUFACTURER:

The above referenced submittal has been reviewed by the undersigned and I/we certify that the

material and/or equipment meets or exceeds the project specification requirements with

NO DEVIATIONS

or

A COMPLETE LIST OF DEVIATIONS AS FOLLOWSa:

________________________________________________________________________

________________________________________________________________________

________________________________________________________________________

________________________________________________________________________

________________________________________________________________________

By:_____________________________ By:________________________________

Contractorb

Manufacturerc

Date: _________________________ Date: _____________________________

a Any deviations not brought to the attention of the Engineer for review and concurrence shall be the

responsibility of the Contractor to correct, if so directed.

b Required on all submittals

c When required by specifications Page ___ of ___

General Contractor's Stamp

SHOP

DRAWING

NUMBER:

-

SPECIFICATION SECTION

OR DRAWING NO:

SEQUENTIAL NUMBER

(& ALPHA SUFFIX FOR

RESUBMITTAL)

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01340-8

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END OF SECTION

13097A

01400-1

SECTION 01400

QUALITY CONTROL

PART 1 - GENERAL

1.1 REQUIREMENTS INCLUDED

A. General Quality Control.

B. Workmanship.

C. Manufacturer's Instructions.

D. Manufacturer's Certificates.

E. Manufacturer's Field Services.

F. Testing Laboratory Services.

1.2 RELATED REQUIREMENTS

A. Section 00700 - General Conditions: Inspection and testing required by governing

authorities.

B. Section 01340 - Submittals: Submittal of Manufacturer's Instructions.

C. Section 02200 - Earthwork.

D. Section 02201 - Excavation and Embankment.

E. Section 02250 - Trench Backfilling, Compaction Control and Testing.

F. Section 03300 - Cast-in-Place Concrete.

G. Section 03305 - Concrete Testing.

1.3 QUALITY CONTROL

A. Maintain quality control over suppliers, manufacturers, products, services, site

conditions, and workmanship, to produce work of specified quality.

1.4 WORKMANSHIP

A. Comply with industry standards except when more restrictive tolerances or

specified requirements indicate more rigid standards or more precise workmanship.

B. Perform work by persons qualified to produce workmanship of specified quality.

C. Secure products in place with positive anchorage devices designed and sized to

withstand stresses, vibration, and racking.

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1.5 MANUFACTURERS' INSTRUCTIONS

A. Comply with instructions in full detail, including each step in sequence. Should

instructions conflict with Contract Documents, request clarification from Engineer

before proceeding.

1.6 MANUFACTURERS' CERTIFICATES

A. When required by individual Specifications Section, submit manufacturer's

certificate that products meet or exceed specified requirements.

1.7 MANUFACTURERS' FIELD SERVICES

A. When specified in respective Specification Sections, require supplier and/or

manufacturer to provide qualified personnel to observe field conditions, conditions

of surfaces and installation, quality of workmanship, start-up of equipment, test,

adjust and balance of equipment as applicable, and to make appropriate

recommendations.

B. Representative shall submit written report to Engineer listing observations and

recommendations.

1.8 TESTING LABORATORY SERVICES

A. Owner will employ and pay for services of an Independent Testing Laboratory to

perform inspections, tests, and other services wherever an Independent Testing

Laboratory is required by individual specification sections listed in paragraph 1.2

above, unless otherwise indicated.

B. Services will be performed in accordance with requirements of governing

authorities and with specified standards.

C. Reports will present observations and test results and indicate compliance or non-

compliance with specified standards and with Contract Documents. Independent

Testing Laboratory will submit one copy of each report directly to each of the

following: Engineer, Resident Project Representative, Contractor. Reports will be

mailed within 5 days of obtaining test results. If test results indicate deficiencies,

Independent Testing Laboratory shall telephone or FAX results to Engineer,

Resident Project Representative and Contractor within 24 hours.

D. Contractor shall cooperate with Independent Testing Laboratory personnel; furnish

tools, samples of materials, design mix, equipment, storage and assistance as

requested.

E. Contractor shall coordinate all testing work and shall notify Engineer and

Independent Testing Laboratory at least 24 hours prior to performing work

requiring testing services. If scheduled tests or sampling cannot be performed

because the work is not ready as scheduled, testing costs associated with the delay

will be determined by Engineer and invoiced by Owner to Contractor. If unpaid

after 60 days, the invoice amount will be deducted from the Contract Price. If

adequate notice is not provided, Contractor shall suspend work on that portion of

the Project until testing can be performed. Such suspension will not be grounds for

a claim against the Owner for delay, nor will it be an acceptable basis for an

extension of time.

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13097A

F. Payment for Independent Testing Laboratory services shall be as follows:

1. General: Where testing is the Owner's responsibility, payment will be made

as stated below unless other requirements are given in Specification Sections.

Testing which is the responsibility of the Contractor will be considered an

incidental item unless otherwise indicated in Section 01150, Measurement and

Payment.

2. Initial Testing: Owner will pay for initial tests.

3. Retesting: Costs of retesting due to non-compliance will be paid by Owner.

The cost of retesting will be determined by Engineer and Owner will invoice

Contractor for this cost. If unpaid after 60 days, the invoice amount will be

deducted from the Contract Price.

4. Contractor's Convenience Testing: Inspections and tests performed for

Contractor's convenience will be paid for by Contractor.

PART 2 - PRODUCTS

Not Used

PART 3 - EXECUTION

Not Used

END OF SECTION

13097

01562-1

SECTION 01562

DUST CONTROL

PART 1 - GENERAL

1.1 DESCRIPTIONS

A. Work Included:

1. Furnish and apply water or calcium chloride on the road surfaces within the

construction site, when required to control dust and when directed by the

Engineer.

2. When dust control is not included as a separate item in the Contract, the work

shall be considered incidental to the appropriate items of the Contract.

PART 2 - PRODUCTS

2.1 MATERIALS

A. Water for Sprinkling:

B. Clean, free of salt, oil, and other injurious matter.

PART 3 - EXECUTION

3.1 APPLICATION

A. Water:

1. Apply water by methods approved by the Engineer.

2. Use approved equipment including a tank with gauge equipped pump and

spray bar.

END OF SECTION

13097A

01720-1

SECTION 01720

PROJECT RECORD DOCUMENTS

PART l - GENERAL

1.1 DESCRIPTION

A. Work Included:

1. Keep accurate record documents for all additions, demolition, changes of

material or equipment (from that shown on the Drawings), variations in work,

and any other additions or revisions to the Contract (via Change Order, Work

Change Directive, Field Order or Clarification).

2. Records shall be kept current as the work progresses. Failure to maintain

current records, as specified herein, shall be grounds for withholding

additional retainage from monthly partial payment requests. Failure to provide

records shall also be grounds for withholding of final payment and, if beyond

contract time, shall be grounds for imposing liquidated damages.

B. Related Work Specified Elsewhere:

1. Shop Drawings, Project Data, and Samples are specified in "General

Conditions" and Section 01340, Submittals.

1.2 MAINTENANCE OF DOCUMENTS

A. Maintain at job site, one copy of:

1. Contract Drawings

2. Specifications

3. Addenda

4. Reviewed Shop Drawings

5. Change Orders

6. Any other modifications to the Contract

7. Field Test Reports

B. Store documents in files and racks specifically identified for this use, that are apart

from documents used for construction.

C. File documents in a logical manner indexed for easy reference.

D. Maintain documents in clean, dry, legible condition.

E. Do not use record documents for construction purposes.

F. Make documents available at all times for inspection by the Engineer and Owner,

and by the end of the project, transmit these documents to the Engineer.

1.3 RECORDING

A. Label each document "PROJECT RECORD" in large high printed letters.

B. Keep record documents current and do not permanently conceal any work until

required information has been recorded.

C. General Field Recording Issues:

1. All ties should be taken from existing, permanent features such as utility

poles, corners of buildings and hydrants. Porches, sheds or other house

additions should be avoided as they could be torn down. A minimum of two

01720-2

PROJECT RECORD DOCUMENTS

13097A

ties should be taken.

2. Stations should be recorded to the nearest foot.

3. Inverts should be recorded to the nearest hundredth of a foot.

4. Elevations should be recorded to the nearest hundredth of a foot.

5. Building dimensions should be recorded to the nearest 1/4".

6. Equipment and Piping should be recorded to the nearest tenth of a foot, and

the overall dimensions and layout of the equipment shall be adjusted to reflect

the equipment provided.

D. Project Record Drawings - Legibly mark Contract Drawings to record existing

utilities and actual construction of all work, including but not limited to the

following (where applicable):

1. Existing Utilities

b. Show any existing utilities encountered in plan and profile and properly

labeled showing size, material and type of utility. Ties should be shown

on plan. Utility should be drawn to scale in section (horizontally and

vertically) and an elevation should be called out to the nearest hundredth

of a foot.

c. When existing utility lines are broken and repaired, ties should be taken

to these locations.

d. If existing water lines are replaced or relocated, document the area

involved and pipe materials, size, etc. in a note, and with ties.

2. Ledge

a. Ledge profiles should be shown. Note whether the plotted ledge profile

reflects undisturbed or expanded conditions.

3. Structures

a. Show finished concrete elevations (top of slab, top of wall, top of

footing, etc.). Redraw any foundation, frost wall, etc. that was modified,

deepened, or altered during construction.

b. Adjust finished concrete horizontal dimensions that are shown on the

Drawings.

c. Show location of anchors, construction and control joints, and

waterstops, when they are different from those shown on Drawings.

d. Any additions or major changes should be shown in both plan and

elevation.

1.4 SUBMITTALS

A. At the completion of the project, and prior to the release of retainage, deliver record

documents to the Engineer.

1. Record drawings shall be provided as a bound paper set of computer

generated drawings, an electronic file (pdf format) of the bound paper set, and

electronic files in AutoCAD format. Ownership of the drawings and files shall

pass to the Owner at the time of submittal.

B. Accompany submittal with transmittal letter, in duplicate, containing:

1. Date, project title and number.

2. Contractor's name and address.

3. Title and number of each record document with certification that each

document is completed and accurate.

01720-3

PROJECT RECORD DOCUMENTS

13097A

4. Signature of Contractor, or his authorized representative.

C. Failure to supply all information on the Project Record Drawings as specified in

Part 1.3 may result in additional retainage from monthly partial payment requests,

and in non-approval of final payments of the Contract and/or if contract time (as

specified in accordance with the Standard General Conditions of the Construction

Contract) has elapsed, this shall be grounds for the enactment of the liquidated

damages as specified.

PART 2 - PRODUCTS – NOT APPLICABLE

PART 3 - EXECUTION

3.1 MAINTAINING AND PROVIDING RECORDS

A. Records shall be kept current as the work progresses.

B. Records shall be made available for review by the Owner, Engineer, Resident Project

Representative and/or Funding Agency(s) upon request.

C. Failure to maintain current records, as specified herein, shall be grounds for

withholding additional retainage from monthly partial payment requests.

D. Failure to provide records shall be grounds for withholding of final payment and, if

beyond contract time, shall be grounds for imposing liquidated damages.

END OF SECTION

13097

02050-1

SECTION 02050

DEMOLITION

PART 1 - GENERAL

1.1 DESCRIPTION

A. Work Included:

1. The Contractor shall furnish all labor, materials, tools, equipment and

apparatus necessary and shall do all work required to complete the demolition,

removal, and alterations of existing facilities as indicated on the Drawings, as

herein specified, and/or as directed by the Engineer.

2. Demolition and alteration work within occupied areas shall be accomplished

with minimum interference to the occupants and to the plant which shall be in

continuous operation during construction.

3. All equipment, piping, and other materials that are not to be relocated or to be

returned to the Owner shall become the property of the Contractor and shall

be disposed of by him, away from the site of the work and at his own

expense.

4. All demolition or removal of existing structures and appurtenances shall be

accomplished without damaging the integrity of existing structures,

equipment, and appurtenances to remain, to be salvaged for relocation or

stored for future use.

5. Such items that are damaged shall be either repaired or replaced at the

Contractor's expense to a condition at least equal to that which existed prior to

the start of his work.

6. Unless otherwise indicated, all items labeled to be "removed", "demolished"

or "remove/demolish" shall be removed and disposed of off site in accordance

with all Local, State and Federal Regulations.

B. Related Work Specified Elsewhere: (When Applicable)

1. Earthwork is specified in Section 02200.

2. See Summary of Work, Section 01010.

1.2 JOB CONDITIONS

A. Condition of Structures:

1. The Owner assumes no responsibility for the actual condition of structures to

be demolished.

2. Conditions existing at the time of inspection for bidding purposes will be

maintained by the Owner as far as practicable. However, variations within the

structures may occur due to Owner's removal and salvage operations prior to

the start of demolition work (where applicable).

02050A-2

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13097

1.3 UTILITIES

A. Utility Locations:

1. Utility locations shown on the plans are approximate only, based on

information supplied by the utility companies.

B. Coordination with Utilities:

1. The Contractor shall make all necessary arrangements and perform any

necessary work to the satisfaction of affected utility companies and

governmental divisions involved with the discontinuance or interruption of

affected public utilities and services.

1.4 SUBMITTALS

A. Schedule - Demolition:

1. Submit two (2) copies of proposed methods and operations of demolition to

the Engineer for review prior to the start of work. Include in the schedule the

coordination for shut-off, capping and continuation of utility services as

required.

2. Provide a detailed sequence of demolition and removal work to ensure the

uninterrupted progress of the Owner's operations.

1.5 PROTECTIONS

A. Ensure the safe passage of persons around the area of demolition. Conduct

operations to prevent injury to adjacent buildings, structures, other facilities and

persons. Erect temporary, covered passageways as required by authorities having

jurisdiction.

B. Provide interior and exterior shoring, bracing, or support to prevent movement,

settlement or collapse of structures to be demolished and adjacent facilities to

remain.

1.6 DAMAGES

A. The Contractor shall promptly repair damages caused by demolition operations to

adjacent facilities at no cost to the Owner.

PART 2 - PRODUCTS

Not Applicable.

PART 3 - EXECUTION

3.1 PERFORMANCE

A. Remove and dispose of non-salvageable material in accordance with all applicable

local and state laws, ordinances and code requirements.

B. Dispose of material daily as it accumulates.

C. Carefully remove, store and protect from damage all materials to be salvaged.

D. Adjacent Property:

1. Protect property adjacent to structures to be removed from damage.

E. Maintaining Traffic:

02050A-3

DEMOLITION

13097

1. Ensure minimum interference with roads, streets, driveways, sidewalks and

adjacent facilities.

END OF SECTION

13097

02110-1

SECTION 02110

CLEARING AND GRUBBING

PART 1 - GENERAL

1.1 DESCRIPTION

A. Work Included:

1. Clearing includes, but is not limited to, removal of trees, brush, stumps,

wooded growth, grass, shrubs, poles, posts, signs, fences, culverts and other

vegetation and minor structures; the protection of designated wooded growth;

the storage and protection of minor structures and materials which are to be

replaced; and the disposal of nonsalvageable structures and materials, and

necessary preliminary grading.

B. Limits of Work:

1. Perform clearing and grubbing work within the areas required for construc-

tion, or as shown on the Drawings, to a depth of l2 inches below the existing

grade.

2. Perform additional clearing and grubbing work within areas and to depths

which, in the opinion of the Engineer, interfere with excavation and/or

construction, or are otherwise objectionable.

C. Work Not Included:

1. Clearing and grubbing work performed for the convenience of the Contractor

will not be considered for payment.

1.2 QUALITY ASSURANCE

A. Requirements of Regulatory Agencies:

1. Dispose of combustible material by burning only when permitted by and in

accordance with all applicable local and state laws, ordinances and code

requirements.

B. Remove and dispose of nonsalvageable structures and material in accordance with

all applicable local and state laws, ordinances and code requirements.

PART 2 - PRODUCTS

2.1 MATERIALS

A. Provide all materials required to complete the work.

B. All timber and wood shall become the property of the Contractor unless other

agreements are made between the Owner and the Contractor.

C. Repair any damage to structures to the complete satisfaction of the Owner and

Engineer.

02110-2

CLEARING AND GRUBBING

13097

PART 3 - EXECUTION

3.1 PREPARATION

A. Carefully preserve and protect from injury all trees and/or shrubs not to be

removed.

B. Right-of-way:

1. Where excavation is required on public or private rights-of-way containing

trees, shrubs, other growth, or any structure or construction, obtain the

Engineer's direction concerning the extent to which such obstacles can be

cleared or stripped prior to performing the Work.

2. In all rights-of-way, remove only those particular growths or structures which

are, in the opinion of the Engineer, essential for construction operations.

3. All other removals or damage shall be replaced or restored at the Contractor's

expense.

3.2 PERFORMANCE

A. Clearing:

1. Remove and dispose of all trees, brush, slash, stubs, bushes, shrubs, plants,

debris and obstructions within the area to be cleared, except any areas that

may be designated as "Selective Clearing", and except as otherwise shown on

the Drawings or as directed by the Engineer.

2. Remove all stumps unless otherwise directed by the Engineer.

3. Dispose of material to be removed daily as it accumulates.

4. Take special care to completely dispose of all elm trees and branches

immediately after cutting either by burial in approved locations or, when

permitted, by burning in areas well removed from standing elm growth.

B. Protection of Wooded Growth:

1. Fell trees toward the center of the area being cleared to protect trees and

shrubs to be left standing.

2. Cut up, remove and dispose of trees unavoidably falling outside the area to be

cleared.

3. Employ skilled workmen or tree surgeons to trim and repair all trees that are

damaged but are to be left standing.

C. Selective Clearing:

1. When shown on the Drawings and when directed by the Engineer, perform

selective clearing work to preserve natural tree cover.

2. Perform selective clearing work only under the direction and supervision of

the Engineer.

3. Remove all dead and uprooted trees, brush, roots and other material which, in

the opinion of the Engineer, are objectionable.

4. Cut flush with the ground and remove only those trees indicated by the

Engineer.

5. Employ skilled workmen or tree surgeons to carefully trim all branches

requiring cutting on trees to be left standing. Wood exposed as the result of

removal of branches is to be left exposed to air and sunlight.

6. Bituminous paint shall not be used on wood exposed as a result of branch

removal, excavation around roots, or damage to tree bark.

D. Grubbing:

02110-3

CLEARING AND GRUBBING

13097

1. Perform grubbing work beneath new roads, driveways, walks, seeded areas

and other areas and as directed by the Engineer.

2. Grub out all sod, vegetation and other objectionable material to a minimum

depth of l2 inches below the existing grade.

3. Completely remove all stumps, including major root systems.

E. Disposal:

1. Remove from the site and dispose of material not being burned.

2. Provide an approved disposal area unless otherwise specified.

F. Burning:

1. Dispose of combustible materials by burning, only if approved by local and

state officials.

2. Employ competent workmen to perform burning work in such a manner and at

such locations that adjacent properties, trees and growth to remain, overhead

cables, wires and utilities will not be jeopardized.

3. Do not leave fires unguarded.

4. Do not burn poison oak, poison ivy or other plants of similar nature.

5. Do not use tires or other combustible waste material to augment burning.

6. Burn combustible materials daily as the work progresses.

7. The Contractor shall be responsible for all damage caused by burning and

shall be responsible for obtaining all necessary permits for burning.

3.3 REPLACEMENT OF MATERIALS

A. Paving, Curbing and Miscellaneous Material:

1. Remove all paving, subpaving, curbing, gutters, brick, paving block, granite

curbing, flagging and minor structures that are over the area to be filled or

excavated.

2. Remove and replace bituminous asphaltic and portland cement concrete in

accordance with the appropriate sections of these Specifications.

3. Properly store and preserve all material to be replaced in a location approved

by the Engineer.

B. Shrubs and Bushes:

1. Remove, store, and replace ornamental shrubs and bushes to be preserved in

accordance with accepted horticultural practices.

C. Topsoil:

1. When applicable, carefully remove, store, and protect topsoil in accordance

with the appropriate section of this division.

D. Responsibility:

1. Replace, at no additional cost to the Owner, materials lost or damaged because

of careless removal or neglectful or wasteful storage, disposal or use of these

materials.

END OF SECTION

13097

02200-1

SECTION 02200

EARTHWORK

PART 1 - GENERAL

1.1 DESCRIPTION

A. The Work described by this Section consists of all earthwork encountered and

necessary for construction of the project as indicated in the Contract Documents,

and includes but is not limited to the following:

1. Excavation

2. Backfilling and Filling

3. Compaction

4. Embankment Construction

5. Grading

6. Providing soil material as necessary

7. Disposal of excess suitable material and unsuitable materials

B. Related Work Specified Elsewhere: (When Applicable)

1. Clearing and Grubbing, Dewatering, Filter Fabric, Temporary Erosion

Control, Stripping and Stockpiling of Topsoil, Sheeting, Landscaping, and

Paving are specified in the appropriate sections of this Division.

2. Section 01400 - Quality Control.

1.2 QUALITY ASSURANCE

A. Requirements of Regulatory Agencies:

1. All work shall be performed and completed in accordance with all local, state

and federal regulations.

