Delaware River Trail South: Phase I (Pier 64-70) Bid Book

Page 1

DELAWARE RIVER WATERFRONT CORPORATION

Delaware River Trail South – Phase I (Pier 64-70) Request for Proposals for Construction Services DRWC 12/12/2017

100% CONSTRUCTION DOCUMENTS SPECIFICATIONS + BIDDING INSTRUCTIONS

DELAWARE RIVER TRAIL SOUTH – PHASE I (PIER 64-70) REQUEST FOR CONSTRUCTION PROPOSALS TABLE OF CONTENTS

Bid Advertisement Information for Bidders Part 1: General Information Part 2: Information Required from Bidders Part 3: Criteria for Selection Part 4: Bid Selection/Contract Award Bidding Requirements Bid Form Bid Items Bid Summary Bid Signature Page Attachments A. Project Specifications & Special Provisions a. Trail b. Bulkhead B. Contract Documents C. Disclosure Forms Construction Drawings A. Trail Construction Documents B. Bulkhead Construction Documents

BID ADVERTISEMENT

Request For Proposals

Project: Delaware River Trail South – Phase I (Pier 64-70) DELAWARE RIVER WATERFRONT CORPORATION (DRWC) – INVITATION TO BID FOR THE CONSTRUCTION OF THAT CERTAIN PORTION OF THE CENTRAL DELAWARE WATERFRONT TRAIL CONNECTING PIER 64 TO PIER 70 ALONG THE DELAWARE RIVER, PHILADELPHIA, PA (THE “TRAIL”). Bids are invited for the following Contract in connection with the construction of the Trail in accordance with plans and specifications prepared by NV5. There will be a mandatory pre-bid meeting at the DRWC on WEDNESDAY, JANUARY 3, 2018 at 10:00 AM EST (a representative of the contractor or a sub-contractor must attend the meeting). Additional questions regarding the project should be submitted to Lizzie Woods via email at lwoods@drwc.org by 5:00 pm Friday, January 5, 2018. Responses to all questions will be distributed to all firms on a rolling basis or by 5:00 pm Wednesday, January 10, 2018. Bids will be received at: 121 N. Columbus Blvd., Philadelphia, PA. 19106 until 4:30 PM EST on MONDAY, JANUARY 22, 2018. Bids will not be opened publicly. Each bid shall be accompanied by Bid Security in the form of either a certified check or a surety company’s Bid Bond in substantially the form contained in these materials and, in either case, in an amount of not less than 10% of the Total Base Contract Bid, which Bid Security shall be payable to the Delaware River Waterfront Corporation as payee or obligee. Owner: Delaware River Waterfront Corporation 121 N. Columbus Blvd. Philadelphia, PA 19106

Lead Architect: NV5 27 Union Square West, 4th Floor New York, NY 10003-3366

PART 1. GENERAL INFORMATION 1.1.

PURPOSE. This request for proposal (RFP) sets forth the information and requirements for preparing and submitting to the Delaware River Waterfront Corporation (the “Corporation” or “DRWC”) proposals for providing Construction Services to the Corporation. This RFP, with any bulletins, contains the only instructions governing the proposal and material to be included therein; a description of the service to be provided; requirements which must be satisfied to be eligible for consideration; general evaluation criteria; and other requirements to be met by each proposal.

1.2.

ISSUING OFFICE. The sole point of contact for the Corporation regarding the RFP is: Ms. Lizzie Woods, Vice President of Planning and Capital Programs Delaware River Waterfront Corporation 121 N. Columbus Boulevard Philadelphia, PA 19106 Phone: (215) 629-3200

1.3.

PROJECT. DRWC is a nonprofit corporation organized exclusively for the benefit of the City of Philadelphia and its citizens. DRWC acts as the steward of the Delaware River waterfront to provide a benefit to all of the citizens and visitors of the City. The fundamental purpose of DRWC is to design, develop and manage the central Delaware River waterfront in Philadelphia between Oregon and Allegheny Avenues. DRWC intends to transform the central Delaware River waterfront into a vibrant destination location for recreational, cultural, and commercial activities for the residents and visitors of Philadelphia. As part of its mission, the Corporation has been authorized and empowered by the City of Philadelphia (the City) to develop that certain portion of the central Delaware River waterfront trail between Pier 64 and 70 (roughly between Tasker Street and Pier 70 Boulevard) along the Delaware River, Philadelphia, PA (hereinafter, the “Project”).

1.4.

RESPONSIBILITY CONFLICTS. The Contractor will be engaged by the Corporation and will not have any contractual relationship with DVRPC or the City of Philadelphia or any entities with which DVRPC contracts for financing or other services in connection with the Project.

1.5.

TYPE OF CONTRACT. A contract entered into as a result of this RFP will be a cost of the work, plus a fee with a guaranteed maximum price (the "Construction Agreement"). The Corporation may negotiate with bidders whose proposals, as to price and other factors, are considered qualified, responsible and capable of performing the work required. The Construction Agreement shall be substantially in the form attached hereto and incorporated herein as Attachment A (“Form Construction Agreement”).

1.6.

SELECTION/REJECTION. The Corporation may select or reject any and all proposals, or may negotiate separately with competing proposers in accordance with Part 4 of this RFP.

1.7.

INCURRING COSTS. The Corporation is not liable for any costs associated with the RFP incurred by proposers.

1.8.

MANDATORY SITE VISIT/PRE-PROPOSAL CONFERENCE. Those interested in submitting an RFP must attend the conference at the Corporation’s offices. The mandatory pre-proposal meeting (only one representative from either a contractor or sub-contractor needs to attend) will be held on WEDNESDAY, JANUARY 3, 2018 at 10:00 AM. Pre-registration should be made by emailing Ms. Lizzie Woods at lwoods@drwc.org.

1.9.

AMENDMENTS. Answers or modifications of the contents of the RFP are not official unless issued in writing by the Corporation. All revisions to the RFP will be made by written Bulletin. Such bulletins are the only binding revisions. Oral or informal communication are not considered binding.

1.10.

RESPONSE DATE. To be considered, proposals must be received at the issuing office on or before MONDAY, JANUARY 22, 2018 no later than 4:30 pm. Proposals must conform to the content and format requirements described in Part 2 of the RFP. Any other information thought to be relevant, but not applicable to the enumerated categories, should be provided as Section 2.7 to the proposal. Three (3) copies (hard copy) of the entire proposal must be submitted to the issuing office. One (1) copy is to be submitted in electronic format (CD ROM, diskette, or flash drive). No other distribution is to be made by the proposer. Proposal must be signed by an official authorized to bind the proposer. The proposal must remain valid for no less than thirty (30) calendar days. Late or incomplete proposals will not be accepted regardless of the reason.

1.11.

ORAL PRESENTATION. The Corporation may select from proposals received up to three (3) proposals for oral presentations to the Corporation, or a selection committee designated by the Corporation. The final selection of one (1) bidder, to provide construction services, must demonstrate that it is qualified and can devote the resources necessary to satisfy all contract requirements. A Best and Final Offer must be provided ten (10) days following the oral presentation. Proposers not selected will be notified by the Corporation.

1.12.

CONFIDENTIALITY. Proposals will be held in confidence by the Corporation, except for the selected proposal. Proposals may be reviewed and evaluated by any person, other than competing proposers, at the discretion of the Corporation. Selection or rejection does not affect that right. All material submitted to the Corporation with the proposal becomes property of the Corporation and will be returned to the proposer only at the Corporation’s discretion.

1.13.

NEWS RELEASES. News releases and media contacts regarding this project will be made by the Corporation only, unless the Corporation directs otherwise in specific instances.

1.14.

INSURANCE. Corporation will require Contractor, its agents, employees and subcontractors to indemnify the Corporation, waive subrogation and provide insurance coverage types and limits in accordance with the requirements of the Form Construction Agreement. Without limiting the generality of the foregoing, Delaware River Waterfront Corporation, the Redevelopment

Authority, the City of Philadelphia and the Commonwealth of Pennsylvania are to be named as additional insureds on the General Liability Insurance Policy. Also, an endorsement is required stating that the coverage afforded to the above entities and their officers, employees, and agents as additional insureds will be primary to any other coverage available to them. Proposals shall be accompanied by an executed “Undertaking of Insurance” on a standard form provided by the bidder’s insurance company stating such company’s intention to provide insurance to the bidder in accordance with the insurance requirements of the Form Construction Agreement. 1.15.