2. The General Contractor shall secure all other necessary permits unless

otherwise indicated from, and furnish proof of acceptance by, the municipal

and state departments having jurisdiction and shall pay for all such permits,

except as specifically stated elsewhere in the Contract Documents.

B. Line and Grade:

1. The Contractor shall establish the lines and grades in conformity with the

Drawings and maintain same to properly perform the work.

C. Testing Methods:

1. Gradation Analysis: Where a gradation is specified the testing shall be in

accordance with ASTM C-117-90 and ASTM C-136-93 (or latest revision).

2. Compaction Control:

a) Unless otherwise indicated, wherever a percentage of compaction for

backfill is indicated or specified, it shall be the in-place density divided

by the maximum density and multiplied by 100. The maximum density

shall be the density at optimum moisture as determined by ASTM

Standard Methods of Test for Moisture-Density Relations of Soil Using

10-lb. Hammer and 18-in. Drop, Designation D-1557-91 (Modified

Proctor), or latest revision, unless otherwise indicated.

02200-2

EARTHWORK

13097

b) The in-place density shall be determined in accordance with ASTM

Standard Method of Test for Density of Soil in Place by the Sand Cone

method, Designation D 1556-90, (or latest revision) or Nuclear method

Designation D2922.

c) Wherever specifically indicated, maximum density at optimum moisture

may be determined by ASTM Standard Methods of Test for Moisture

Density Relations of Soils, ASTM D-698-91 (Standard Proctor).

d) An Independent Testing Laboratory will be retained by the Owner to

conduct all laboratory and field soil sampling and testing, and to observe

earth work and foundation construction activities. Laboratory testing

will consist of sieve analyses, natural water content determinations, and

compaction tests. Field testing will consist of in-place field density tests

and determination of water contents.

1.3 SUBMITTALS

A. Collection of samples and testing of all materials for submittals shall be performed

by the Independent Testing Laboratory and paid for by the Contractor until the

materials are approved by the Owner or Engineer.

B. Submit test results in accordance with the procedure specified in the General and

Supplementary Conditions.

C. Submit test results (including gradation analysis) and source location for all borrow

material to be used at least 10 working days prior to its use on the site. Contractor

shall identify and provide access to borrow sites.

D. Submit moisture density curve for each type of soil (on site or borrow material) to

be used for embankment construction or fill beneath structures or pavement.

1.4 TESTS

The Independent Testing Laboratory shall conform to the following procedures and

standards:

A. Submit test results in accordance with the procedure specified in the General and

Supplementary Conditions.

B. All testing shall be performed by a qualified Independent Testing Laboratory

acceptable to the Engineer and Contractor at the Owner's expense unless otherwise

indicated (see Section 01400 - Quality Control).

C. Field density tests on embankment materials shall be as follows:

1. Tests shall be taken on every 200 cubic yards of embankment material.

D. Fishway Exit Concrete Extension Structure Backfill: Take at least one (1) field

density tests per lift per wall at locations and elevations as designated by the

Engineer.

E. In addition to the above tests the Independent Testing Laboratory will perform

additional density tests at locations and times requested by the Engineer.

F. Additional density testing will be required by the Engineer if the Engineer is not

satisfied with the apparent results of the Contractor's compaction operation.

1. If the test results fail to meet the requirements of these specifications, the

Contractor shall undertake whatever action is necessary, at no additional cost

to the Owner, to obtain the required compaction. The cost of retesting will be

paid by Owner. The cost of retesting will be determined by Engineer and

02200-3

EARTHWORK

13097

Owner will invoice Contractor for this cost. If unpaid after 60 days, the

invoice amount for retesting will be deducted from the Contract Price. No

allowance will be considered for delays in the performance of the work.

2. If the test results pass and meet the requirements of these Specifications, the

cost of the testing service will be borne by the Owner, but no allowance will

be considered for delays in the performance of the work.

1.5 JOB CONDITIONS

A. Site Information:

1. Data on indicated subsurface conditions are not intended as representations or

warranties of accuracy or continuity between soil borings. It is expressly

understood that Owner and Engineer will not be responsible for interpretations

or conclusions drawn therefrom by the Contractor. Data are made available

for the convenience of Contractor.

2. Additional test borings and other exploratory operations may be made by

Contractor at no additional cost to Owner.

B. Existing Utilities and Structures:

1. The locations of utilities and structures shown on the Drawings are

approximate as determined from physical evidence on or above the surface of

the ground and from information supplied by the utilities. The Engineer in no

way warranties that these locations are correct. It shall be the responsibility of

the Contractor to determine the actual locations of any utilities or structures

within the project area.

PART 2 - PRODUCTS

2.1 SOIL MATERIAL

A. Fishway Bed Material: The fishway bed shall be a well-graded mix of stone, filler

sand and silt. The finished bed material will be a dense, low-permeability material

with a rough and irregular surface. The material will be a blend of well graded

stone (as specified in Part 2.1.A.1) and filler sand (as specified in Part 2.1.A.2) at a

ratio of approximately two parts stone per one part sand by weight (dry). However,

the precise amount of filler sand to be mixed into the well graded stone shall require

adjustment in the field during placement (as specified in Part 3.6) to achieve the

desired grades and density.

1. Well Graded Stone: Stones shall consist of sound durable rock that will not

disintegrate by exposure to water or weather. Either field stone or rough,

unhewn quarry stone may be used. Thin and/or flat stones will not be permitted.

The stone shall be composed of a well graded mix of stone sizes. The largest

stone size shall be approximately four (4) inches in diameter and no stones in the

mix shall be smaller than one (1) inch in diameter..

2. Filler Sand: Filler Sand shall consist of a well graded blend of silt and sand of

hard durable particles free from vegetative matter, lumps or balls of clay and

other deleterious substances. The material shall meet the following gradation

requirements:

02200-4

EARTHWORK

13097

Sieve

Designation

Percentage by Weight

Passing Square Mesh Sieves

1/2"

No. 4

No. 16

100

60 - 100

35 - 80

No. 50

No. 200

15 - 55

Greater than 10

B. Crushed Stone: Shall be a uniform material consisting of clean, hard, and durable

particles or fragments, free from vegetable or other objectionable matter, containing

angular pieces, as are those which come from a mechanical crusher. Gradation

requirements shall be as follows:

Sieve

Designation

Percent by Weight

Passing Square Mesh Sieve

1-1/2 inch 100

1 inch 95-100

1/2 inch 25-60

No. 4 0-10

C. Large Boulders (for use at fishway entrance): Shall consist of sound durable rock

which will not disintegrate by exposure to water or weather. The Contractor is

required to submit test results demonstrating that the stone to be utilized meets the

following basic standards:

1. Minimum unit weight of 155 pounds per cubic foot (ASTM C 127)

2. Maximum absorption of two (2) percent (ASTM C 127)

The Engineer may require additional tests to assure the acceptability of the stone.

The tests to which the stone may be subjected will include petrographic analysis,

specific gravity, abrasion, absorption, wetting and drying, freezing and thawing, and

such other tests as may be considered necessary by the Engineer. The Contractor is

required to supply and deliver additional samples (quantity and size to be

determined by the testing laboratory) of stone material to a materials testing

laboratory designated by the Engineer for any additional elective testing.

Additional elective testing costs will be paid for by the Owner.

2.2 CONCRETE

A. If concrete is required for excess excavation, provide 3,000 psi concrete complying

with requirements of Section 03300.

2.3 GEOTEXTILE FABRIC

A. Refer to Section 02260.

02200-5

EARTHWORK

13097

PART 3 - EXECUTION

3.1 INSPECTION

A. Examine the areas and conditions under which excavating, backfilling, filling,

compaction and grading are to be performed and notify the Engineer in writing of

conditions detrimental to the proper and timely completion of the work. Do not

proceed with the work until unsatisfactory conditions have been corrected.

3.2 EXCAVATION

A. General:

1. Excavation consists of removal and disposal of all material encountered when

establishing line and grade elevations required for execution of the work.

2. The Contractor shall make excavations in such manner and to such widths as

will give suitable room for building the structures or laying and jointing the

piping; shall furnish and place all sheeting, bracing, and supports; shall do all

cofferdamming, pumping, and draining; and shall render the bottom of the

excavations firm, dry and acceptable in all respects.

3. All excavation shall be classified as either earth or ledge.

a) Earth Excavation shall consist of the removal, hauling and disposal of all

earth materials encountered during excavation including but not limited

to native soil or fill, pavement (bituminous or concrete), existing sewers

and manholes, ashes, loam, clay, swamp muck, debris, soft or

disintegrated rock or hard pan which can be removed with a backhoe, or

a combination of such materials, and boulders that do not meet the

definition of "Ledge" below.

b) Ledge Excavation: Shall consist of the removal, hauling, and disposal

of all ledge or rock encountered during excavation. "Ledge" and "rock"

shall be defined as any natural compound, natural mixture that in the

opinion of the Engineer can be removed from its existing position and

state only by drilling and blasting, wedging, sledging, boring or breaking

up with power operated tools. No boulder, ledge, slab, or other single

piece of excavated material less than two cubic yards in total volume

shall be considered to be rock unless, in the opinion of the Engineer it

must be removed from its existing position by one of the methods

mentioned above.

4. The Contractor shall not have any right of property in any materials taken

from any excavation. Do not remove any such materials from the

construction site without the approval of the Engineer. This provision shall in

no way relieve the Contractor of his obligations to remove and dispose of any

material determined by the Engineer to be unsuitable for backfilling. The

Contractor shall dispose of unsuitable and excess material in accordance with

the applicable sections of the Contract Documents.

B. Additional Excavation: When excavation has reached required subgrade elevations,

notify the Engineer and Resident Project Representative who will observe the con-

ditions.

02200-6

EARTHWORK

13097

1. If material unsuitable for the structure or paved area or pipeline (in the

opinion of the Engineer) is found at or below the grade to which excavation

would normally be carried in accordance with the Drawings and/or

Specifications, the Contractor shall remove such material to the required

width and depth and replace it with thoroughly compacted select fill, screened

stone, crushed stone, or concrete as directed by the Engineer.

2. All excavated materials designated by the Engineer as unsuitable shall become

the property of the Contractor and disposed of at locations in accordance with

all State and local laws and the provisions of the Contract Documents.

C. Structural Excavation:

1. Shall consist of the removal, hauling, disposal, of all material encountered in

the excavation to permit proper installation of structures.

2. Excavations for structures shall be carried to the lines and subgrades shown on

the Drawings.

3. Excavate areas large enough to provide suitable room for building the

structures.

4. The extent of open excavation shall be controlled by prevailing conditions

subject to any limits designated by the Engineer.

5. Provide, install, and maintain sheeting and bracing as necessary to support the

sides of the excavation and to prevent any movement of earth which could

diminish the width of the excavation or otherwise injure the work, adjacent

structures, or persons and property in accordance with all state and OSHA

safety standards.

6. Erect suitable fences around structure excavation and other dangerous

locations created by the work, at no additional cost to the Owner.

7. Exposed subgrade surfaces shall remain undisturbed, protected, and

maintained as uniform, plane areas and shape to receive the foundation

components of the structure.

a. Conform to elevations and dimensions shown within a tolerance of plus

or minus 0.10', and extending a sufficient distance from footings and

foundations to permit placing and removal of concrete formwork,

installation of services, other construction, and for inspection.

b. In excavating for footings and foundations, take care not to disturb

bottom of excavation. Excavate by hand to final grade and trim bottoms

to required lines and grades to leave solid base to receive the structure.

c. If a structure is to be constructed within the embankment, the fill shall

first be brought to a minimum of 3 feet above the base of the footing. A

suitable excavation shall then be made as though the fill were

undisturbed earth.

D. Protection of Persons, Property and Utilities:

1. Barricade open excavations occurring as part of this work in compliance with

local and State regulations.

2. Protect structures from damage caused by settlement, lateral movement,

undermining, washout and other hazards created by earthwork opera-

tions. Exercise extreme caution and utilize sheeting, bracing, and whatever

other precautionary measures that may be required.

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3. Rules and regulations governing the respective utilities shall be observed in

execution of all work. Active utilities and structures shall be adequately

protected from damage, and removed or relocated only as indicated or

specified. Inactive and abandoned utilities encountered in excavation and

grading operations shall be removed, plugged or capped only with written

authorization of the utility owner. Report in writing to the Engineer, the

locations of such abandoned utilities. Extreme care shall be taken when

performing work in the vicinity of existing utility lines, utilizing hand

excavation in such areas, as far as practicable.

4. Repair, or have repaired, all damage to existing utilities, structures, lawns,

other public and private property which results from construction operations,

at no additional expense to the Owner, to the complete satisfaction of the

Engineer, the utility, the property owner, and the Owner.

E. Use of Explosives:

1. Do not bring explosives onto site or use in work without prior written

permission from authorities having jurisdiction. Contractor is solely

responsible for handling, storage, and use of explosive materials when their

use is permitted.

2. All blasting shall be performed in accordance with all pertinent provisions of

the "Manual of Accident Prevention in Construction" of the Associated

General Contractors of America, Inc.

F. Stability of Excavations:

1. Slope sides of excavations to comply with all codes and ordinances having

jurisdiction. Shore and brace where sloping is not possible because of space

restrictions or stability of material excavated.

2. Maintain sides and slopes of excavations in a safe condition until completion

of backfilling.

G. Shoring and Bracing:

1. Provide materials for shoring and bracing, such as sheet piling, uprights,

stringers and cross-braces, in good serviceable condition.

2. Provide trench shoring and bracing to comply with local codes and authorities

having jurisdiction. Refer to Specification Section 02156.

3. Maintain shoring and bracing in excavations regardless of time period

excavations will be open. Install shoring and bracing as excavation

progresses.

H. Material Storage:

1. Stockpile excavated materials which are satisfactory for use on the work until

required for backfill or fill. Place, grade and shape stockpiles for proper

drainage and protect with temporary seeding or other acceptable methods to

control erosion.

2. Locate and retain soil materials away from edge of excavations.

3. Dispose of excess soil material and waste materials as herein specified.

I. Dewatering:

1. To ensure proper conditions at all times during construction, the Contractor

shall provide and maintain ample means and devices (including spare units

kept ready for immediate use in case of breakdowns) with which to intercept

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and/or remove promptly and dispose properly of all water entering trenches

and other excavations (including surface and subsurface waters).

2. Excavations shall be kept dry until the structures, pipes, and appurtenances to

be built therein have been completed to such extent that they will not be

floated or otherwise damaged. Refer to Specification Section 02401.

J. Cold Weather Protection:

1. Protect excavation bottoms against freezing when atmospheric temperature is

less than 35F.

2. No frozen material shall be used as backfill or fill and no backfill shall be

placed on frozen material.

K. Separation of Surface Material:

1. From areas within which excavations are to be made, loam and topsoil shall

be carefully removed and separately stored to be used again as directed; or, if

the Contractor prefers not to separate surface materials, he shall furnish, as

directed, loam and topsoil at least equal in quantity and quality to that

excavated.

L. Dust Control:

1. During the progress of the work, the Contractor shall conduct his operations

and maintain the area of his activities, including sweeping and sprinkling of

streets as necessary, so as to minimize the creation and dispersion of

dust. Refer to Specification Section 01562.

2. If the Engineer decides that it is necessary to use calcium chloride for more

effective dust control, the contractor shall furnish and spread the material, as

directed.

3.3 BACKFILL AND FILL

A. General:

1. Backfilling shall consist of replacing material removed to permit installation

of structures or utilities, as indicated in the Contract Documents.

2. Filling shall consist of placing material in areas to bring them up to grades

indicated on the Drawings.

3. The Contractor shall provide and place all necessary backfill and fill material,

in layers to the required grade elevations.

4. Backfill excavations as promptly as work permits, but not until completion of

the following:

a. Acceptance by Engineer of construction below finish grade.

b. Removal of concrete formwork.

c. Removal of shoring and bracing, and backfilling of voids with

satisfactory materials. Temporary sheet piling driven below bottom of

structures shall be removed in manner to prevent settlement of the

structure or utilities, or cut off and left in place if required.

d. Removal of trash and debris.

e. Permanent or temporary horizontal bracing is in place on horizontally

supported walls.

f. Density testing having results meeting requirements specified herein.

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5. In general, and unless otherwise indicated, material used for backfill of

trenches and excavations around structures shall be suitable excavated

material which was removed in the course of making the construction

excavation. Unless otherwise specified or allowed by the Engineer the

backfill and fill shall be placed in layers not to exceed 8 inches in thickness.

6. All fill and backfill under structures and adjacent to structures shall be

compacted crushed stone or select fill as specified or as indicated on the

Drawings. The fill and backfill materials shall be placed in layers not

exceeding 8 inches in thickness.

7. Suitable excavated material shall meet the following requirements:

a. Free from large clods, silt lumps or balls of clay.

b. Free from stones and rock fragments with larger than 12 inch

max. dimension.

c. Free from organics, peat, etc.

d. Free from frozen material.

8. If sufficient suitable excavated material is not available from the excavations,

and where indicated on the Drawings, the backfill material shall be select fill

or common borrow, unless otherwise indicated, as required and as directed by

the Engineer.

9. Do not backfill with, or on, frozen materials.

10. Remove, or otherwise treat as necessary, previously placed material that has

frozen prior to placing backfill.

11. Do not mechanically or hand compact material that is, in the opinion of the

Engineer, too wet.

12. Do not continue backfilling until the previously placed and new materials

have dried sufficiently to permit proper compaction.

13. The nature of the backfill materials will govern the methods best suited for

their placement and compaction. Compaction methods and required percent

compaction is covered in Compaction section.

14. Before compaction, moisten or aerate each layer as necessary to provide a

water content necessary to meet the required percentage of maximum dry

density for each area classification specified.

15. Do not allow large masses of backfill material to be dropped into the

excavation in such a manner that may damage pipes and structures.

16. Place material in a manner that will prevent stones and lumps from becoming

nested.

17. Completely fill all voids between stones with fine material.

18. Do not place backfill on or against new concrete until it has attained sufficient

strength to support loads without distortion, cracking, and other damage.

19. Deposit backfill and fill material evenly on all sides of structures to avoid

unequal soil pressures.

20. Keep stones or rock fragments with a dimension greater than two inches at

least one foot away from the pipe or structure during backfilling.

21. Leave sheeting in place when damage is likely to result from its withdrawal.

22. Completely fill voids left by the removal of sheeting with screened stone

which is compacted thoroughly.

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B. Pipe Bedding, Initial Backfill and Trench Backfill

1. Place bedding and backfill in layers of uniform thickness specified herein, and

as shown on the Drawings.

2. Thoroughly compact each layer by means of a suitable vibrator or mechanical

tamper.

3. Install pipe bedding and initial backfill in layers of uniform thickness not

greater than eight (8) inches.

4. Deposit the remainder of the backfill in uniform layers not greater than eight

inches.

5. Where soft silt and clay soils are encountered the trench shall be excavated six

inches below the normal bedding and backfilled with 6-inches of compacted

sand.

6. Backfill trenches with concrete where trench excavations pass within 18

inches of column or wall footings and which are carried below the bottom of

such footings, or which pass under wall footings. Place concrete to the level

of the bottom of adjacent footings.

C. Improper Backfill:

1. When excavation and trenches have been improperly backfilled, and when

settlement occurs, reopen the excavation to the depth required, as directed by

the Engineer.

2. Refill and compact the excavation or trench with suitable material and restore

the surface to the required grade and condition.

3. Excavation, backfilling, and compacting work performed to correct improper

backfilling shall be performed at no additional cost to the Owner.

D. Ground Surface Preparation:

1. Remove vegetation, debris, unsatisfactory soil materials, obstructions, and

deleterious materials from ground surface prior to placement of fills. Plow,

strip, scarify or break-up sloped surface steeper than 1 vertical to 4 horizontal.

2. When existing ground surface has a density less than that specified under

"compaction" for the particular area classification, break up the ground

surface, pulverize, moisture-condition to the optimum moisture content, and

compact to required depth and percentage of maximum density.

3.4 COMPACTION

A. General:

1. Control soil compaction during construction to provide not less than the

minimum percentage of density specified for each area classification.

B. Percentage of Maximum Density Requirements:

1. Compact soil to not less than the following percentages of maximum dry

density determined in accordance with ASTM D1557 as indicated.

a. Structures: Compact each layer of backfill or fill material below or

adjacent to structures to at least 95% of maximum dry density (ASTM

D1557).

b. Embankments: Compact each layer of embankment material to at least

95% of maximum dry density (ASTM D1557).

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C. Moisture Control:

1. Where subgrade or a layer of soil material must be moisture conditioned

before compaction, uniformly apply water to surface of subgrade, or layer of

soil material, in quantities controlled to prevent free water appearing on

surface during or subsequent to compaction operations.

2. Remove and replace, or scarify and air dry, soil material that is too wet to

permit compaction to specified density.

3. Soil material that has been removed because it is too wet to permit

compaction may be stockpiled or spread and allowed to dry. Assist drying by

discing, harrowing or pulverizing until moisture content is reduced to a

satisfactory level.

D. Embankment Compaction:

1. After each embankment layer has been spread to the required maximum 8-

inch thickness and its moisture content has been adjusted as necessary, it shall

be rolled with a sufficient number of passes to obtain the required

compaction. One pass is defined as the required number of successive trips

which by means of sufficient overlap will insure complete coverage and

uniform compaction of an entire lift. Additional passes shall not be made

until the previous pass has been completed.

2. When any section of an embankment sinks or weaves excessively under the

roller or under hauling units and other equipment, it will be evident that the

required degree of compaction is not being obtained and that a reduction in

the moisture content is required. If at any place or time such sinking and

weaving produces surface cracks which, in the judgment of the Engineer are

of such character, amount, or extent to indicate an unfavorable condition, he

will recommend operations on that part of the embankment to be suspended

until such time as it shall have become sufficiently stabilized. The ideal

condition of the embankment is that attained when the entire embankment

below the surface being rolled is so firm and hard as to show only the slightest

weaving and deflection as the roller passes.

3. If the moisture content is insufficient to obtain the required compaction, the

rolling shall not proceed except with the written approval of the Engineer, and

in that event, additional rolling shall be done to obtain the required

compaction. If the moisture content is greater than the limit specified, the

material of such water content may be removed and stockpiled for later use or

the rolling shall be delayed until such time as the material has dried

sufficiently so that the moisture content is within the specified limits. No

adjustment in price will be made on account of any operation of the

Contractor in removing and stockpiling, or in drying the materials or on

account of delays occasioned thereby.

4. If because of insufficient overlap, too much or too little water, or other cause

attributable to defective work, the compaction obtained over any area is less

than that required, the condition shall be remedied, and if additional rollings

are ordered, they will be done at no cost to the Owner. If the material itself is

unsatisfactory or if additional rolling or other means fails to produce satis-

factory results, the area in question shall be removed down to material of

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satisfactory density and the removal, replacement, and re-rolling shall be done

by the Contractor, without additional compensation.

5. Material compaction by hand-operated equipment or power-driven tampers

shall be spread in layers not more than 6 inches thick. The degree of

compaction obtained by these tamping operations shall be equal in every

respect to that secured by the rolling operation.

E. Compaction Methods: The Contractor may select any method of compaction that is

suitable to compact the material to the required density.

1. General: Whatever method of compacting backfill is used, care shall be taken

that stones and lumps shall not become nested and that all voids between

stones shall be completely filled with fine material. All voids left by the

removal of sheeting shall be completely backfilled with suitable materials and

thoroughly compacted.

2. Tamping or Rolling: If the material is to be compacted by tamping or rolling,

the material shall be deposited and spread in uniform, parallel layers not

exceeding the uncompacted thicknesses specified. Before the next layer is

placed, each layer shall be tamped as required so as to obtain a thoroughly

compacted mass. Care shall be taken that the material close to the excavation

side slopes, as well as in all other portions of the fill area, is thoroughly

compacted. When the excavation width and the depth to which backfill has

been placed are sufficient to make it feasible, and it can be done effectively

and without damage to the pipe or structure, backfill may, on approval, be

compacted by the use of suitable rollers, tractors, or similar powered

equipment instead of by tamping. For compaction by tamping or rolling, the

rate at which backfilling material is deposited shall not exceed that permitted

by the facilities for its spreading, leveling, and compacting as furnished by the

Contractor.

F. Reconditioning Compacted Areas: Where completed compacted areas are

disturbed by subsequent construction operations or adverse weather, scarify surface,

re-shape, and compact to required density prior to further construction.

3.5 GRADING:

A. General:

1. Grading shall consist of that work necessary to bring all areas to the final

grades.

2. Uniformly grade areas within limits of work requiring grading, including

adjacent transition areas.

3. Smooth finished surface within specified tolerances, compact with uniform

levels or slopes between points where elevations are shown, or between such

points and existing grades.

B. Compaction:

1. After grading, compact subgrade surfaces to the depth and percentage of

maximum density for each area classification.

C. Protection of Graded Areas:

1. Protect newly graded areas from traffic and erosion. Keep free of trash and

debris.

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2. Repair and re-establish grades in settled, eroded, and rutted areas to specified

tolerances.

3.6 CHANNEL BED CONSTRUCTION

A. General:

1. Fishway channel bed material is to be placed on the prepared crushed stone

wrapped in geotextile, to form a well-graded, low-permeability mass. The

finished surface of the mass is to be irregular with random and variable

projections of rock from the low-permeability stone and sand surface.

B. Grade Control:

1. During construction, maintain lines and grades including prepared subgrade

surfaces, crushed stone, and general finished grade slopes.

C. Initial Material Composition and Blending:

1. The fishway channel bed material is a blend of two separate material

components (well-graded stone and filler sand) as described in Part 2.1.A.

2. Prior to placement, the filler sand shall be blended with the well graded stone

at a ratio of at least 1 part sand to 5 parts stone (by volume) but no more than

1 part sand to 3 parts stone.

3. Additional filler sand shall be added to the fishway channel bed material after

initial lift placement as described in Part 3.6.E.

D. Initial Placement: An initial lift of fishway channel bed material (as described in

Part 3.6.C) shall be placed over the crushed stone wrapped in geotextile.

1. The initial lift shall be placed above the geotextile to the lines and grades

shown on the plans and shall be a minimum of six (6) inches thick. It is

anticipated that larger stones will project higher at random locations

throughout the surface of the initial lift.

2. Do not place the material by methods that cause segregation or damage to the

prepared surface. Place or rearrange individual rocks by mechanical methods

to obtain a random and well graded mass of rock.

E. Fill and Compaction: Fill all voids within the initial lift placement (Part 3.6.D) with

compacted filler sand via the following method:

1. Spread a loose and thin layer of filler sand over the surface of the initial lift

placement.

2. Use water pressure, metal tamping rods, and/or similar hand-operated

equipment to force material into all surface and subsurface voids between the

individual rocks.

3. Repeat steps 1 and 2 until a dense fill of stone and filler sand has been placed

to the lines and grades shown on the plans.

F. Achieving Low-Permeability: The desired low-permeability materials shall be

verified by spreading water over the finished surface. Obvious and lasting puddles

shall be evident. If it becomes apparent during sand fill and compaction operations

(Part 3.6.E) that obvious and lasting puddling is not being achieved over the

compacted surface, additional silty material shall be blended with the filler sand as

directed by the Engineer.

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END OF SECTION

13097

02260-1

SECTION 02260

FILTER FABRIC

PART 1 - GENERAL

1.1 DESCRIPTION

A. Work Included:

1. Furnish all materials and install filter fabric of the types, dimensions and in

the location(s) shown on the Drawings and specified herein.

B. Related Work Specified Elsewhere:

2. Temporary Erosion Control, Riprap and Stone Ditch Protection, and Gabions

and Revet Mattresses are specified in the appropriate sections of this Division.

1.2 QUALITY ASSURANCE

A. A competent laboratory must be maintained by the manufacturer of the fabric at the

point of manufacture to ensure quality control.

B. During all periods of shipment and storage, the fabric shall be wrapped in a heavy

duty protective covering to protect the fabric from direct sunlight, ultraviolet rays,

temperatures greater than 140oF, mud, dirt, dust and debris.

1.3 SUBMITTALS

A. Manufacturer shall furnish certified test reports with each shipment of material

attesting that the fabric meets the requirements of this Specification.

PART 2 - PRODUCTS

2.1 MATERIALS

A. Filter fabric for use in stabilization, drainage, underdrains, landscaping and beneath

structures shall be formed in widths of not less than six (6) feet and shall meet the

requirements of Table 1. Both woven and non-woven geotextiles are acceptable;

however no "slit-tape" woven fabrics will be permitted for drainage, underdrain,

and erosion control applications.

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13097

Table 1

Geotextile

Mechanical Property Test Method

Minimum

Permissible Value

Grab Tensile Strength

(both directions) ASTM D4595-86 120 pounds

Grab Elongation ASTM D4632-86 50 percent

Mullen Burst Strength ASTM D3786-87 210 psi

Puncture Strength ASTM D3787 60 pounds

Trapezoid Tear Strength ASTM D4533-85 50 pounds

Water Flow Rate ASTM D4491-85 120 gal/min/sf

Equivalent Opening Size (EOS) ASTM D4751 U.S. Std. Sieve #80

Coefficient of Permeability ASTM D4491-85 0.2 cm/sec

The geotextile shall have property values expressed in "typical" values that meet or exceed the

values stated above as determined by the most recent test methods specified above.

B. Filter fabric for use in reinforcement shall meet the requirements of Table 2.

Woven and non-woven geotextiles are acceptable.

Table 2

Geotextile

Mechanical Property Test Method

Minimum

Permissible Value

Grab Tensile Strength

(both directions) ASTM 4595-86 195 pounds

Grab Elongation ASTM D4632-86 20 percent

Mullen Burst Strength ASTM D3786-87 340 psi

Puncture Strength ASTM D3787 85 pounds

Trapezoid Tear Strength ASTM D4533-85 85 pounds

Equivalent Opening Size (EOS) ASTM D4751 U.S. Std. Sieve

number(s)

between #20

and #100

The geotextile shall meet or exceed the "typical" values stated above as determined by the most

recent test methods specified above.

C. Filter Fabric for use under riprap shall meet the requirements as specified in Section

02271 - Riprap and Stone Ditch Protection.

D. For Silt Fence, refer to Section 02270 - Temporary Erosion Control.

PART 3 - EXECUTION

3.1 Install filter fabric as shown on the drawings or as directed in appropriate specifications

in this division or in accordance with manufacturer's instructions or as directed by the

Engineer.

END OF SECTION

13097

02270-1

SECTION 02270

TEMPORARY EROSION CONTROL

PART 1 - GENERAL

1.1 DESCRIPTION

A. Work Included:

1. The work under this section shall include provision of all labor, equipment,

materials and maintenance of temporary erosion control devices as specified

herein, and as directed by the Engineer.

2. Erosion control measures shall be provided as necessary to correct conditions

that develop prior to the completion of permanent erosion control devices or

as required to control erosion that occurs during normal construction

operations.

3. Construction operations shall comply with all federal, state and local

regulations pertaining to erosion control.

4. Erosion control measures shall be in accordance with the Massachusetts

Department of Environmental Protection's - Stormwater Management

Standards - (referred to hereafter as MassDEP SMS) and "Massachusetts

Erosion and Sediment Control Guidelines for Urban and Suburban Areas,"

Franklin, Hampden, Hampshire Conservation Districts, 2003), and Town of

Barnstable Conservation Commission Standards.

5. After awarded the Contract, prior to commencement of construction activities,

meet with the Engineer to discuss erosion control requirements and develop a

mutual understanding relative to details of erosion control.

B. Design Criteria:

1. Conduct all construction in a manner and sequence that causes the least

practical disturbance of the physical environment.

2. Stabilize disturbed earth surfaces in the shortest time and employ such

temporary erosion control devices as may be necessary until such time as

adequate soil stabilization has been achieved.

1.2 SUBMITTALS

A. The Contractor shall furnish the Engineer, in writing, his work plan giving proposed

locations for storage of topsoil and excavated material before beginning

construction. A schedule of work shall accompany the work plan. Acceptance of

this plan will not relieve the Contractor of the responsibility of completion of the

work as specified.

1.3 QUALITY ASSURANCE

A. All materials and methods of erosion control shall meet the guidelines established

by the "Massachusetts Stormwater Handbook” published by the Massachusetts

Department of Environmental Protection and "Massachusetts Erosion and Sediment

Control Guidelines for Urban and Suburban Areas," Franklin, Hampden,

Hampshire Conservation Districts, 2003

02270-2

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13097

PART 2 - PRODUCTS

2.1 MATERIALS

A. Fiber Rolls:

1. The owner has a preference for fiber rolls (a.k.a. straw wattles) over hay bales

for erosion control. Fiber rolls shall be minimum 9-inch diameter cylinders of

agricultural straw or rice straw wrapped in photodegradable black synthetic

netting.

B. Silt Fencing

1. Polyethylene, polypropylene, nylon, or polyester fabric supported by stakes

spaced no greater than 6-feet apart.

C. Silt Sacks:

1. Silt Sacks (or equivalent) shall be placed in downgradient catch basins to

prevent sediment from entering the drainage system. Silt sacks shall be

periodically cleaned while in use and must be cleaned prior to and after

precipitation events. Applicants are advised they may be required to respond

immediately for repair and maintenance at the request of the Town within two

hours of notification.

D. Mulches:

1. Straw or Salt Marsh Hay. Loose hay mulching is prohibited.

E. Mats and Nettings:

1. Twisted Craft paper, yarn, jute, excelsior wood fiber mats, glass fiber and

plastic film.

2. Type and use shall be as specified in the SMS.

F. Baled Straw:

1. At least 14" by 18" by 30" securely tied to form a firm bale, staked as

necessary to hold the bale in place.

G. Sand Bags:

1. Heavy cloth bags of approximately one cubic foot capacity filled with sand or

gravel.

H. Permanent Seed:

1. Conservation mix appropriate to the predominant soil conditions as specified

in the SMS and subject to approval by the Engineer.

I. Temporary Seeding:

1. Use species appropriate for soil conditions and season as specified in the SMS

and subject to approval by the Engineer.

J. Water:

1. The Contractor shall provide water and equipment to control dust, as directed

by the Engineer.

K. Filter Fabrics:

1. Filter fabric shall be of one of the commercially available brands such as

Mirafi, Typar or equivalent. Fabric types for particular applications shall be

approved by the Engineer prior to installation.

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13097

2.2 CONSTRUCTION REQUIREMENTS

A. Temporary Erosion Checks:

1. Temporary erosion checks shall be constructed in ditches and other locations

as necessary.

2. Fiber rolls or siltation fence may be used in an arrangement to fit local

conditions.

B. Temporary Berms:

1. Temporary barriers shall be constructed along the toe of embankments when

necessary to prevent erosion and sedimentation.

C. Temporary Seeding:

Areas to remain exposed for a time exceeding 3 weeks shall receive temporary

seeding as indicated below:

Season Seed Rate

April 1 to June 1

Aug. 15 to Sept. 15

Annual Ryegrass 40 lbs/Acre

May 1 to June 30 Foxtail Millet 30 lbs/Acre

April 1 to July 1

Aug. 15 to Sept. 15

Oats 80 lbs/Acre

Aug. 15 to Oct. 15 Winter Rye 120 lbs/Acre

Nov. 1 to April 1 Mulch w/ dormant seed 80 lbs/Acre @

50% seed rate increase

D. Mulch All Areas Receiving Seeding:

Use either wood cellulose fiber mulch (750 lbs/acre); or straw mulch with chemical

tack (as per manufacturer's specifications). Wetting for small areas may be

permitted. Biodegradable netting is recommended in areas to be exposed to

drainage flow.

E. Erosion control matting for slopes and ditches shall be anchored with pegs and/or

staples per manufacturer's recommendations. Contractor shall provide matting

along the flowline of all ditches and swales having a longitudinal slope in excess of

0.01 ft/ft, and on all slopes in excess of 3(H) to 1(V).

F. Gravel aprons shall be installed at the entrance of construction sites where

disturbance is over 4,000 square feet to prevent sediment from the construction site

entering the roadway. Aprons shall be a minimum of 15 feet in length, and extend

the width of the entrance.

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13097

PART 3 - EXECUTION

3.1 INSTALLATION

A. Fiber Rolls (Straw Wattles):

Fiber rolls shall be staked securely into the ground and oriented perpendicular to

the slope using wood takes. A minimum of 3 inches of the stake should stick out

above the roll. Stakes shall be spaced 3 to 4 feet apart.

B. Silt Fencing:

Silt fence shall be erected in a continuous fashion from a single roll of fabric. The

bottom of the fabric fence shall be buried sufficiently below the ground surface to

prevent gaps from forming, usually 4 to 6 inches below ground surface. The fabric

shall be installed on the upstream side of the stakes. Stakes shall be strong enough

and tall enough to securely anchor the fabric to the ground. Stake spacing shall be

no more than 10 feet apart for extra-strength fabric and 6 feet apart for standard

strength fabric. Maintenance of the fence is required during construction. Material

shall be based on the synthetic fabric requirements as follows:

1. Filtering efficiency: 75% (minimum)

2. Tensile strength: Standard strength: 30lb/linear inch (minimum), Extra

strength: 50 lb/linear inch (minimum)

3. Elongation: 20% (maximum)

4. Ultraviolet radiation: 90% (minimum)

5. Slurry flow rate: 0.3 gal/ft2/min (minimum)

C. Temporary Erosion Checks:

1. Temporary erosion checks shall be constructed in ditches and at other

locations designated by the Engineer. The Engineer may modify the

Contractor's arrangement of silt fences, bales and bags to fit local conditions.

2. Fiber rolls, baled straw, silt fences, or some combination, may be used in

other areas, as necessary, to inhibit soil erosion.

3. Siltation fence shall be located and installed as shown on plans or as required

to comply with all Federal, State and Local Regulations.

4. Sedimentation ponds shall be sited and constructed to the grades and

dimensions as shown on the Drawings and will include drainage pipe and an

emergency spillway.

D. Erosion control matting for slopes and ditches shall be installed where indicated on

the Drawings and as required to stabilize the soil until permanent vegetative

stabilization is established.

E. Maintenance:

Erosion control features shall be installed prior to excavation wherever

appropriate. Temporary erosion control features shall remain in place and shall be

maintained until a satisfactory growth of grass is established. The Contractor shall

be responsible for maintaining erosion control features throughout the life of the

construction contract. Maintenance will include periodic inspections by the Owner

or Engineer for effectiveness of location, installation and condition with corrective

action taken by the Contractor, as appropriate.

F. Removing and Disposing of Materials:

1. When no longer needed, material and devices for temporary erosion control

shall be removed and disposed of upon approval by Engineer.

02270-5

TEMPORARY EROSION CONTROL

13097

2. When removed, such devices may be reused in other locations, provided they

are in good condition and suitable to perform the erosion control for which

they are intended.

3. When dispersed over adjacent areas, the material shall be scattered to the

extent that it causes no unsightly conditions nor creates future maintenance

problems.

4. Sedimentation basins, if no longer required, will be filled in, the pipe

removed, the surface loamed and grass cover shall be established.

END OF SECTION

12933A

02401-1

SECTION 02401

COFFERDAMS AND DEWATERING

PART 1 - GENERAL

1.1 DESCRIPTION

A. Work Included:

1. Furnish, operate and maintain, as incidental to the project, dewatering

equipment to lower and control surface waters, ground waters, and hydrostatic

pressures to permit excavation, backfill, and/or construction to be performed

effectively; collect and dispose of ground and surface water where necessary

to complete the work. .

1.2 SUBMITTALS

A. Provide submittals in accordance with Specification Section 01340. Submit design

calculations (if applicable), description, details, and complete layout drawings of

the proposed cofferdam and dewatering system. Such review shall not relieve the

Contractor of sole responsibility for the cofferdam and dewatering system as

necessary to prevent damage and settlement to adjacent structures, utilities, streets

adjacent to excavations and for the safety of persons working within the excavated

areas.

B. Submittal shall include: location, depth and size of headers, sumps, ditches; size

and location of discharge lines; capacities of pumps and standby units, and detailed

description of cofferdam and dewatering methods to be employed to convey the

water from site to adequate disposal.

1.3 DESIGN

A. Dewatering system shall be of sufficient size and capacity necessary to facilitate

construction. Materials to be removed shall be sufficiently dewatered to permit

visual and survey confirmation of grades shown. Operate dewatering system

continuously until associated construction work has been completed.

B. Control of surface and subsurface water is part of dewatering system requirements.

Maintain adequate control so that:

1. The stability of excavated and constructed slopes are not adversely affected by

saturated soil, including water entering prepared subbase and subgrades where

underlying materials are not free draining or are subject to swelling or freeze-

thaw action.

2. Erosion is controlled.

3. Flooding of excavations or damage to structures does not occur.

4. Surface water drains away from excavations.

5. Excavations are protected from becoming wet from surface water, or insure

excavations are dry before additional work is undertaken

6. Prevent loss of fines, seepage, boils, quick conditions or softening of

foundation strata.

02401-2

COFFERDAMS AND DEWATERING

12933A

7. Maintain stability of sides and bottom of excavation. Construction operations

are performed in the dry.

8. Any existing dewatering wells that can affect dewatering and excavation shall

be sealed below the excavation subgrade.

PART 2 - PRODUCTS

2.1 COFFERDAM MATERIALS

A. The term cofferdam designates any temporary or removable structure which is

constructed to hold the surrounding water out of the excavation, whether such

structure is formed of aggregates, timber, steel, concrete, plastic, or a combination

of these. It thus includes sand bags, water filled bladders, timber cribs, any type of

sheet piling, removable steel sheets and the like and all necessary bracing; and it

shall also be understood to include the use of applicable pumping systems or well

points (as outlined above).

B. The type and clearance of the cofferdam will be subject to the approval of the

Engineer. The Contractor is responsible for the successful completion of the work

and to provide a coffer dam system as needed that shall have interior dimensions

such as to provide sufficient clearance for the construction and removal of any

required materials and the inspection of their exteriors and to permit pumping

outside of the area of work.

C. The design, implementation, operation, and maintenance of the cofferdam system

shall be in accordance with all applicable OSHA specifications.

PART 3 - EXECUTION

3.1 PERFORMANCE

A. General:

1. Keep work areas dewatered until the structures, and appurtenances to be built

there have been completed to such an extent that they will not be damaged by

water.

2. Maintain standby backup equipment and power supply throughout the

duration of the dewatering operation.

3. Prevent soil particles from entering the discharge points.

B. Disposal of Water:

1. Dispose of water pumped or drained from the construction site in a suitable

manner to avoid siltation of adjacent drainage structures and piping, wetlands

or water bodies, injury to public health, damage to public and private

property, and damage to the work completed or in progress.

2. Provide suitable temporary channels for water that may flow along or across

the construction site.

3. Provide treatment as necessary to prevent discharge of contaminated ground

water caused by Contractor's operations, or any contaminated ground water

that may pass through the excavation support system selected by the

Contractor.

02401-3

COFFERDAMS AND DEWATERING

12933A

4. Contractor must obtain all necessary regulatory approvals for the disposal of

dewatering flows. These may include, among others, approval by the USEPA

under the National Pollutant Discharge Elimination System (NPDES) program

for construction activities.

C. Excavation Sump Pumping:

1. When necessary and where appropriate, the work area may be over excavated

6 to 12 inches and filled with screened stone to allow sump pumping of

groundwater.

2. The system shall be installed with suitable screens and filters so that pumping

of fines does not occur.

D. Well and Wellpoint System:

1. If necessary, dewater the excavations and trenches with an efficient well or

wellpoint system to drain the soil and prevent saturated soil from flowing into

the excavated wells and area.

2. Wellpoint and well system shall be of the type designed for dewatering work

and shall be installed with suitable screens and filters so that pumping of fines

does not occur.

3. Pumping units shall be capable of maintaining sufficient suction to handle

large volumes of air and water at the same time.

E. Corrective Action:

1. If dewatering requirements are not satisfied due to inadequacy or failure of the

dewatering system (loosening of the foundation strata, or instability of slopes,

or damage to foundations or structures), perform work necessary for

reinstatement of foundation soil and damaged structure resulting from such

inadequacy or failure by Contractor, at no additional cost to Owner.

END OF SECTION

13097

02485-1

SECTION 02485

LOAMING & SEEDING

PART 1 - GENERAL

1.1 DESCRIPTION

A. Work Included: Furnish, place, and test topsoil, seed, lime, and fertilizer where

shown on the drawings and protect and maintain seeded areas disturbed by

construction work, as directed by the Engineer.

B. Related Work Specified Elsewhere (When Applicable): Earthwork, excavation,

backfill, compaction, site grading and temporary erosion control are specified in the

appropriate Sections of this Division.

1.2 SUBMITTALS AND TESTING

A. Seed:

1. Furnish the Engineer with duplicate signed copies of a statement from the

vendor, certifying that each container of seed delivered to the project site is

fully labeled in accordance with the Federal Seed Act and is at least equal to

the specification requirements.

2. This certification shall appear in, or with, all copies of invoices for the seed.

3. The certification shall include the guaranteed percentages of purity, weed

content and germination of the seed, and also the net weight and date of

shipment. No seed may be sown until the Contractor has submitted the

certificates and certificates have been approved.

4. Each lot of seed shall be subject to sampling and testing, at the discretion of

the Engineer, in accordance with the latest rules and regulations under the

Federal Seed Act.

B. Topsoil:

1. Inform the Engineer, within 30 days after the award of the Contract, of the

sources from which the topsoil is to be furnished.

2. Obtain representative soil samples, taken from several locations in the area

under consideration for topsoil removal, to the full stripping depth.

3. Have soil samples tested by an independent soils testing laboratory, approved

by the Engineer, at the Contractor's expense.

4. Have soil samples tested for physical properties and pH (or lime requirement),

for organic matter, available phosphoric acid, and available potash, in

accordance with standard practices of soil testing.

5. Approval, by the Engineer, to use topsoil for the work will be dependent upon

the results of the soils tests.

C. Lime & Fertilizer:

1. Furnish the Engineer with duplicate copies of invoices for all lime and

fertilizer used on the project showing the total minimum carbonates and

minimum percentages of the material furnished that pass the 90 and 20 mesh

sieves and the grade furnished.

02485-2

LOAMING & SEEDING

13097

2. Each lot of lime and fertilizer shall be subject to sampling and testing at the

discretion of the Engineer.

3. Sampling and testing shall be in accordance with the official methods of the

Association of Official Agricultural Chemists.

4. Upon completion of the project, a final check may be made comparing the

total quantities of fertilizer and lime used to the total area seeded. If the

minimum rates of application have not been met, the Engineer may require the

Contractor to distribute additional quantities of these materials to meet the

minimum rates.

1.3 DELIVERY, STORAGE & HANDLING

A. Seed:

1. Furnish all seed in sealed standard containers, unless exception is granted in

writing by the Engineer.

2. Containers shall be labeled in accordance with the United States Department

of Agriculture's rules and regulations under the Federal Seed Act in effect at

the time of purchase.

B. Fertilizer:

1. Furnish all fertilizer in unopened original containers.

2. Containers shall be labeled with the manufacturer's statement of analysis.

1.4 JOB CONDITIONS

A. Topsoil: Do not place or spread topsoil when the subgrade is frozen, excessively

wet or dry, or in any condition otherwise detrimental, in the opinion of the

Engineer, to the proposed planting or to proper grading.

B. Seeding:

1. Planting Seasons: The recommended seeding time is from April 1 to

September 15. The Contractor may seed at other times. Regardless of the

time of seeding, the Contractor shall be responsible for each seeded area until

it is accepted.

2. Weather Conditions:

a. Do not perform seeding work when weather conditions are such that

beneficial results are not likely to be obtained, such as drought,

excessive moisture, or high winds.

b. Stop the seeding work when, in the opinion of the Engineer, weather

conditions are not favorable.

c. Resume the work only when, in the opinion of the Engineer, conditions

become favorable, or when approved alternate or corrective measures

and procedures are placed into effect.

PART 2 - PRODUCTS

2.1 MATERIALS

A. Seed:

1. Provide an erosion seed mixture approved by the Engineer, having the

following composition:

02485-3

LOAMING & SEEDING

13097

Seed %Weight %Germination Minimum

Winter Rye 80 Minimum 85

Red Fescue 4 Minimum 80

Perennial Rye 3 Minimum 90

Red Clover 3 Minimum 90

Other Crop Grass 0.5 Maximum

Noxious Weed 0.5 Maximum

Inert Matter 1.0 Maximum

2. Do not use seed which has become wet, moldy, or otherwise damaged in

transit or during storage.

B. Topsoil:

1. Fertile, friable, natural topsoil typical of the locality, without admixture of

subsoil, refuse or other foreign materials and obtained from a well-drained

site. Mixture of sand, silt, and clay particles in equal proportions.

2. Free of stumps, roots, heavy of stiff clay, stones larger than 1-inch in

diameter, lumps, coarse sand, weeds, sticks, brush or other deleterious matter.

3. Not less than 4 percent nor more than 20 percent organic matter.

4. Topsoil depth shall be 4-inches, unless otherwise indicated.

C. Lime:

1. Provide lime which is ground limestone containing not less than 85% of total

carbonate and of such fineness that 90% will pass a No. 20 sieve and 50% will

pass a No. l00 sieve.

2. Coarser materials will be acceptable provided the specified rates of

application are increased proportionately on the basis of quantities passing a

No. l00 sieve. No additional payment will be made to the Contractor for the

increased quantity.

D. Fertilizer:

1. Provide a commercial fertilizer approved by the Engineer.

2. Provide fertilizer containing the following minimum percentage of nutrients

by weight:

l0% Available phosphoric acid

l0% Available potash

l0% Available nitrogen (75% of the nitrogen shall be organic)

PART 3 - EXECUTION

3.1 PREPARATION

A. Equipment:

1. Provide all equipment necessary for the proper preparation of the ground

surface and for the handling and placing of all required materials.

2. Demonstrate to the Engineer that the equipment will apply materials at the

specified rates.

B. Soil: Perform the following work prior to the application of lime, fertilizer or seed.

02485-4

LOAMING & SEEDING

13097

1. Scarify the subgrade to a depth of 2 inches to allow the bonding of the topsoil

with the subsoil.

2. Apply topsoil to a depth of 4 inches or as directed on areas to be seeded.

3. Trim and rake the topsoil to true grades free from unsightly variations, humps,

ridges or depressions.

4. Remove all objectionable material and form a finely pulverized seed bed.

3.2 PERFORMANCE

A. Grading:

1. Grade the areas to be seeded as shown on the Drawings or as directed by the

Engineer.

2. Leave all surfaces in even and properly compacted condition.

3. Maintain grades on the areas to be seeded in true and even conditions,

including any necessary repairs to previously graded areas.

B. Placing Topsoil:

1. Uniformly distribute and evenly spread topsoil on the designated areas.

2. Spread the topsoil in such a manner that planting work can be performed with

little additional soil preparation or tillage.

3. Correct any irregularities in the surface resulting from top soiling or other

operations to prevent the formation of depressions where water may stand.

4. Thoroughly till the topsoil to a depth of at least 3 inches by plowing,

harrowing, or other approved method until the condition of the soil is

acceptable to the Engineer. The surface shall be cleared of all debris and or

stones one inch or more in diameter.

C. Placing Fertilizer:

1. Distribute fertilizer uniformly at a rate determined by the soils test over the

areas to be seeded.

2. Incorporate fertilizer into the soil to a depth of at least 3 inches by discing,

harrowing, or other methods acceptable to the Engineer.

3. The incorporation of fertilizer may be a part of the tillage operation specified

above.

4. Distribution by means of an approved seed drill equipped to sow seed and

distribute fertilizer at the same time will be acceptable.

D. Placing Lime:

1. Uniformly distribute lime immediately following or simultaneously with the

incorporation of fertilizer.

2. Distribute lime at a rate determined from the pH test, to a depth of at least 3

inches by discing, harrowing, or other methods acceptable to the Engineer.

E. Seeding:

1. Fine rake and level out any undulations or irregularities in the surface

resulting from tillage, fertilizing, liming or other operations before starting

seeding operations.

2. Hydroseeding:

a. Hydroseeding may be performed where approved and with equipment

approved by the Engineer.

02485-5

LOAMING & SEEDING

13097

b. Sow the seed over designated areas at a minimum rate of 5 pounds per

1000 square feet.

c. Seed and fertilizing materials shall be kept thoroughly agitated in order

to maintain a uniform suspension within the tank of the hydroseeder.

d. The spraying equipment must be designed and operated to distribute

seed and fertilizing materials evenly and uniformly on the designated

areas at the required rates.

3. Drill Seeding:

a. Drill seeding may be performed with approved equipment having drills

not more than 2 inches apart.

b. Sow the seed uniformly over the designated areas to a depth of l/2 inch

and at a rate of 5 pounds per l,000 square feet.

4. Broadcast Seeding:

a. Broadcast seeding may be performed by equipment approved by the

Engineer.

b. Sow the seed uniformly over the designated areas at a rate of 5 pounds

per l,000 square feet.

c. Sow half the seed with the equipment moving in one direction and the

remainder of the seed with the equipment moving at right angles to the

first sowing.

d. Cover the seed to an average depth of l/2 inch by means of a brush

harrow, spike-tooth harrow, chain harrow, cultipacker, or other approved

devices.

e. Do not perform broadcast seeding work during windy weather.

F. Compacting:

1. Seeded areas must be raked lightly after sowing unless seeding is to be

directly followed by application of an approved mulch.

2. Compact the entire area immediately after the seeding operations have been

completed.

3. Compact by means of a cultipacker, roller, or other equipment approved by

the Engineer weighing 60 to 90 pounds per linear foot of roller.

4. If the soil is of such type that a smooth or corrugated roller cannot be operated

satisfactorily, use a pneumatic roller (not wobbly wheel) that has tires of

sufficient size to obtain complete coverage of the soil.

5. When using a cultipacker or similar equipment, perform the final rolling at

right angles to the prevailing slopes to prevent water erosion, or at right angles

to the prevailing wind to prevent dust.

3.3 PROTECTION & MAINTENANCE

A. Protection:

1. Protect the seeded area during initial growth period

2. Erect barricades and place warning signs as needed.

B. Maintenance:

1. Maintenance shall also include all temporary protection fences, barriers and

signs and all other work incidental to proper maintenance.

02485-6

LOAMING & SEEDING

13097

2. Maintain grass areas until a full stand of grass is indicated, which will be a

minimum of 45 days after all seeding work is completed, and shall not

necessarily related to Substantial Completion of the General Contract.

3. Protection and maintenance of grass areas shall consist repair of any erosion

and reseeding as necessary to establish a uniform stand for the specified

grasses, and shall continue until Acceptance by the Engineer of the work of

this section.

3.4 ACCEPTANCE

A. At final acceptance of the project all areas shall have a close stand of grass with no

weeds present and no bare spots greater than three inches (3") in diameter over

greater than five percent (5%) of the overall seeded area.

END OF SECTION

13097

03300-1

SECTION 03300

CAST-IN-PLACE CONCRETE

PART 1 - GENERAL

1.1 SECTION INCLUDES

A. Cast-In-Place Concrete

B. Formwork

C. Concrete reinforcement and accessories

D. Modifications and/or Repairs to concrete

E. Concrete curing

F. Concrete finishing

G. Concrete repairs

H. Concrete testing

I. Non-Shrink Grout

1.2 RELATED SECTIONS

A. Section 01340 - Submittals

B. Section 01400 - Quality Control

1.3 REFERENCES

A. ACI 211.1-91 (2009) - Standard Practice for Selecting Proportions for Normal,

Heavyweight, and Mass Concrete

B. ACI 301-10 - Standard Specifications for Structural Concrete

C. ACI 302.1R-04 - Guide for Concrete Floor and Slab Construction

D. ACI 304.2R-96 (2008) - Placing Concrete by Pumping Methods

E. ACI 305R-10 - Hot Weather Concreting

F. ACI 306.1-90 (2002) - Standard Specification for Cold Weather Concreting

G. ACI 308R-01 (2008) - Guide to Curing Concrete

H. ACI 308.1-98 - Standard Specification for Curing Concrete

I. ACI 309R-05 - Guide for Consolidation of Concrete

J. ACI 318-08 - Building Code Requirements for Structural Concrete and

Commentary

K. ACI 347R-04 - Guide to Formwork for Concrete

L. ACI 350-06 - Code Requirements for Environmental Engineering Concrete

Structures and Commentary

M. ASTM A82-M-07 - Specification for Steel Wire, Plain, for Concrete Reinforcement

N. ASTM A185-M-07 - Specification for Steel Welded Wire Fabric, Plain for

Concrete Reinforcement

O. ASTM A615/ A615M-09b for Concrete Reinforcement - Specification for

Deformed and Plain Billet - Steel Bars

P. ASTM C31/C31M-10 - Standard Practice for Making and Curing Concrete Test

Specimens in the Field

Q. ASTM C33-11 - Specification for Concrete Aggregates

R. ASTM C39/C39M-10 - Standard Test Method for Compressive Strength of

03300-2

CAST-IN-PLACE CONCRETE

13097

Cylindrical Concrete Specimens

S. ASTM C42/C42M-10a Standard Test Method of Obtaining and Testing Drilled

Cores and Sawed Beams of Concrete

T. ASTM C94/C94M-11 - Specification for Ready Mixed Concrete

U. ASTM C150-09 - Specification for Portland Cement

V. ASTM C172-10 - Practice for Sampling Freshly Mixed Concrete

W. ASTM C231-10 - Test Method for Air Content of Freshly Mixed Concrete by the

Pressure Method

X. ASTM C260-10a - Specification for Air Entraining Admixtures for Concrete

Y. ASTM C309R-07 - Guide for Consolidation of Concrete

Z. ASTM C494/C494M-10a - Specification for Chemical Admixtures for Concrete

AA. ASTM C595-10 - Specification for Blended Hydraulic Cements

BB. ASTM C618-08a - Specification for Coal Fly Ash and Raw or Calcined Natural

Pozzolan for Use in Concrete

CC. ASTM C881/C881M-10 - Specification for Epoxy-Resin-Base Bonding Systems

for Concrete

DD. ASTM C989-10 - Specification for Ground Granulated Blast-Furnace Slag for Use

in Concrete and Mortars

EE. ASTM C1107/C1107M-11 - Specification for Packaged Dry, Hydraulic-Cement

Grout (Nonshrink)

FF. ASTM C1240-10a - Specification for Silica Fume Used in Cementitious Mixtures

GG. ASTM C1602-06 - Specification for Mixing Water Used in the Production of

Hydraulic Cement Concrete

HH. ASTM E 329-11 - Specification for Agencies Engaged in the Testing and/or

Inspection of Materials Used in Construction

II. Concrete Reinforcing Steel Institute - Manual of Standard Practice

JJ. Concrete Reinforcing Steel Institute - Placing Reinforcing Bars

1.4 QUALITY ASSURANCE

A. Perform work in accordance with ACI 301, ACI 318 and ACI 350 as modified

here-in.

B. Maintain copies of ACI 301, ACI 318, and ACI 350 on site.

1.5 QUALIFICATIONS OF INDEPENDENT TESTING LABORATORY

A. Independent Testing Laboratory shall conform to concrete testing requirements of

ASTM E329.

B. Key personnel must be qualified and experienced in concrete quality assurance.

C. Perform concrete field quality control testing with personnel certified as an ACI

Concrete Field Testing Technician, Grade 1 according to the American Concrete

Institute (ACI).

1.6 SUBMITTALS

A. Submit layout drawings showing the location and extent of all joint waterstops, the

type and size of all waterstops to be used and splice locations for each

joint. Submit these layout drawings for review prior to the submittal of the

reinforcing shop drawings and the start of concrete work.

B. Submit shop drawings for concrete reinforcement prior to fabrication, showing bar

03300-3

CAST-IN-PLACE CONCRETE

13097

bends, details and placement. Submit reinforcement for cast in place concrete and

concrete masonry.

C. Submit Concrete Mix designs including past field performance test results which

meet the criteria specified in Chapter 5 of ACI 318.

D. Submit sieve analysis and soundness tests for fine and coarse aggregates taken

within the last three (3) months.

E. Submit Cement Manufacturer's Certificates of conformance with ASTM C150

taken during the last 3 months.

F. For all pozzolans proposed, submit certificates of conformance with respective

ASTM standards indicated in Part 2.3.A of this specification.

G. Submit sample concrete mix delivery slip.

H. Submit product data for concrete curing, sealing and hardening compounds.

Indicate the intended use and location for all products.

I. Independent Testing Laboratory will submit one copy each of all test reports to

each of the following: Engineer, Resident Project Representative, Contractor and

Concrete Supplier.

J. Independent Testing Laboratory will submit reports within 5 days of testing or

inspection.

K. Independent Testing Laboratory will telephone the Engineer within 24 hours if tests

indicate deficiencies.

L. Submit a conduit layout plan under the appropriate sections of Division 16.

M. Submit a written outline of cold weather protection measures, hot weather

protection measures, and curing methods.

N. Contractor shall submit all requested information prior to the pre-concrete meeting.

PART 2 - PRODUCTS

2.1 FORM MATERIALS

A. Plywood: APA, B-B Plyform Class I exterior.

B. Lumber: Southern pine, No. 2 grade or equal.

C. Steel: Minimum 16 ga. sheet, well matched, tight fitting, stiffened to resist loads

without excess deflection.

D. Form Ties: snap-off type, galvanized metal, adjustable lengths designed to break

back at least 1 inch from finished surface or ties as indicated above.

E. Form release agent: non-staining colorless, compatible with finishes. Super-X

Emulsive by A.H. Harris & Sons, Inc., StarSeal EF Bio-Release by Vexcon, Q-2

Form Release by Unitex or equivalent.

F. Conform to ACI 301 and ACI 347

2.2 REINFORCING STEEL

A. Bars: ASTM A615 Grade 60; deformed new materials.

B. Welded wire fabric: ASTM A185

C. Tie wire: ASTM A82, annealed.

D. Bolsters, chairs and supports: plastic coated, stainless steel, or epoxy coated.

E. Conform to CRSI Code of Standard Practice-Fabrication.

2.3 CAST-IN-PLACE CONCRETE

03300-4

CAST-IN-PLACE CONCRETE

13097

A. Concrete Materials

1. Portland cement: ASTM C150; Type II. Tricalcium Aluminate (C3A)

content in cement less than 8%. Cement shall be furnished from one source

during the project.

2. Pozzolans:

a. Ground Granulated Blast Furnace Slag: ASTM C989 - Grade 120.

b. Fly Ash: ASTM C618 - Type F

3. Aggregates:

a. Fine aggregate shall consist of washed inert natural sand conforming to

the requirements of ASTM Specification C-33.

b. Coarse aggregate shall consist of a well graded crushed stone or a

washed gravel conforming to the requirements of ASTM Specification

C-33.

4. Water: Potable from municipal water supply or shall meet the requirements of

ASTM C1602.

5. Admixtures: All from one common manufacturer.

B. Admixtures

1. Low Range Water Reducer: Pozzolith 210 by Master Builders; WRDA with

HYCOL by Grace Construction Products Division; or equivalent meeting

ASTM C494 Type A.

2. High Range Water Reducer (superplasticiser): Rheobuild 1000 or Glenium

3000 NS by Master Builders; Daracem 100 or ADVA 140M by W.R. Grace;

or equivalent meeting ASTM C494 Type F.

3. Air entraining agent: Micro-Air by Master Builders, DAREX II AEA by

Grace Construction Products; or equivalent meeting ASTM C260.

4. Non-corrosive non-chloride accelerator: Pozzutec 20+ by Master Builders;

Polarset by W. R. Grace or equivalent meeting ASTM C494 type C or E.

5. Not permitted: Calcium chloride, thiocyanates or admixtures containing more

than 0.05% chloride ions.

C. Concrete

1. Concrete Class

a. Reinforced concrete sections: Class A

b. Concrete fill, conduit and pipe encasements: Class B

2. Concrete proportioning shall conform to ACI 318, Chapter 5 except as

modified below:

Min.-Max. Slump

Class

Strength (f'c)

Coarse

Aggregate

% Air

± (1.5%)

Cem.Fac

(LB/CY)

Max W/C

Ratio

w/o

HRWR

w/ HRWR

A 4000 PSI No. 67 (3/4") 6 564-620 0.42 1-3 4-8

B 3000 PSI No. 8 (3/8") 6 517-564 0.50 2-5 N/A

3. An alternate concrete mix design using blended hydraulic cements and

pozzolans may be proposed. Any alternate mix design proposed shall include

a minimum of 30 compressive strength test results from the past 12 months

exhibiting a consistent strength and standard deviation. The proposed mix

03300-5

CAST-IN-PLACE CONCRETE

13097

shall contain cementitious materials in the following proportions

a. Portland Cement - No less than 75% of the total by weight.

b. Ground Granulated Blast Furnace Slag - No greater than 25% of the

total by weight.

c. Fly Ash - No greater than 15% of the total by weight.

4. The maximum slump as indicated in the above table will be as measured at the

batch plant.

5. Concrete pumping shall conform to ACI 304 unless otherwise indicated herein

6. High range water reducer shall be added either at the concrete batch plant or

on site for Class A mixes to obtain the slumps as indicated above.

7. No additional mix water shall be added to the concrete on site which will

increase the water-cement ratio of the mix. If additional water is to be added

on site, it shall be held back from the specified quantity in the mix design

during batching and shall be added on-site for the sole purpose of providing

the initial sump as specified prior to adding the high range water reducer. The

amount of water held back from the mix shall be clearly indicated on the

concrete mix delivery slip. The Resident Project Representative shall be

notified prior to adding the water on site. The addition of a greater quantity of

water than that indicated shall be cause for non-compliance and potential

rejection of the concrete truck.

8. Concrete shall be furnished from one source during the project.

9. Selection of Concrete Proportions - The Concrete producer shall select the

concrete mix proportions on the basis of past field performance or the use of

trial mixes in accordance with ACI 318 Chapter 5.

2.4 ACCESSORIES

A. Expansion Joint Fillers:

1. For joints less than ½” thick: J-Joint polyethylene foam with tear off strip for

sealant or approved equal; joint filler to be slab thickness in depth less 0.5

inch for sealant.

2. For joints ½” thick or greater: Self expanding cork by W.R. Meadows or

W.R. Grace or equal, size as indicated on the Drawings.

B. PVC water-stops shall be extruded polyvinylchloride with virgin resin and shall be

the flat ribbed type:

1. Construction and Control Joints: 0.375 inch thick by 9 inches wide. Type

R938 by Vinylex Corporation, Style 786 by Greenstreak Plastic Products or

equivalent.

2. Expansion Joints: 0.375 inch thick by 9 inches wide with a center bulb. Type

RLB9-38 RLB938 by Vinylex Corporation, Type 696 by Greenstreak Plastics

Products or equivalent.

Use prefabricated vinyl corners, tees and crosses.

D. Surface applied waterstops (expanding bentonite type): :

1. Volclay Waterstop-RX by Cetco Buildings Material Group

a. RX 102 - 3/8" x ¾" for concrete less than 8" thick

b. RX 101 - ¾" x 1" for concrete 8 inches thick and greater

2. Swellseal by de neef Construction Chemicals Inc. America

a. Swellseal 2010 - 3/8" x ¾" for concrete less than 8" thick

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b. Swellseal Joint – 5/16”" x 1" for concrete 8 inches thick and greater

3. Swellstop by Greenstreak Plastics Products or equivalent.

a. Style 596 - 3/8" x 1" for concrete less than 8" thick

b. Style 594 - ¾" x 1" for concrete 8 inches thick and greater

E. Surface applied waterstops (elastomeric adhered type):

1. Sikadur Combiflex SG Type M – two component adhesive, 200mm x 2 mm

polyolefin tape, approved for drinking water contact, or equivalent

E. Sand Cement Slurry: specified concrete mix Class A without coarse aggregate.

F. Bond Breaker: Thompson's Water Seal or equivalent, or form oil.

F. Dovetail anchor slots: 1 inch by 0.625 inch by 1 inch, 24 gage, galvanized stainless

steel, 10 foot lengths, foam filled by Heckman Building Products, Hohmann &

Barnard or equivalent.

G. Epoxy bonding adhesive: Epoxy resin/portland cement moisture resistant bonding

agent: Armatec 110 EpoCem by Sika Corporation, Corr-Bond by Euclid Chemical

Company, Epobond by L&M Construction Chemicals, Inc. or equivalent.

H. Epoxy dowel anchors: High strength epoxy based, two component, 100% solids

resin meeting the requirements of ASTM C881, Type IV or V, Grade 2 or 3 and

Class A, B or C (as recommended by the manufacturer). HIT RE 500 SD Epoxy

Adhesive by Hilti, Epoxy-Tie Set by Simpson Strong-Tie, Euco #620 Epoxy

System by Euclid Chemical Company or equivalent.

2.5 NON-SHRINK GROUT

A. Conform to ASTM C1107.

B. Install in accordance with manufacturer's recommendations, using appropriate grout

for intended use.

2.6 CURING MATERIALS

A. Curing and Sealing Compound; ASTM C309 Type 1 Class B. Emulsion Kurseal

309 by A.H. Harris & Sons, Inc., Aqua-Cure VOX by Euclid, Starseal EF Cure 500

by Vexcon, or equivalent.

B. Dissipating Resin Curing Compound: ASTM C1315 type 1; Film must break down

in two to four weeks. Kurez-DR by Euclid Chemical Company, KonKure Clear

Emulsion by A.H. Harris & Sons, Inc., or equivalent.

C. Curing/Hardening Compound: Sodium Silicate Type. Eucosil by Euclid Chemical

Company, Super KurHard by A.H. Harris & Sons, Inc., or equivalent.

D. Curing, Sealing and Hardening Compound: Ashford Formula by Curecrete, 12-34

by Unitex, Starseal EF Medium Gloss by Vexcon, Kurseal 800 by A.H. Harris, or

equal.

E. Curing Water: Water shall be potable from a municipal water supply or shall meet

the requirements of ASTM C1602, and shall be free of materials that have the

potential to stain concrete. The temperature of the curing water shall not be lower

than 20°F cooler than the surface temperature of the concrete at the time the water

and concrete come in contact.

2.7 FINISHING MATERIALS

A. Slab Sealer: Silane or Siloxane based 96% chloride ion screen, Baracade Silane

100 by Euclid Chemical, SikaGard 701W by Sika Corporation, Starseal EF

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Weatherseal Plus by Vexcon, or equal.

B. Bonding Admixture: Latex, non-rewetable type SBR Latex or Flex-con by Euclid

Chemical, Daraweld C by W.R. Grace or equivalent.

C. Patching Mortar: 1 part of a mixture of white and grey portland cement to 2.5 parts

of damp loose sand. Cement type to match substrate.

2.8 REPAIR MATERIALS

A. Epoxy Adhesive: Armatec 110 Epocem by Sika Corporation, Corr-Bond by Euclid

Chemical Company, Epobond by L&M Chemical, or equivalent.

B. Repair Materials: Repair materials shall be as indicated in the table below:

REPAIR MATERIALS

Company Random Cracks

(dry)

Random

Cracks

(wet)

Excessive

Cracking

Spalls,

Honeycomb

Areas and

Holes

Sika Sidadur 35 Hi-Mod

LV

SikaFix

HH

SikaTop

122 or 123

Plus

SikaTop

122 or 123

Plus

L&M

- - Durathin Patch Duracrete

Euclid

Simpson

Strong-tie

Eucopoxy Injection

Resin

Crack-Pac

-

Crack-Pac

Flex H2O

Euco

Qwickstitch

Eucocrete

NOTES:

1. All repair materials shall be installed in accordance with the manufacturer’s

recommendations.

2. All cracks that are wet (either damp or leaking) at the time of repair shall be

repaired with a material that is specifically intended for wet repair as

recommended by the manufacturer.

3. All spall repair material shall be bonded to the concrete with an epoxy

adhesive material.

PART 3 - EXECUTION

3.1 FORMWORK

A. Conform to ACI 301 and ACI 347.

B. Erect plumb and straight. Maintain rigid. Brace sufficiently.

C. Allow no concrete leakage. Provide continuous, straight, smooth exposed surfaces.

D. Treat forms with form release agent. Protect reinforcing from contact with form

release agent.

E. Earth forms shall not be permitted.

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F. Chamfer all exposed outside corners and edges 0.75 inch unless otherwise noted.

G. Clean out inside of forms of all foreign materials prior to concrete placement.

H. Maintain forms and shores supporting the cast concrete for a minimum of 36 hours.

These periods represent cumulative number of days or hours during which the

temperature of the air surrounding the concrete is above 50F and the concrete has

been damp and no loss of moisture has occurred.

I. Form pressures increase with the use of concrete with High Range Water

Reducers. Design forms accordingly.

J. All concrete formwork, including reinforcing steel and embedment items, shall

have a temperature greater than or equal to 35°F at the time of concrete placement.

3.2 REINFORCEMENT

A. Conform to the CRSI Code of Standard Practice - Field Erection for surface

condition, bending, spacing and placement tolerance.

B. Splicing reinforcement: conform to ACI 318; welded wire fabric to be lapped 1½

courses or 12 inches; tie fabric at 24 inches on center maximum spacing.

C. Provide bar supports: on grade use concrete brick; elsewhere use manufactured

wire supports.

D. Do not bend reinforcing partially embedded in the concrete.

3.3 EMBEDDED ITEMS

A. Coordinate installation of embedded items. Contractor shall coordinate the

installation and securing of all embedded items.

B. Contractor shall coordinate number and layout of masonry dowels with the Mason

prior to installation.

C. Pipes or Conduits for embedment within a slab, wall or beam, other than those

merely passing through, shall satisfy the following:

1. Shall not be larger in outside diameter than one-third (1/3) the thickness of the

slab, wall or beam.

2. Shall not be spaced closer than 3 diameters on center.

3. Shall not impair significantly the strength of the concrete.

3.4 WATERSTOPS

A. Surfaces to receive surface-applied waterstop shall be cleaned of all debris. Apply

primer in accordance with manufacturer's recommendations and install surface-

applied waterstop. Protect from contact with water.

B. Splice vinyl waterstops as recommended by manufacturer; form continuous seal at

joint intersections; terminate with 2" concrete cover where designed to discontinue.

C. Secure waterstops on both sides at 12" on center maximum spacing.

D. Thoroughly vibrate concrete around waterstop to avoid honeycombing and voids in

concrete and to insure complete contact between waterstop and concrete.

E. Use prefabricated vinyl corners, tees and crosses.

F. Install surface applied waterstops in all joints at containment curbs.

3.5 PLACING CONCRETE

A. Notify Engineer and Independent Testing Laboratory 24 hour’s minimum prior to

each placement.

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B. All concrete delivery trucks at each placement shall be tested.

C. Place no concrete on frozen ground.

D. Place all concrete from the delivery truck within 90 minutes of batching of the

truck.

E. Freefall from concrete truck discharge chute, pump hose and hopper hose: 4 feet

maximum

F. Do not place partially hardened concrete.

G. Consolidate concrete by vibrating. Conform to ACI 309.

H. Conform to ACI 306R for placing, curing and maintaining concrete in cold weather.

Conform to ACI 306R for placing, curing and maintaining concrete in cold weather

I. Conform to ACI 305R for placing, curing and maintaining concrete in hot weather.

J. Temperature of concrete placed shall not exceed 90F.

K. Provide concrete Delivery Slip prepared at batch plant with each truck load of

concrete showing ticket number, date, truck number, mix strength, maximum stone

size, weight of coarse aggregate, weight of fine aggregate, cement weight, volume

of concrete, gallons of water added at plant, time water added at plant, quantities of

all admixtures used and gallons of water withheld at the plant.

L. Thoroughly moisten subgrade materials prior to placing slabs on grade.

M. Horizontal wall construction joints deeper than 8' from top of placement, place one

inch of sand cement slurry prior to placing concrete.

N. Thoroughly clean the surface of the concrete at construction and control joints and

remove laitance prior to placing adjoining concrete. Do not place concrete against

the hardened side of a joint for at least 48 hours.

O. When placing new concrete directly against existing concrete apply epoxy bonding

agent to the existing concrete to bond to new concrete.

3.6 TESTING CAST-IN-PLACE CONCRETE

A. An Independent Testing Laboratory, selected and paid for by the Owner, shall test

and sample concrete for strength, slump and air content as follows:

B. Obtain 5 standard test cylinder samples measuring 6"Ø x 12" or 8 test cylinders

measuring 4"Ø x 8" for each class of concrete placed in any one day at the

following frequency:

1. For each 100 cubic yards of placed concrete, or

2. For each placement less than 100 cubic yards

C. For 6"Ø x 12" cylinders: Test 2 cylinders at 7 days; 2 cylinders at 28 days. Hold

one cylinder for later testing (if required). For 4"Ø x 8" cylinders: Test 3 cylinders

at 7 days; 3 cylinders at 28 days. Hold two cylinders for later testing (if required).

D. Perform slump tests and air entrainment tests at the project site on each truck and at

each sampling. Perform slump and air entrainment tests before addition of High

Range Water Reducer (when the high range water reducer is added on site) and

slump and air entrainment tests after addition of High Range Water Reducer (all

concrete).

E. Sample concrete for testing of air and slump at the discharge end of the truck.

When concrete is pumped, concrete taken for test cylinders shall be at the discharge

end of the pump hose. All concrete sampled for testing shall be taken from the

beginning of the concrete truck discharge. No concrete shall be placed until the

testing is complete. All concrete sampled for casting of cylinders shall be taken

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from the middle third of the concrete truck discharge.

F. Perform strength, slump and air entrainment tests at other times when directed by

the Engineer.

G. Additional testing and sampling required as a result of deficient results or improper

curing shall be paid for by Owner. The cost of resampling and retesting will be

determined by Engineer, and Owner will invoice Contractor for this cost. If unpaid

after 60 days, this invoice amount will be deducted from the Contract Price.

H. Contractor shall provide and maintain an insulated, heated concrete cylinder curing

box, 4 foot square minimum, with a min.-max thermometer and maintain the

temperature between 60ºF and 80ºF. Contractor to coordinate location with

Engineer and Independent Testing Laboratory.

3.7 ADDITIONAL CONCRETE TESTS

A. Independent Testing Laboratory shall provide additional testing of in-place concrete

as directed by Engineer due to non-compliance or considered substandard.

Additional tests may consist of non-destructive testing, cores drilled from the area

in question or load tests. Costs of additional testing will be paid by Owner. The

cost of the additional testing will be determined by Engineer and Owner will

invoice Contractor for that cost. If unpaid after 60 days, the invoice amount will be

deducted from the Contract Price.

B. When the concrete strength is substandard as defined in Part 3.15, concrete core

specimens shall be obtained and tested from the affected area.

1. Three (3) cores shall be taken for each sample in which the strength

requirements were not met. The drilled cores shall be obtained and tested in

conformance with ASTM C 42 "Method of Obtaining and Testing Drilled

Cores and Sawed Beams of Concrete."

C. Field cured cylinders may be cast and tested by the Independent Testing Laboratory

at the request of the Contractor. The costs of these tests shall be borne by the

Contractor. If the field cured cylinders are cast and tested prior to 28-days to

determine the in-place concrete strength in order to facilitate an accelerated

schedule for subsequent concrete placements, backfilling or leakage testing, the

following criteria must be met:

1. The Contractor shall notify the Engineer and Independent Testing Laboratory

48 hours in advance of the concrete placement. The Engineer will determine

at that point if the results of the field cured cylinders may be used to

determine the in-place concrete strength. The Contractor shall notify the

Engineer as to when the field cured cylinders will be tested and for what

purpose.

2. A minimum of 2 cylinders shall be cast for each separate test the Contractor

requests. A test consisting of at least two cylinders will be required to be

considered valid.

3. The field cured cylinders shall be left in the field and located such that they

are exposed to the identical environmental conditions as the concrete

structure. The cylinders shall remain at this location a minimum of 14 days

prior to testing.

4. The Engineer shall determine if the strengths indicated by the field cured

cylinder tests are adequate for their intended purpose.

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3.8 FINISHING SLABS AND FLATWORK

A. Screed to bring concrete surface to proper contour and elevation.

B. Highway straightedge, bull float or darby float the concrete surface immediately

after screeding.

C. Allow bleed water to evaporate or remove.

D. After completion of the above listed procedures, provide one of the concrete

finishes listed below as indicated in the Schedule of Finishes:

1. (STF) Steel Troweled Finish: Float the surface with magnesium or cast

aluminum float or with a power finishing machine. Steel trowel surface

immediately after floating to produce smooth surface. Steel trowel again after

concrete has hardened enough so that mortar does not adhere to trowel

edge. Ringing sound should be apparent when performing second troweling

due to tilted, compacting motion.

2. (WFF) Wood Float Finish: allow concrete to stiffen; float surface twice or

more to a uniform sandy texture.

3. (LBF) Light Broom Finish: wood float finish as in E above; while plastic

draw a soft-bristled broom, over the concrete in long even strokes with

downward pressure. Broom transverse to traffic or at right angles to the slope

of the slab.

E. Finish to receive concrete fill: do not bull float; remove water scum, laitance and

loose aggregate from surface after concrete has started to harden with stiff bristle

brush to partially expose coarse aggregate. Clean surface with brooms, water jets

or air jets. Maintain wet for 12 hours immediately before placing fill concrete. As

fill concrete is placed and just ahead of placement, broom in grout paint to the damp

concrete surface. Do not allow grout paint to set prior to placement of concrete fill.

F. Flatness and Levelness: All concrete slabs with a steel trowel finish shall be

finished to achieve the following "Face Floor Profile Numbers" for composite

flatness (FF) and composite levelness (FL) in accordance with Section 8.15 of ACI

302.1:

1. Specified Overall Value: FF 20/FL 15.

2. Minimum Local Value: FF 15/FL 10.

3.9 FINISHING VERTICAL SURFACES

A. (RFF) Rough Form Finish: Repair structural defects only and patch tie holes. Fins

exceeding 1/4 in. in height to be removed by grinding and/or rubbing.

B. (SFF) Smooth Form Finish: The concrete surface shall be of uniform color, texture

and free of all irregularities. The arrangement of the facing material shall be

orderly and symmetrical, with the number of seams kept to the minimum. Material

with raised grain, torn surfaces, worn edges, patches, dents, or other defects which

will impair the texture of the concrete surface shall not be used. Remove fins and

other surface projections flush by grinding and/or rubbing. Repair surface and

structural defects as specified in this section.

C. Curbs: Provide monolithic finish to curbs by stripping forms while concrete is still

green and steel-toweling surfaces to a hard, dense finish with corners, intersections,

and terminations chamfered.

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3.10 FINISHING OTHER MISCELLANEOUS CONCRETE SURFACES

A. Curbs: Provide monolithic finish to curbs by stripping forms while concrete is still

green and steel-troweling surfaces to a hard, dense finish with corners,

intersections, and terminations chamfered.

B. Top of walls:

a. Exposed to view - Provide a steel trowel finish as defined above

b. Not exposed to view – Provide a rough form finish as defined above.

3.11 CURING

A. Curing: Curing shall begin immediately following the initial set of concrete or after

slab surface finishing has been completed and shall continue after form removal.

All concrete shall be cured to attain strength and durability by one of the following

methods for a minimum of seven days after placement regardless of the ambient air

temperature:

1. Ponding or continuous sprinkling. Intermittent wetting and drying is not an

acceptable curing method.

2. Application of absorptive mats of fabric kept continuously wet.

3. Application of concrete curing compounds. When using dissipating resin

curing compounds, use dissipating resin curing compound. Allow dissipating

resin curing compound to chemically break-down, and remove residuals and

other foreign material, prior to applying slab sealing compound.

B. Moisture loss from surfaces placed against wooden or metal forms exposed to

heating by the sun shall be minimized by keeping the forms wet until they can be

safely removed. All exposed concrete (tops of walls) within vertical forms shall

begin moist curing within 24 hours of placement, regardless of the duration that the

forms will remain in place. After form removal, the concrete shall be cured by one

of the methods described above, for the balance of time remaining as specified

above.

C. Schedule of Finishes and Curing Requirements:

1. Provide finishes on concrete surfaces according to the following schedule:

Location Finish Curing Requirements

Exterior Exposed Walls SFF Moist cure or apply two

to 6" below grade coats curing and sealing compound

Exterior unexposed walls RFF Moist cure or apply two coats

curing and sealing compound

Slabs STF Apply two coats of curing/

hardening compound.

Stairs, Exterior platforms LBF Moist cure and apply

sidewalks and drives two coats of slab sealer

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NOTE:

1. Coordinate compatibility of curing compounds with dampproofing and

waterproofing compounds.

2. When two (2) coats of materials are required as indicated above, second

coat shall be applied perpendicular to the first coat.

D. Cold Weather:

1. Unless otherwise superseded by the requirements of this Specification,

conform to ACI 306 for placement of concrete in cold weather.

2. Maintain concrete temperature between 50oF and 70oF for a minimum of

seven days after placement. Enclose, heat and insulate the concrete as

required.

3. Reapply curing compounds every two days during heating period.

4. The maximum allowable temperature drop of the concrete surfaces during the

first 24 hours after the end of the curing period shall not exceed 5F in any 1

hour and shall not exceed a total of a 40°F drop in the first 24 hours.

E. Hot Weather: Unless otherwise superseded by the requirements of this

Specification, conform to ACI 305 for placement of concrete in hot weather.

Concrete temperature shall not be greater than 90°F. Protect from loss of slump,

flash set, plastic cracking and rapid evaporation of water. Place concrete quickly,

shade from direct sun and protect from wind.

3.12 JOINTS

A. Saw cut control joints for slabs-on-grade as indicated on the Drawings within 12

hours of placement.

B. Provide joints only where shown on the drawings or as otherwise approved after

written request.

C. Install waterstops in all construction, control and expansion joints and in all liquid

containing structures and below grade walls adjacent to habitable spaces, unless

otherwise shown on the Drawings. The waterstop shall extend the entire length of

the joint and shall be positioned across the center of the joint.

3.13 MODIFICATIONS OR REPAIRS TO EXISTING CONCRETE

A. Field measurements shall be taken at the required structures to determine the

quantity of concrete to be removed and/or repair and the amount of patching to be

done.

B. When removing materials or portions of existing structures and when making

openings in existing structures, all precautions shall be taken and all necessary

barriers and other protective devices shall be erected to prevent damage to the

structures beyond the limits necessary for the new work, and to prevent damage to

the structures or contents by falling or flying debris.

C. Remove concrete to the depths shown or required. Roughen concrete surfaces by

chipping, sandblasting or scarifying.

D. Surfaces must be clean and sound. Surfaces may be dry, damp, or wet, but free of

standing water. Remove dust, laitance, grease, curing compounds, impregnations,

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waxes, foreign particles, and disintegrated materials by mechanical abrasion

methods such as sandblasting.

E. Exposed reinforcement shall be cleaned by wire brushing and where shown the

reinforcement shall be cut or bent. Additional reinforcement shall be provided as

shown on the Drawings.

3.14 CORING OF HOLES

A. Core drill holes where shown.

B. Coring shall be performed with a non-impact rotary tool with diamond core drills,

size shall be suitable for pipe conduit, sleeves or mechanical seals to be installed.

All equipment shall conform to OSHA standards. Protect all existing equipment,

utilities and critical areas against water or other damage caused by the drilling

operation.

C. No structural members shall be cut without any exceptions taken by the Engineer.

3.15 TOLERANCES

A. Maximum allowable deviations from dimensions, elevations, slopes and position

shall conform to ACI 117. Tolerances apply to concrete dimensions only, not to

positioning of vertical reinforcing steel, dowels, or embedded items.

3.16 FAILURE TO MEET STRENGTH REQUIREMENTS

A. The strength of the concrete in place will be considered substandard if any one of

the following results occur:

1. The arithmetic average of 28-day cylinder tests for any three (3) consecutive

test results are less than the specified strength (f’c).

2. More than 10 percent of the 28-day cylinder tests have strengths less than the

specified strength (f’c).

3. An individual compressive strength test result falls below the specified

strength (f’c) by more than 500 psi.

B. Concrete which fails to meet the strength requirements as outlined above will be

reviewed by the Engineer. The Engineer will determine whether the substandard

concrete will be accepted, rejected or additional tests performed.

C. When Substandard concrete as defined in Parts A.1 and A.2 occurs, the Engineer

will require corrective measures to be taken immediately in order to increase the

average of subsequent strength tests. When substandard concrete as defined in part

A.3 occurs, non-destructive testing shall be performed on the substandard concrete.

The testing shall be performed by an independent firm elected by the Engineer and

paid for by the contractor at no additional cost to the Owner.

3.7 DEFECTIVE CONCRETE

A. Defective concrete is defined as concrete in place which does not conform to

strength, shapes, alignments, appearances and/or elevation as shown on the

drawings and/or presents faulty surface areas.

B. Reinforcing steel size, quantity, strength, position, or arrangement at variance with

the Drawings will be considered defective.

C. Concrete which differs from the required dimensions or locations in such a manner

as to reduce the strength will be considered defective.

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D. Concrete surfaces not finished or cured in accordance with this Section shall be

classified as defective concrete. Surface defects include all form tie holes,

honeycombed areas and surface blemishes including air voids and bug holes (areas

on the surface of the concrete with an accumulation of entrapped air voids) with a

nominal diameter or depth greater than ¼ inch and less than 1 inch, visible

construction joints, fins, burs, non-uniform concrete color and appearance and other

defects.

E. Formed surfaces larger or smaller than dimensional tolerances specified in this

Division may be rejected. If the Engineer permits the Contractor to correct the

error, such correction shall be as directed and in such a manner as to maintain the

strength, function and appearance of the structure.

F. Concrete members cast in the wrong location may be rejected and shall be removed

at no additional cost to the Owner if the strength, appearance or function of the

structure is adversely affected.

A. Inaccurately formed surfaces exposed to view may be rejected and shall be repaired

or removed and replaced at no additional cost to the Owner. Concrete with an

overall non-uniform color or appearance as determined by the Engineer shall be

repaired with a complete cementious overlay.

G. Concrete exposed to view with defects which adversely affect the appearance of the

specified finish shall be repaired. If, in the opinion of the Engineer, the defects

cannot be repaired, the concrete may be accepted or rejected in accordance with the

decision of the Engineer.

3.18 PROTECTION

A. Protect concrete from high and low temperatures for seven days.

B. Protect against vibration until concrete has attained 33% of its 28-day strength.

C. Protect against premature loads until the 28-day strength has been attained.

D. Concrete structures shall be covered, insulated and heated as required to prevent

frost penetration beneath the structures until the Date of Substantial Completion.

END OF SECTION

13097

03346-1

SECTION 03346

CONCRETE FINISHING, CURING AND REPAIRS

PART 1 - GENERAL

1.1 SECTION INCLUDES

A. Concrete Curing

B. Concrete Finishing

C. Concrete Repairs

1.2 RELATED SECTIONS

A. Section 01340 - Submittals

B. Section 03300 - Cast-in-Place Concrete

C. Section 09900 - Painting

1.3 REFERENCES

A. ACI 301-10 - Standard Specifications for Structural Concrete

B. ACI 302.1R-04 - Guide for Concrete Floor and Slab Construction

C. ACI 305R-10 - Hot Weather Concreting

D. ACI 306.1-02 - Standard Specification for Cold Weather Concreting

E. ACI 308R-08 - Guide to Curing Concrete

F. ACI 350-06 - Code Requirements Environmental Engineering Concrete Structures

G. ASTM C309-07 - Specification for Liquid Membrane - Forming Compounds for

Curing Concrete

H. ASTM C1602/C1602M-06 - Specification for Mixing Water Used in the Production

of Hydraulic Cement Production

1.4 SUBMITTALS

A. Submit product data and material safety data sheets for curing compounds, floor

sealers and hardeners, and repair materials. Indicate the intended use and location

for all products.

B. Submit a written outline of cold weather protection measures, hot weather

protection measures, and curing methods.

C. Submit qualifications of flatwork finisher.

D. Contractor shall submit all requested information prior to the pre-Concrete meeting.

1.5 SAMPLES

A. For each type of wall finish used on the project, the first 100 square feet of finished

area shall be observed by the Engineer for acceptance. Sample areas shall be

provided until no exceptions are taken with the wall finish. The accepted sample

area shall serve as a guide for the remainder of the project.

1.6 ENVIRONMENTAL CONDITIONS

A. Environmental Conditions are defined as follows:

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1. Cold Weather - When temperature conditions during the concrete placement or

during the 7 day curing period following the placement will fall below 40°F.

2. Hot Weather - When temperature conditions during the concrete placement or

during the 7 day curing period following the placement will rise above 90°F.

1.7 QUALITY ASSURANCE

A. All curing, finishing and repair materials shall meet all Federal and State

regulations pertaining to Volatile Organic Compounds (VOC) Compliance.

B. Contractor performing flatwork finishing of concrete slabs shall provide at least one

(1) flatwork finisher certified as an ACI Concrete Flatwork finisher.

PART 2 - PRODUCTS

2.1 CURING MATERIALS

A. Curing and Sealing Compound; ASTM C309 Type 1 Class B. Emulsion Kurseal

309 by A.H. Harris & Sons, Inc., Aqua-Cure VOX by Euclid, Starseal EF Cure 500

by Vexcon, or equivalent.

B. Dissipating Resin Curing Compound: ASTM C1315 type 1; Film must break down

in two to four weeks. Kurez-DR by Euclid Chemical Company, KonKure Clear

Emulsion by A.H. Harris & Sons, Inc., or equivalent.

C. Curing/Hardening Compound: Sodium Silicate Type. Eucosil by Euclid Chemical

Company, Super KurHard by A.H. Harris & Sons, Inc., or equivalent.

D. Curing, Sealing and Hardening Compound: Ashford Formula by Curecrete,

Starseal EF Medium Gloss by Vexcon, Kurseal 800 by A.H. Harris, or equivalent.

E. Curing Water: Water shall be potable from a municipal water supply or shall meet

the requirements of ASTM C1602, and shall be free of materials that have the

potential to stain concrete. The temperature of the curing water shall not be lower

than 20°F cooler than the surface temperature of the concrete at the time the water

and concrete come in contact.

2.2 FINISHING MATERIALS

A. Slab Sealer: Silane or Siloxane based 96% chloride ion screen, Euco-Guard-100 by

Euclid Chemical, SikaGard 701W by Sika Corporation, Starseal EF Weather Seal

Plus by Vexcon, or equivalent. Do not apply to surfaces cured with curing

compounds, except for that specified in paragraph 2.1.B.

B. Bonding Admixture: Latex, non-rewetable type SBR Latex or Flex-con by Euclid

Chemical, Daraweld C by W.R. Grace or equivalent.

C. Grout Paint: mix 1 part Portland Cement, 1.5 part fine sand, 50:50 mixture of

bonding admixture to consistency of thick paint.

D. Patching Mortar: 1 part of a mixture of white and grey portland cement to 2.5 parts

of damp loose sand. Cement type to match substrate.

2.3 REPAIR MATERIALS

A. Epoxy Adhesive: Armatec 110 Epocem by Sika Corporation, Corr-Bond by Euclid

Chemical Company, Epobond by L&M Chemical, or equivalent.

B. Repair materials shall be as indicated in the table below:

03346-3

CONCRETE FINISHING, CURING AND REPAIRS

13097

REPAIR MATERIALS

Company Random Cracks

(dry)

Random

Cracks

(wet)

Excessive

Cracking

Spalls,

Honeycomb

Areas and

Holes

Sika Sidadur 35 Hi-Mod

LV

SikaFix

HH

Sikadur 55

SLV

SikaTop 122

or 123 Plus

Euclid

Simpson

Strong-Tie

BASF

Emecole

Eucopoxy Injection

Resin

Crack-Pac

Epoxeal GS

Structural

Emecole 121

-

Crack-Pac

Flex H2O

Concresive

1210 IUG

Emecole

105

Euco

Qwickstitch

HBA Repair

Mortar

Eucocrete

NOTES:

1. All repair materials shall be installed in accordance with the manufacturer’s

recommendations.

2. All cracks that are wet (either damp or leaking) at the time of repair shall be

repaired with a material that is specifically intended for wet repair as

recommended by the manufacturer.

3. All spall repair material shall be bonded to the concrete with an epoxy adhesive

material.

4. All repair materials in contact with potable water shall be NSF Standard 61

approved.

PART 3 - EXECUTION

3.1 FINISHES

A. Repair all holes and defects and allow to set prior to finishing concrete.

B. Clean all exposed concrete surfaces and adjoining work stained by leakage of

concrete.

C. Finish concrete surfaces as scheduled.

3.2 FINISHING SLABS AND FLATWORK

A. Screed to bring concrete surface to proper contour and elevation.

B. Highway straightedge, bull float or darby float the concrete surface immediately

after screeding.

C. Allow bleed water to evaporate or remove.

D. After completion of the above listed procedures, provide one of the concrete

finishes listed below as indicated in the Schedule of Finishes:

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1. (STF) Steel Troweled Finish: Float the surface with magnesium or cast

aluminum float or with a power finishing machine. Steel trowel surface

immediately after floating to produce smooth surface. Steel trowel again after

concrete has hardened enough so that mortar does not adhere to trowel

edge. Ringing sound should be apparent when performing second troweling

due to tilted, compacting motion.

2. (WFF) Wood Float Finish: allow concrete to stiffen; float surface twice or

more to a uniform sandy texture.

3. (LBF) Light Broom Finish: wood float finish as in E above; while plastic

draw a soft-bristled broom, over the concrete in long even strokes with

downward pressure. Broom transverse to traffic or at right angles to the slope

of the slab.

E. Finish to receive concrete fill: do not bull float; remove water scum, laitance and

loose aggregate from surface after concrete has started to harden with stiff bristle

brush to partially expose coarse aggregate. Clean surface with brooms, water jets

or air jets. Maintain wet for 12 hours immediately before placing fill concrete. As

fill concrete is placed and just ahead of placement, broom in grout paint to the damp

concrete surface. Do not allow grout paint to set prior to placement of concrete fill.

F. Flatness and Levelness: All concrete slabs with a steel trowel finish shall be

finished to achieve the following "Face Floor Profile Numbers" for composite

flatness (FF) and composite levelness (FL) in accordance with Section 8.15 of ACI

302.1:

1. Specified Overall Value: FF 20/FL 15.

2. Minimum Local Value: FF 15/FL 10.

3.4 FINISHING VERTICAL SURFACES

A. (RFF) Rough Form Finish: Repair structural defects only and patch tie holes as

specified in the paragraph titled “STRUCTURAL DEFECTS” in this Section. Fins

exceeding 1/4 in. in height to be removed by grinding and/or rubbing.

B. (SFF) Smooth Form Finish: The concrete surface shall be of uniform color, texture

and free of all irregularities. The arrangement of the facing material shall be

orderly and symmetrical, with the number of seams kept to the minimum. Material

with raised grain, torn surfaces, worn edges, patches, dents, or other defects which

will impair the texture of the concrete surface shall not be used. Remove fins and

other surface projections flush by grinding and/or rubbing. Repair surface and

structural defects as specified in the paragraphs titled “SURFACE DEFECTS” and

“STRUCTURAL DEFECTS” in this Section.

3.5 MISCELLANEOUS CONCRETE SURFACE

A. Top of walls:

a. Exposed to view - Provide a steel trowel finish as defined above

b. Not exposed to view – Provide a rough form finish as defined above.

3.7 CURING

A. Curing: Curing shall begin immediately following the initial set of concrete or after

slab surface finishing has been completed and shall continue after form removal.

All concrete shall be cured to attain strength and durability by one of the following

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CONCRETE FINISHING, CURING AND REPAIRS

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methods for a minimum of seven consecutive days immediately after placement

regardless of the ambient air temperature: See Schedule of Finishes and Curing

Requirements in this Section:

1. Moist Cure

a. Ponding or continuous sprinkling. Intermittent wetting and drying is not

an acceptable curing method.

b. Application of absorptive mats of fabric kept continuously wet.

2. Application of concrete curing compounds. When using dissipating resin

curing compounds, allow dissipating resin curing compound to chemically

break-down, and remove residuals and other foreign material, prior to

applying slab sealing compound.

B. Moisture loss from surfaces placed against wooden or metal forms exposed to

heating by the sun shall be minimized by keeping the forms wet until they can be

safely removed. After form removal, the concrete shall be cured by one of the

methods described above, for the balance of time remaining as specified above. All

exposed concrete (tops of walls) within vertical forms shall begin moist curing

within 24 hours of placement, regardless of the duration that the forms will remain

in place.

C. Cold Weather:

1. Unless otherwise superseded by the requirements within this Specification,

conform to ACI 306 for placement of concrete in cold weather as defined in

Part 1.6.

2. Maintain concrete temperature between 50°F and 70°F for a minimum of

seven days after placement. Enclose and heat, or insulate concrete as

required.

3. Protect concrete from damage due to concentrated heat sources to minimize

local carbonation of the concrete surfaces. Combustion heaters shall be

located so they do not apply heat directly to the concrete surfaces.

4. For those surfaces requiring curing compounds, reapply curing compounds

every two days during heating period or at greater frequencies as required by

the manufacturer.

5. The maximum allowable temperature drop of the concrete surfaces during the

first 24 hours after the end of the curing period shall not exceed 5°F in any 1

hour and shall not exceed the following total gradual temperature drop in the

first 24 hours:

Concrete Thickness

Less than 12 in.

12 to 36 in.

36 to 72 in.

Greater than

72 in.

50 F 40 F 30 F 20 F

D. Hot Weather:

1. Unless otherwise superseded by the requirements within this Specification,

conform to ACI 305 for placement of concrete in hot weather as defined in

Part 1.6.

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CONCRETE FINISHING, CURING AND REPAIRS

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2. Concrete temperature as delivered to the project site shall not be greater than

90°F. Protect from loss of slump, flash set, plastic cracking and rapid

evaporation of water.

3. Place concrete quickly, shade from direct sun and protect from wind.

3.8 SCHEDULE OF FINISHES AND CURING REQUIREMENTS

Provide finishes on concrete surfaces according to the following schedule:

SCHEDULE OF FINISHES AND CURING REQUIREMENTS

Location Finish Curing Requirements

Exposed Wall surfaces that are not

covered by backfill, including

fishway notches

SFF Moist cure or apply two coats of

curing and sealing compound

Exterior unexposed below grade

wall surfaces (non-liquid retaining)

RFF Moist cure or apply two coats of

curing and sealing compound

Fishway Floor LBF Moist Cure

Top of Wall, and Horizontal Surfaces

on Weir Notch

SFF Moist cure or apply two coats of

curing and sealing compound

NOTES:

1. Coordinate compatibility of curing compounds with damp proofing and

waterproofing compounds.

2. Liquid retaining walls shall be defined as those walls which contain liquid.

3.9 SURFACE DEFECTS

A. As soon as the forms have been stripped and the concrete surfaces exposed, repair

all surface defects. Surface defects include all form tie holes and surface blemishes

including air voids and bug holes (areas on the surface of the concrete with an

accumulation of entrapped air voids) with a nominal diameter or depth greater than

¼ inch and less than 1 inch, visible construction joints, fins, burs, non-uniform

concrete color and appearance and other defects. All concrete repair work shall

result in a concrete surface of uniform color and texture, and shall be free of all

irregularities.

B. Cut out and remove honeycombed areas and rock pockets down to solid concrete,

but in no case to a depth less than 1 inch, by means of hand chisels or pneumatic

chipping hammers. Saw cut the edges perpendicular to the surface. No feather-

edges shall be allowed.

C. Remove all loose aggregate paste and debris and scrub clean; thoroughly wet area

to be repaired; brush and scrub grout paint into the substrate of the area to be

repaired.

D. Apply a stiff consistency of patching mortar to the area with a trowel; apply prior to

the set of grout paint (but after it has cast its water sheen): leave patched surface

slightly higher than surrounding surface; do not finish for 1 hour minimum. Cure in

same manner as adjacent concrete.

E. Mix patching mortar using as little water as possible; allow to stand with frequent

manipulation of trowel to achieve stiffest consistency; blend white and gray

Portland cement to achieve color match with surrounding concrete.

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CONCRETE FINISHING, CURING AND REPAIRS

13097

F. Form Tie Holes: After cleaned and thoroughly dampened, apply grout paint and fill

tie holes solid with patching mortar.

G. Concrete with an overall non-uniform color or appearance as determined by the

Engineer shall be repaired with a complete cementious overlay.

H. Finished Flatwork exceeding specified tolerances:

1. High areas shall be repaired by grinding after the concrete has cured 14 days.

2. Low areas shall be repaired by cutting out low areas and replaced with

concrete. Finish repair area to match adjacent concrete.

3.10 STRUCTURAL DEFECTS

A. Remove and replace or repair all structural defects in newly placed concrete.

Structural defects include:

1. Random Cracks

2. Excessive cracking

3. Spalls, which are defined as concrete that has chipped, flaked, scaled or

broken off from the surface of the concrete.

4. Honeycombed areas, which are defined as areas where voids are left in the

concrete due to inadequate vibration and consolidation resulting in a failure of

the mortar to effectively fill the spaces among coarse aggregate particles.

5. Holes in the concrete surface with a nominal diameter or depth greater than 1

inch that develop during the initial curing of newly placed concrete or

thereafter until accepted by the Owner

6. The Contractor shall propose a specific repair method, suitable for the

situation, and the Engineer will review the method prior to the repair.

B. Repair all structural defects in existing concrete that are identified by the Engineer

during construction. These repairs are identified either on the Structural Drawings

or in the Bid Form.

C. Unless otherwise indicated, all concrete defects shall be repaired in accordance with

the manufacturer’s recommendations.

D. Random Cracks:

1. Random shrinkage or structural cracks shall be repaired utilizing a low

viscosity, 100% solids, two (2) component epoxy resin system.

2. Crack or void must be dry at time of application. Remove all dust, debris or

disintegrated material from cracks or voids by the use of oil-free compressed

air or vacuuming. Cracks saturated with oil or grease must be chipped out to

unsaturated concrete. "Vee" out cracks in horizontal surfaces slightly.

3. Where cracks extend through members and are accessible, seal bottom of

crack which is to receive the epoxy. Apply epoxy in strict accordance with

manufacturer's recommendations.

4. Patching of vertical wall or overhead cracks shall be accomplished in the same

manner using a similar epoxy material of higher viscosity as recommended by

the manufacturer.

5. Materials shall be as indicated in Part 2.3 (Specifier to edit)

D. Excessive Cracking:

1. Floor slabs containing an excessive amount of cracks as defined herein, and

which will remain exposed, shall receive an epoxy mortar topping after

sealing of cracks in accordance with the above paragraph.

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CONCRETE FINISHING, CURING AND REPAIRS

13097

2. Excessive cracking shall be defined as areas containing cracks averaging

1/64th-inch wide or greater, and in excess of 15 linear feet of cracks per 100

square feet of slab. In the event that excessive cracking occurs in isolated

areas of a given floor, topping shall only be applied in the area of the cracks

bounded by construction, expansion, or control joints.

3. Materials shall be as indicated in Part 2.3

E. Spalls, Honeycomb Areas and Holes:

1. All weakened, damaged or disintegrated concrete shall be removed to sound

concrete by means of hand chisels or pneumatic chipping hammers. Saw cut a

1 inch minimum square groove around the edges of the defective area

perpendicular to the surfaces. If defective areas extend around reinforcing

steel, chip to provide a clear space at least 1 inch wide all around the steel.

2. Repair material shall include peastone for spalls of greater depth as required

by the manufacturer. For spalled areas involving depths generally in excess of

three (3) inches, utilize a repair material suitable for the depth of repair.

3. Materials shall be as indicated in Part 2.3

3.11 PROTECTION

A. Protect concrete from high and low temperatures for seven days. Maintain

temperatures between 50°F and 70°F during this time period.

B. Protect against vibration until concrete has attained 33% of its 28-day strength.

C. Protect against premature loads until the concrete has been in place for 28 days and

the design strength has been attained (unless otherwise indicated). Premature loads

include but are not limited to:

1. Backfilling

END OF SECTION

13097

03420-1

SECTION 03420

PRECAST CONCRETE STRUCTURES

PART 1 - GENERAL

1.1 SECTION INCLUDES

A. Precast concrete structures

B. Joint sealants

C. Waterproofing

1.2 RELATED SECTIONS

A. Section 01340 - Submittals

B. Section 02200 - Earthwork

C. Section 05500 - Metal Fabrications

1.3 REFERENCES

A. ACI 308.1-98 - Standard Practice for Curing Concrete

B. ACI 318-08 - Building Code Requirements for Structural Concrete and

Commentary

C. ACI 350-06 - Code Requirements for Environmental Engineering Concrete

Structures and Commentary

D. ASTM A82-M-07 - Specification for Deformed and Plain Billet - Steel Bars for

Concrete Reinforcement

E. ASTM A185-M-07 - Specification for Concrete Aggregates

F. ASTM A615/ A615M-09b - Specification for Ready Mixed Concrete

G. ASTM C33-11 - Specification for Portland Cement

H. ASTM C94/C94M-11 - Specification for Air Entraining Admixtures for Concrete

I. ASTM C150-09 - Specification for Liquid Membrane-Forming Compounds for

Curing Concrete

J. ASTM C260-10a - Specification for Chemical Admixtures for Concrete

K. ASTM C309-R07 - Specification for Blended Hydraulic Cements

L. ASTM C494/C494M-10a - Specification for Coal Fly Ash and Raw or Calcined

Natural Pozzolan for Use in Concrete

M. ASTM C595-10 - Specification for Resilient Connectors Between Reinforced

Concrete Manhole Structures, Pipes, and Laterals

N. ASTM C618-08a - Specification for Ground Granulated Blast-Furnace Slag for Use

in Concrete and Mortars

O. ASTM C923-08 - Specification for Joints for Concrete Pipe, Manholes, and Precast

Box Sections Using Preformed Flexible Joint Sealants

P. ASTM C989-10 - Specification for Mixing Water Used in the Production of

Hydraulic Cement Concrete

Q. ASTM C990-09 - Manual of Standard Practice

R. ASTM C1602-06 - Placing Reinforcing Bars

S. Concrete Reinforcing Steel Institute

T. AASHTO Standard Specifications for Highway Bridges (17th Edition)

03420-2

PRECAST CONCRETE STRUCTURES

13097

U. National Precast Concrete Association (NPCA) Quality Control Manual For Precast

and Prestressed Concrete Plants

1.4 DESIGN REQUIREMENTS

A. Design shall be for "Normal Sanitary Exposure" (Z=115) and shall be done by the

ACI 350 "Strength Design Method" or the ACI 350 "Alternate Design Method"

(Appendix I).

B. Minimum 28 day compressive strength: fc' = 5,000 psi.

C. Reinforcing Steel: ASTM A615 grade 60 deformed bars or ASTM A185 welded

wire fabric. Minimum reinforcing steel in all concrete sections shall be no less than

0.003 times the gross area of the concrete section.

D. Concrete cover on reinforcing steel: 1½ inches minimum.

E. The structures shall have a minimum of 8" thick walls, top slabs and base slabs.

F. The precast concrete structure shall be designed to support its own weight plus the

following minimum superimposed loads:

1. Lateral soil pressure = 95 pcf/vf. The top of the pressure diagram shall be

assumed to originate at finish grade as shown on the drawings.

2. Uniform live load surcharge of 125 psf applied horizontally to the sides of the

precast structure for a depth of 10 feet below finish grade.

3. Ground water shall be assumed to originate at finish grade.

G. The precast concrete structure shall be sized to resist floatation. A Factor of safety

of 1.15 shall be used against flotation based on weights of empty structure and soil

directly over footing extensions. The base slab may be extended beyond the face of

the wall to provide additional resistance to flotation.

H. Segmented structures with joints shall be designed and installed for watertight

joints with no leakage at the joints. Joints shall be designed to transfer shear without

continuous reinforcing steel. Provide waterstop gaskets in all joints.

1.5 SUBMITTALS

A. Manufacturer's Data:

1. Submit manufacturer's specifications and instructions for all manufactured

materials and products. Include manufacturer's certifications and laboratory

test reports as required.

2. Submit the proposed erection procedure for precast units, sequence of

erection, and required handling equipment.

B. Shop Drawings:

1. The geometrical configuration of the precast concrete structures as shown in

the Contract Drawings have been designed to correspond to the wall height

and step configuration of the precast segmental blocks from ReCon Wall

Systems, Inc. The contractor must submit alternative geometric sizing to

match the chosen if another manufacturer’s precast segmental retaining wall

block is approved for construction.

2. Submit shop drawings showing complete information for the fabrication and

installation of precast concrete units.

3. Submit layout drawings prepared and stamped by a Professional Engineer

registered in the Commonwealth of Massachusetts. Drawings shall include

03420-3

PRECAST CONCRETE STRUCTURES

13097

member dimensions and cross sections, locations, sizes, types and details of

reinforcement, including special reinforcement and lifting devices necessary

for handling and erection.

4. Submit layout, dimensions, and identification of each precast unit

corresponding to the sequence and procedure of installation. Indicate welded

connections by AWS standard symbols. Provide details for all inserts,

connections, and joints.

5. Submit location and details of anchorage devices that are to be embedded in

the precast concrete sections or other concrete construction. Furnish

templates if required for accurate placement.

6. Submit concrete mix design including product data for concrete accessories

and waterproofing materials.

1.6 QUALITY ASSURANCE

A. The manufacture shall exhibit satisfactory performance on projects of similar

magnitude under similar or equal service conditions for a period not less than five

(5) years.

1.7 WARRANTY

A. The Precast Concrete manufacturer shall guarantee all precast concrete members

against excessive movement after erection, causing separation of joints, cracking or

misalignment of adjacent units. The manufacturer shall also guarantee all joints

between concrete sections against leakage and all members against infiltration of

water through the concrete. The manufacturer shall repair or replace all defective

work for a period of one year after the Date of Substantial Completion at no

additional cost to the Owner.

1.8 DELIVERY, STORAGE AND HANDLING

A. All materials shall be inspected by the General Contractor for shipping damage at

the time of delivery. All damaged materials shall be replaced by the Contractor at

no additional cost to the Owner.

B. Store precast concrete units at the project site to ensure against cracking, distortion,

staining, or other physical damage, and so that markings are visible. Lift and

support units at the designated lift points only.

C. All precast concrete units shall be placed on supports such that they are stored off

the ground.

1.9 JOB CONDITIONS

A. General Contractor shall examine all parts of the supporting structure and the

conditions under which the precast concrete work is to be erected. All conditions

that are not satisfactory for the successful installation of the precast structure shall

be repaired. Do not proceed with the installation until unsatisfactory conditions

have been corrected.

B. Contractor shall ensure that all embedded items in the supporting structure have

been properly installed and in the correct locations.

PART 2 - PRODUCTS

03420-4

PRECAST CONCRETE STRUCTURES

13097

2.1 MANUFACTURERS.]

A. Superior Concrete Company, Inc. (Oldcastle Precast), Auburn, ME

B. American Concrete Industries, Auburn, ME

C. American Concrete Industries, Bangor, ME

D. Concrete Systems, Inc, Hudson, NH

E. Scituate Ray Precast Concrete Products, Marshfield, MA

F. Oldcastle Precast-Rotondo, Rehobath, MA

G. Oldcastle Precast, Inc, Avon, CT

H. Or equivalent.

2.2 MATERIALS

A. All precast units shall be constructed with tongue and grooved joints and of shapes

and sizes as shown on the Drawings.

B. Concrete mix design shall conform to the following:

a. Minimum compressive strength of concrete at 28 days (f'c) = 5000 psi.

b. Maximum water/cement ratio = 0.45

c. Cement for all units shall be Type II Portland cement conforming to ASTM

C150.

d. Entrained air content of concrete: 6% ± 1.5%. Air entrainment admixture

shall conform to ASTM C260.

e. Coarse and fine aggregates shall conform to ASTM C33

f. Potable water shall conform to ASTM C1602.

C. Reinforcing steel shall be grade 60 deformed bars and conform to ASTM A615.

F. Precast section joints: Install solid, continuous butyl rubber gaskets in all joints to

achieve watertight joints. Gaskets shall conform to ASTM C990. Kent Seal No. 2

by Hamilton Kent or equal.

G. Inserts: Install stainless steel inserts as required for lifting, connections, etc

PART 3 - EXECUTION

3.1 FABRICATION AND PLACING REINFORCEMENT

A. Detailing and fabrication of reinforcement shall conform to the CRSI Code of

Standard Practice unless otherwise indicated on the Drawings.

B. Reinforcing steel bars shall be clean and free from loose mill scale and rust and

from coatings that reduce bond.

C. Place reinforcement of structural members on accessory bolsters and chairs

Accessories shall be stainless steel or have plastic tips.

D. All reinforcing shall have adequate concrete cover as indicated herein.

3.2 PRODUCTION, CURING, AND STORAGE

A. Production, curing and storage of the precast units shall conform to the provisions

of the NPCA "Quality Control Manual For Precast and Prestressed Concrete

Plants".

B. Each precast concrete unit shall be an integral placement without any construction

or cold joints. Floor slabs shall be an integral placement with the bottom wall

section.

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PRECAST CONCRETE STRUCTURES

13097

C. Structures shall be fabricated from the minimum number of precast sections in

order to minimize the number of joints.

D. All surfaces shall be cast with a smooth form finish (SFF): The concrete surface

shall be of uniform color, texture and free of all irregularities. The arrangement of

the facing material shall be orderly and symmetrical, with the number of seams kept

to the minimum. Material with raised grain, torn surfaces, worn edges, patches,

dents, or other defects which will impair the texture of the concrete surface shall not

be used. Remove fins and other surface projections flush by grinding and/or

rubbing.

3.3 HANDLING, AND TRANSPORTATION

A. All precast concrete units shall be lifted using designated pick points and lifting

inserts. Extreme caution shall be exercised so as not to damage the units during

handling.

B. Precast concrete units shall be properly supported during transportation to minimize

damage. Do not transport units until they have been cured for a minimum of 5 days

or have reached 75% of their 28 day design strength.

3.4 REPAIR OF UNITS AT PROJECT SITE

A. Contractor shall repair all damaged, cracked, or chipped units in accordance with

Specification Section 03346 "Concrete, Finishing, Curing and Repairs". All units

that are damaged beyond repair as determined by the Engineer shall be removed

from the project site and replaced at no additional cost to the Owner.

3.5 ERECTION

A. Install all precast structures level and plumb to the elevations and in the locations

shown on the Drawings. All units shall be lifted using designated lift point and

inserts in accordance with the written instructions from the Precast Concrete

Structure supplier.

B. Installation Tolerances: Install precast units without exceeding the following

tolerance limits:

1. Variations from Plumb: 1/4" in any 20' run or story height ; 1/2" total in any

40' or longer run.

2. Variations from Level or Elevation: 1/4" in any 20' run; 1/2" in any 40' run;

total plus or minus 1/2" at any location.

3. Variation from Theoretical Position in Plan: Plus or minus 1/4" maximum at

any location.

4. Offsets in Alignment of Adjacent Members at Any Joint: 1/16" in any 10'

run: 1/4" maximum.

C. After erection is complete, all surface damages to the precast concrete units shall be

properly repaired by the Contractor in accordance with Specification Section 03346

"Concrete, Finishing, Curing and Repairs". All lifting inserts and holes shall be

patched after final installation.

END OF SECTION

13097

03421-1

SECTION 03421

PRECAST CONCRETE RETAINING WALL

PART 1 - GENERAL

1.1 SECTION INCLUDES

A. Precast Segmental Modular Block Retaining Wall Units

1.2 RELATED SECTIONS

A. Section 01340 - Submittals

B. Section 02200 - Earthwork

1.3 REFERENCES

A. ASTM C-1372 Specifications for Segmental Retaining Wall Units

B. ASTM C-94 Standard Specification for Ready Mix Concrete

C. ASTM C-172 Standard Specification for Sampling Freshly Mixed Concrete

D. ACI 308-92 - Revised 1992 - Standard Practice for Curing Concrete

E. ACI 318-99 - Building Code Requirements for Reinforced Concrete

F. ASTM A82-97a - Specification for Steel Wire, Plain, for Concrete Reinforcement

G. A185-97 - Specification for Steel Welded Wire Fabric, Plain for Concrete

Reinforcement

H. ASTM A615/A615M-00 - Specification for Deformed and Plain Billet - Steel Bars

for Concrete Reinforcement

I. ASTM C33-999 - Specification for Concrete Aggregates

J. ASTM C150-999 - Specification Portland Cement

K. ASTM C260-00 - Specification for Air Entraining Admixtures for Concrete

L. ASTM C309-98a - Specification for Liquid Membrane-Forming Compounds for

Curing Concrete

M. ASTM C494/C494M-99a - Specification for Chemical Admixtures for Concrete

1.4 DESIGN REQUIREMENTS

A. Minimum 28 day compressive strength: fc' = 4,000 psi.

B. Reinforcing Steel: ASTM A615 grade 60 deformed bars.

C. Concrete shall have air entrainment by volume (as measured in the plastic state in

accordance with ASTM C172) of 5.5 – 8.5 percent, or in conformity with ASTM

C94 (Table 1 and Section 7), latest revision.

1.5 SUBMITTALS

A. Manufacturer's Data:

1. Submit manufacturer's specifications and installation instructions for all

manufactured materials and products.

2. Contractor shall submit the proposed erection procedure for precast units,

sequence of erection, and required handling equipment.

B. Shop Drawings:

03421-2

PRECAST CONCRETE RETAINING WALL

13097

1. Submit shop drawings showing complete information for the fabrication and

installation of precast concrete units.

2. Submit member dimensions and cross section, location, size, type and details

of reinforcement, including special reinforcement and lifting devices

necessary for handling and erection, joints.

3. The contract drawings have been designed to utilize precast concrete retaining

wall from ReCon Wall Systems, Inc. If alternative blocks are chosen and

approved by the Engineer, submit layout, dimensions, and identification of

each precast unit corresponding to the sequence and procedure of installation.

1.6 QUALITY ASSURANCE

A. The manufacturer shall exhibit satisfactory performance on projects of similar

magnitude under similar or equal service conditions for a period of not less than

five (5) year. Submit past job list with Owner contact information.

1.7 DELIVERY, STORAGE AND HANDLING

A. Deliver precast concrete units to the project site in such quantities and at such times

as will assure the continuity of the installation.

B. Store units at the project site to ensure against cracking, distortion, staining, or other

physical damage, and so that markings are visible. Lift and support units at the

designated lift points only.

PART 2 - PRODUCTS

2.1 MANUFACTURERS

1. The contract drawings have been designed to utilize precast concrete retaining wall from

ReCon Wall Systems, Inc. Alternative blocks are acceptable, however the contractor is

responsible for adjusting geometric parameters of the design plans to accommodate that

of the proposed block wall manufacturer and provide updated details for the approval of

the Engineer and owner.

2. The following Manufacturers are acceptable:

A. ReCon Wall Systems, Inc.

7600 West 27th St., #229

St Louis Park, MN 55426

(952) 922-0027 Phone

(952) 922-0028 Fax

www.reconwalls.com

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B. MagnumStone

803 – 1625 Manitoba Street

Vancouver, BC, Canada V5Y 0B8

Phone: 604-939-7999

www.magnumstone.com

C. Redi-Rock International

5481 US-31

Charlevoix, MI 49720

Phone: (866) 222-8400

www.redi-rock.com

D. Or Approved Equivalent

2.2 MATERIALS

A. The retaining wall block unit shall be wet-cast, consist of concrete with the average 28-

day compressive strength of no less than 4000 PSI.

B. Concrete shall have air entrainment by volume (as measured in the plastic state in

accordance with ASTM C172) of:

a. 5.5 – 8.5 percent, or In conformity with ASTM C94 (Table 1 and Section 7),

latest revision.

C. Depth of unit should be 24”.

D. Units shall me the following Tolerances:

a. Height: +/- 3/16”

b. Width: +/- 1/2" unless field cut for fitting purposes.

c. Depth: No less than the unit design depth of 24” with the textured face portion of

the block is considered as 4”

E. Unit Face Texture Shall be approved by the Engineer.

PART 3 - EXECUTION

3.1 INSTALLATION

A. First course of units shall be placed in full contact with the crushed stone layer wrapped

in fabric as shown on the Construction Drawings.

B. Check units for level from side-to-side, front to back, and check to maintain unit batter

front-to-back.

C. Place unit faces in contact side to side and avoid any gaps greater than ½”.

D. Fill and compact fill to grade in front of embedded units prior to compaction behind the

wall units.

E. Fill voids between block units with crushed stone.

F. Sweep and clean the top of each course before setting additional courses.

G. Lay each successive course making sure that the bottom recess is in full contact with the

unit locators of the course below. Pull unit forward as far as possible. Backfill and

compact soil behind the units.

H. Check and maintain level and wall batter by use of shims when necessary.

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I. Handle units with proper lifting devices that have been certified for the loads associated

with the weights of the units. Avoid applying forces to the lifting loops in excess of the

normal force associated with the weight of the unit (i.e., avoid applying “shear forces” or

“dynamic loads” from bouncing or swinging of a unit). If the unit is to be transported

over a significant distance in the field, it is recommended that a cable be used, not a

chain.

3.2 CLEANING, REPAIRING AND PROTECTION

A. After erection is complete, any chipped or damaged units and any depressions left

by removal of lifting devices shall be properly repaired by the erector. Also, all

erection dirt incurred during the erection process shall be removed.

END OF SECTION

13097

05500-1

SECTION 05500

METAL FABRICATIONS

PART 1 - GENERAL

1.1 SECTION INCLUDES

A. Aluminum Angles

B. Surface preparation

1.2 PRODUCTS FURNISHED BUT NOT INSTALLED UNDER THIS SECTION

A. Concrete anchors

1.3 RELATED SECTIONS

A. Section 01340 - Submittals

B. Section 03300 - Cast-in-Place Concrete

1.4 REFERENCES

A. This section contains references that are applicable to this Specification Section.

The applicable edition of the indicated references shall be the version that was the

most current at the time of the Advertisement of Bids. If referenced documents have

been discontinued by the issuing organization, references to those documents shall

mean the replacement documents issued or otherwise identified by that organization

or, if there are no replacement documents, the last version of the document before it

was discontinued. Where document dates are given in the following listing,

references to those documents shall mean the specific document version associated

with that date, whether or not the document has been superseded by a version with a

later date, discontinued, or replaced.

B. ASTM B221 - Specification for Aluminum and Aluminum-Alloy Extruded Bars,

Rods, Wire, Profiles and Tubes

C. ASTM B308/B308M - Specification for Aluminum-Alloy 6061-T6 Standard

Structural Profiles

D. Aluminum Association Aluminum Design Manual (2010)

E. Aluminum Association Aluminum Standards And Data (2009)

1.5 SUBMITTALS

A. Submit complete shop drawings showing fabrication, welding, connections,

erection, finishes, materials and dimensions including plans, elevations, sections

and details of all metal fabrications and connections and location of item in

structure. Photocopies of Contract Drawings, in whole or part, will not be accepted

as shop drawings.

B. Submit product data in accordance with the provisions of Section 01340.

C. Submit design computations when required.

1.7 QUALITY ASSURANCE

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A. Conform to the Aluminum Design Manual for the design, fabrication and erection

of structural aluminum.

1.8 COORDINATION

A. The Contractor shall coordinate with the work of other Sections. Verify at the site

both the dimensions and the work of other trades adjoining items before fabrication

and installation of items herein specified.

B. Furnish to the pertinent trades all items included under this Section that are to be

built into the work of other Sections.

1.9 FIELD MEASUREMENTS

A. Field measurements shall be taken at the site to verify or supplement indicated

dimensions and to insure proper fitting of all items.

B. Templates of channel and tank configuration shall be made for the installation of

grating or checkered plate for the areas to be covered.

1.10 DELIVERY, STORAGE, HANDLING

A. Coordinate delivery of products.

B. Protect products from damage prior to and after installation.

C. Remove damaged material from the site.

PART 2 - PRODUCTS

2.1 ALUMINUM ANGLE

A. Material: Aluminum alloy 6061-T6 (ASTM B209)

B. Finish: Mill

2.3 FASTENERS

A. Concrete anchorage:

1. Epoxy Anchors. ASTM C881. Non-expanding two component epoxy resin

with AISC Type 316 Stainless Steel threaded rod with washer and nut.

a. HIT RE500SD by Hilti Fastening Systems

b. Chemset Capsule Series by Ramset Fastening Systems

c. AC100 Plus by Powers Fasteners

d. Or equivalent.

2. Expansion Anchors - Stainless steel AISI Type 316 for galvanized and

aluminum fabrications; cadmium plated for painted steel fabrications.

a. Kwik-Bolt III by Hilti Fastening Systems or

b. Tru Bolt Stud Anchor by Ramset Fastening System

c. Power Stud by Powers Fasteners

d. Or equivalent.

3. Anchor Rods

a. Material: ASTM F1554 Grade 55

b. Finish: Hot-Dipped Galvanized ASTM A153

B. Bolted Joints:

1. Aluminum Fabrications: Stainless Steel ASTM F593 & F594 Alloy Group 2

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METAL FABRICATIONS

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(Type 316)

C. Provide all fasteners with nuts, flat washers and lock washers of the same material

as the anchors or bolts. Provide beveled washers for sloped surfaces.

D. Provide a minimum of 2 fasteners per connection.

PART 3 - EXECUTION

3.1 FABRICATION

A. All miscellaneous metal members shall fit closely together and shall be straight and

true, and the finished work shall be free from burrs, bends, twists, and open joints.

B. Tolerances:

1. Squareness: 1/8 inch maximum difference in diagonal measurements.

2. Maximum Offset between faces: 1/16 inch.

3. Maximum misalignment of adjacent members: 1/16 inch.

4. Maximum Bow: 1/8 inch in 48 inches.

5. Maximum Deviation From Plane: 1/16 inch in 48 inches.

C. All holes, angles, supports, and braces shall be provided as required.

D. Except as otherwise indicated on the drawings, gusset plates shall have a minimum

thickness of 3/8-inch.

E. Holes shall be made in aluminum members for attachment of wood blocking,

nailers, etc. Holes shall be sized to suit the fasteners indicated on the drawings:

where size and spacing are not indicated, holes shall be 9/16-inch diameter, at 3 feet

o.c.

F. Sheared and flame cut edges shall be true to line and free from rough corners and

projections.

G. Re-entrant cuts/corners shall be filleted to a radius of not less than ½ inch.

H. Holes shall be punched, subpunched and reamed, or drilled in accordance with

AISC "Specifications for Structural Steel." Holes shall not be made by flame

cutting.

I. Holes shall be 1/16 inch larger than the nominal bolt diameter, except holes for

cast-in-place anchor bolts which shall be 5/16 inch larger than the nominal bolt

diameter and as otherwise shown on the Drawings.

J. The use of oversize or slotted holes not shown on the Drawings shall be subject to

prior review by the Engineer.

K. Bent plate shall be in accordance with AISC "Minimum Radius for Bending."

L. Column ends bearing upon base and cap plates and beam ends with end plates shall

be saw-cut or milled to true surfaces and correct bevels.

M. Column caps and base plates and beam end plates shall have full contact when

assembled.

N. Fabrication holes, notches, etc. not required by nor shown on the Drawings shall be

subject to prior review by the Engineer.

3.2 CONNECTIONS (GENERAL)

A. Connections shall consist of the following:

1. Aluminum Framing Connections: All aluminum framing connections not

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METAL FABRICATIONS

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detailed on the Drawings shall be bolted connections designed by the

fabricator subject to the provisions of the design drawings, specifications and

the referenced Aluminum Design Manual. All connections shall consist of a

minimum of 2 – L3x3x1/4 angles with 2 – ¾ inch diameter AISI Type 316

bolts between each angle and framing member.

B. At the time of connecting, all bearing surfaces shall be free from loose or

nonadherent rust, loose mill scale, oil, grease, dirt, mud, and any foreign matter,

coating, or defect that adversely affects the connection.

C. At the time of connecting, all faying surfaces at bolted connections shall be free

from loose or nonadherent rust, loose mill scale, oil, grease, dirt, mud, and any

foreign matter, coating, or defect that adversely affects the connection.

3.3 CLEANING

A. Clean surfaces of all work of this section as well as the areas in the vicinity.

3.4 PROTECTION

A. Protect installed work from:

1. Splatter or debris from adjacent construction.

2. Excess construction loading and use.

END OF SECTION

13097

06100-1

SECTION 06100

ROUGH CARPENTRY

PART 1 - GENERAL

1.1 SECTION INCLUDES

A. Temporary enclosures.

B. All rough lumber, including wood nailers, posts, plates, blocking, strapping, and

lumber bases.

C. Rough hardware, such as nails, bolts, screws, clips, as required to install rough

carpentry work.

D. Lumber Preservatives.

1.2 RELATED SECTIONS

A. Section 01340 – Submittals

B. Section 03300 – Cast-in-Place Concrete

C. Section 05500 – Metal Fabrications

1.3 REFERENCE

A. Standard pressure process shall conform to Federal Specification TT-W-573.

1.4 QUALITY ASSURANCE

A. All lumber except as otherwise specified herein shall:

1. Be new, dressed 4 sides (S4S), clean, and free from warping and other

defects.

2. Conform to U. S. Department of Commerce Simplified Practice

Recommendations R-l6 for sizes and use Classifications.

3. Have a moisture content not exceeding l9 percent when delivered to the

project.

4. National Forest Products Association - "National Design Specification for

Wood Construction - 2005 including Design Values for Wood Construction".

B. Plywood shall conform to American Plywood Association APA Grade Trademark

and Product Standard PS-1.

1.5 SUBMITTALS

A. Submit product data under provision of Section 01340.

B. The treating plant shall furnish a notarized certificate that all pertinent details of

these specifications have been met.

C. Submit lumber species and grade.

D. Submit hardware indicated on the Drawings.

1.6 DELIVERY, STORAGE AND HANDLING

A. Store all materials in an elevated dry location, protected by waterproof

coverings. Do not store within the building until masonry, concrete, and other such

wet work has been completed and allowed to dry.

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13097

PART 2 - PRODUCTS

2.1 MANUFACTURERS

A. Wolmanized Pressure-Treated Lumber

1. Hickson Corp.

2. Hoover Treated Wood Products

3. Koppers

2. Or equal

2.2 LUMBER TREATMENTS

A. Pressure Preservative Treatments: All dimension lumber, wood blocking and nailers

which will be embedded or in contact with concrete and masonry, and all nailers

which will be concealed by roofing and flashing, shall be treated with ACQ (Type

D). The minimum retention shall be 0.25 pounds of preservative per cubic foot of

wood.

B. Brush Preservative Treatment: Brush coat all end cuts after cutting with ACQ or

equal. Apply in two heavy coats on all surfaces prior to installation of lumber.

2.3 MATERIALS

A. All dimensional lumber to be used in exterior and bearing walls shall be Spruce-

Pine-Fir No. 2 or better unless indicated otherwise on the Structural Drawings.

B. Nailers, blocking, equipment bases, and all other lumber of actual l-l/2 inches or

greater thickness - Douglas fir, spruce, pine, number two (2) or better, unless

indicated otherwise on the Structural Drawings.

C. Furring and other lumber less than l-l/2 inches in thickness - No. 2 spruce or

Douglas fir.

2.4 ROUGH HARDWARE

A. Framing anchors, nail plates and other fasteners as indicated on Drawings.

B. Expansion anchor and anchor bolts shall be as shown on the Drawings and as

specified in Section 05500. For other non-specified conditions the following

minimums shall apply:

1. Other nailers and blocking in excess of 7/8 inch thick - 3/4 inch diameter

galvanized steel anchor bolts or expansion bolts, as applicable.

2. Furring, strapping and blocking 7/8 inch thick or less attached to concrete or

masonry- 5/16 inch diameter galvanized steel anchor bolts or expansion bolts.

3. Secure other non-specified lumber with galvanized steel fasteners, of a type

most suitable for the application.

C. Hardware and fasteners in contact with pressure treated lumber shall be stainless

steel.

PART 3 - EXECUTION

3.1 TEMPORARY BRACING

A. Provide and maintain, until such time as permanently built into the structure, all

temporary bracing for walls, door frames, sills, and other work requiring bracing

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13097

and which is not specified as being provided under other SECTIONS of the

specifications.

3.2 PROTECTION

A. Do such work as is necessary to cover and protect all finishes and other work from

damage during construction.

3.3 NAILERS AND BLOCKING

A. Fasten nailers and blocking to concrete and masonry with specified bolts, as shown

on Drawings. Space bolts not over 32 inches on centers. Stagger lines of bolts on

nailers wider than nominal 3-1/2 inch width. Use not less than two (2) bolts per

piece of nailer length. Counterbore nailers so that nut and ends of bolts are recessed

below top surface. Install wood shims behind nailers and blocking against

masonry, as required, to ensure completely true surface.

END OF SECTION

APPENDIX A

Wooden Pedestrian Bridge Manufacturer’s Drawings

HAWTHORNE BRIDGE INSTRUCTIONS - 16’-24’ LONG MODELS

COMPONENTS – Wood parts (see chart on page 2)

Parts list

16' - 24’ LONG BRIDGES Length of Bridge

16’ 18’ 20’ 22’ 24’ # 2 SQUARE HEAD BIT * 1 1 1 1 1 5/16" X 4" LAG BOLTS W/ WASHERS * 8 8 8 8 8 3" SCREWS * VARIES BY SIZE - SEE BELOW OUTSIDE BEAMS / TRUSS ASSEMBLY A 2 2 2 2 2 INTERIOR BEAM /TRUSS ASSEMBLY(S) A1 VARIES BY WIDTH – SEE BELOW END BOARDS B 2 2 2 2 2 2X4 POSTS - Ends of Bridge C 4 4 4 4 4 2X4 POSTS - Top of Bridge D 4 4 4 4 4 RAILING UPRIGHTS (TOP) E 2 2 2 2 2 RAILING UPRIGHTS (SIDE) F 4 4 4 4 4 UPPER RAILINGS (TOP) G 2 2 2 2 2 UPPER RAILINGS (SIDE) H 4 4 4 4 4 Notched Floorboards (Marked A) I 2 2 2 2 2 Notched Floorboards (Marked B) J 2 2 2 2 2 Notched Floorboards (Marked C) K 2 2 2 2 2 FLOOR BOARDS - not notched L 34 39 44 49 52

CROSS TIES TRUSS SUPPORTS M 2 2 2 2 2

INTERIOR BEAMS

2 - 1/2" DECK SCREWS PER BRIDGE

3" SCREWS PER BRIDGE

WIDTH #

WIDTH 16' 18' 20' 22' 24'

WIDTH 16' 18' 20' 22' 24'

27" 0

27" 136 156 176 196 208

27" 92 96 96 96 96

36" (3') 1

36" (3') 204 234 264 294 312

36" (3') 100 106 106 106 106

48" (4') 1

48" (4') 204 234 264 294 312

48" (4') 100 106 106 106 106

60" (5') 2

60" (5') 272 312 352 392 416

60" (5') 108 116 116 116 116

72" (6') 3

72" (6') 340 390 440 490 520

72" (6') 116 126 126 126 126

NOTE: Image in instructions may not show quantity of components use chart for inventory.

Step 1 – Post and Beams Assembly

Lay out and identify all the wooden components for the Railings using the chart and drawings.

NOTE: You want to attach the railings to the beams on a level flat surface, with the beams

laying down. Do not attach posts while the beams are standing up.

If your bridge is 27” wide, you will not have an interior beam. Wider bridges have from 1 to 3

interior beams. The two outside beams can be identified because they have marking on them

to identify where the posts will be attached. Interior beams have no such markings. The two

outside beams are interchangeable (no left or right

side beam). All the interior beams are marked on one

end. Face the beams so the markings face the same

way as exterior beams.

All the 2x4 posts are not identical. (See the drawing at

right.) You will position so that the tops of the posts will follow the contour of the bridge.

Attaching the end posts (C) – Use the markings to

insure that the posts will be plumb. Using the

markings will also insure that the posts overhang

the ends of the beam by 1 ½”. Attach with 2

screws at this time. The bottom of the post will

be aligned with the bottom point of the beams.

DO NOT attach Lag Bolt at this time.

Attaching the middle posts (D) – Note that the

side of the posts will be a t a right angle with the

top part of the beam. Use the markings on the

beam to insure that the Posts are positioned.

(You can also use a quick square to insure the 90

degree angle.) Attach to beams with 4 screws,

and lag bolt using the predrilled holes in the post.

Finishing attaching all 8 posts (4 per beam).

Step 2 – Railing Assembly

Building the railings can be done either with the beams lying down or standing up, whichever is

easier for you. Layout the center railing components - top handrail (G) and the upright 2x4 (E)

support. Set the top hand rail on top of the posts, and position one side at the point where the

cut slopes off at the top of the post.

Attach to one post using one screw.

Be sure that the handrail is centered

on the post. Then take the upright

support and attach with one screw on

the same side as shown at the right.

Be sure that the upright is snug against

the posts and up tight against the

bottom of the top hand rail.

Then go to the other end of the hand rail and attach the hand rail and uprights to the other

post in the same way. The connection should be snug, but if not, pull the posts together. The

hand rail must meet at the point on the posts.

Nest, attach the hand rails for the side railings in the same way, attaching the handrail first on

the upper post. Then attach the upright to the top post, and then to the end posts. Finally

attach the with two screws through the hand rail into the top of the end posts. The hand rail

will extend beyond the end posts.

Once the railings are attached to the posts, finishing by attaching the top rails to the uprights

with screws. There will be a total of 15 screws used to attach the top handrail to the posts and

uprights as shown below. Repeart this for the other beam.

Completed Beam / Truss and

Railing Assembly.

Important: To complete the rest of the bridge assembly, it is usually best to move to the final

location. The bridge will be rather heavy once completed.

Step 3 - Frame Assembly

Stand the two side beams (with railings) with the railings facing the outside of the bridge. They

should be setting on a flat level surface, or on a footer or foundation. Take one end board (B)

and attach to the ends of one beam with 2 screws. The bottom of the end beam will align with

both the end point of the beam and the bottom of the post. Attach to the other beam. Repeat

this on both ends of the bridge.

If your bridge has an interior beam, align the beam using the predrilled holes in the end board

as a guide. There is no left or right side to the interior beams, so it does not matter which way

they face, unless there are more than one interior beam. With 2 or more interior beams, the

beams will need to be arranges so that the boards used to join the beams together face in the

same direction.

NOTE: This example shows

a 5’ wide bridge, which has

two interior beam. 27” wide

bridges have no interior

beams. See chart for more

details.

The end cut of the beams

will extend above the end

boards. The bottom point of

the beams will align with the

bottom of the end boards.

NOTE: Do not attach the bridge to the footers at

this time. Attach only after most of the decking

boards are installed to insure that the bridge is

square.

After the two end boards are installed, attach the end

posts to the end boards with the lag bolt and two screws in

the predrilled holes.

Locate the Cross ties – Depending on the length of the

bridge these will be either 2x6’s or 2x8’s.

Install the Cross ties on either side of the board

that runs vertically from the truss to the beam.

The ends of the boards have predrilled holes.

The ends of the cross ties will be flush with the

upright truss board. If interior beams are used,

there are no predrilled holes, but you should

attach them to the interior trusses with 2

screws per connection.

Completed Bridge Frame with Railings

Step 4 – Bridge Decking Installation

Be careful when finishing assembly if the bridge will be positioned over an area that is

inaccessible from below. Instructions show installing the top part of the bridge decking first.

If it is safer to assemble the sides first reverse the next two steps and work from the

completed bridge decking to finish the top decking.

(Note: images below do not show truss assembly for clarity)

Top Decking – Locate the two

notched decking boards that are

marked “A”. Position them as shown

at right. Make sure that one side is

tight against the post, and attach

one side with two screws. Then go

to the other side and attach with

two screws. If the board is not tight

against the post, pull in (or push out)

on the post before attaching. Attach

the other A board in the same way.

If your bridge has interior beams, attach with 2 screws using the predrilled holes as a guide to

center the beam.

Next attach decking boards between

these two boards. The number of

boards will vary by the length of the

bridge. Be sure that the ends of the

boards are aligned with the first

boards (they will also be aligned

with the outside of the posts

(Overhanging the beams by about 1

1/2”. Position the boards without

attaching them and arrange so that the gap between the boards is equal (about 1/8”). Once

properly spaced, attach with 2 screws over each beam.

NOTE: If you are attaching the bridge to a footer or other

support, do so before completing the decking boards at the

ends of the bridge. Attachments are best made using metal L

brackets (Not included). Using 3” screws (not included) to

attach the L bracket to the outside beams as shown at right ,

and screws (wood foundation supports) or wedge bolts (or

other anchoring means to attach to concrete footers). Image

at left shows a generic L bracket.

Side Decking – Locate Notched boards marked B and C. Installation is similar to the steps for

the top deck boards. Boards marked B are

positioned against the top posts, and those

marked C attach to the end of the bridge (Slide the

board in from the inside of the bridge and be sure

it is tight against the posts.

Attach using 2 screws per beam, using the pre

drilled holes.

Position remaining decking boards (without

notches) by laying them out first, and spacing

them so the gap between each board is about the

same. Be sure also that they aligh with the other

boards (overhanging the beam by about 1 ½”.

Your new bridge is now complete.

APPENDIX B

Soil Samples

APPENDIX C

Order of Conditions