SECURITY DEPOSIT. Proposals shall be accompanied by a security deposit in the form of Bid Bond or Certified Check in the amount of ten (10%) percent of the Bid Sum, made out to DRWC. Proposals shall include the cost of the security deposit in the Bid Sum. After a bid has been accepted, security deposits will be returned to the unsuccessful bidders. The security deposit will be returned to the accepted bidder after delivery to DRWC of the required Performance and Payment Bond.

1.16

SPECIFICATIONS. Selected bidder also must be able to comply with the Project Specifications and Special Provisions attached hereto and incorporated herein as Attachment A (“Project Specifications”) and Attachment B (“Special Provisions).

PART 2. INFORMATION REQUIRED FROM BIDDERS

Proposals must be submitted in the format outlined below on the form incorporated herein and attached hereto as Attachment C (the “Bid Form”). To be considered, the proposal must respond to all requirements. Proposals should be prepared simply and economically, providing a straight forward, concise description of the proposer’s ability to meet the requirements of the RFP and provide the desired services. Any information thought relevant, but not applicable to the enumerated categories, should be provided as Section 2-7, Additional Information to the Bid Form. 2.1.

PROJECT STATEMENT. State in succinct terms your understanding of the scope of the Project and of the services required. Include a description of the proposed effort and the items and services to be provided.

2.2.

EXPERIENCE/QUALIFICATIONS. Give specific and relevant information for up to three (3) publicly funded projects successfully completed by your firm, particularly those projects related to trail and/or waterfront areas. Describe the services provided and size of project. Give owner’s name, contact person, telephone number and address for each project. Give number of years your firm has been in business providing construction services and how long with the current management and structure. If a joint venture or subcontract arrangement is proposed, give projects completed together in similar arrangement. Indicate work done by individuals who will be associated with this project. Submit a copy of the current financial statement for the company.

2.3.

PERSONNEL. Indicate the number of executive, management, professional and other personnel who will be engaged in the services. Identify where these personnel will be physically located while engaged in the project. Indicate the responsibilities each will have and the length of time employed in this capacity with your firm. Include education and experience of each person relative to their responsibilities on this project including credentials.

2.4.

AVAILABLE RESOURCES. Provide information showing resources and support you will bring to the project. Give size of firm with breakdown of employees by discipline. Indicate physical location and resources available in the Philadelphia area and other locations to support this Project. Specify other projects currently engaged in by your firm(s) to demonstrate that sufficient manpower and resources will be available for this Project.

2.5.

COST AND PRICE ANALYSIS. This information is required to support the reasonableness of your proposal and establishing the compensation criteria of the selected proposer, and is for the internal use of the Corporation only. A sample spreadsheet is provided in the Bid Form. Your proposal should also include the types of items, at direct cost with no mark-up or multiplier, that would qualify as expenses to be reimbursed by the Corporation in accordance with Form Construction Agreement. The submitted pricing should be based on the 100% construction documents attached to this notice.

PART 3. CRITERIA FOR SELECTION

3.1.

BID REVIEW. All proposals received will be reviewed and evaluated by the Corporation or a committee selected by the Corporation. This committee will recommend for selection the Contractor which most closely meets the requirements of the RFP and satisfies Corporation needs. The Contractor should have qualifications and knowledge in all facets of the Project.

3.2.

BID EVALUATION. Cost to the Corporation is a material factor, but not the sole or necessarily the determining factor in proposal evaluation. The Corporation may, in its sole discretion, award a contract resulting from this RFP to a person or entity other than the responsible and qualified bidder submitting the lowest price. The contract will be awarded to the bidder whose proposal the Corporation determines, in its sole discretion, is the most advantageous to the Corporation and in the Corporation's best interest. The Corporation, in its sole discretion, may, but shall not be required to, reject without further consideration the proposal of any bidder that has not demonstrated, in the Corporation’s sole judgment, that it satisfies the qualifications criteria provided in the RFP. The Corporation reserves the right, in its sole discretion and without notice to bidders, to modify this evaluation procedure as it may deem to be in the DRWC’s interest.

3.3

AREAS OF CONSIDERATION. Evaluation factors to be considered by the Corporation include, but are not limited to, the following (no particular order of importance, weighting, or other priority is assigned to these factors or reflected by their order in the list): A.

UNDERSTANDING THE PROJECT: This refers to an understanding of the needs that generated the RFP, the objectives in asking for the services and the nature and scope of the work involved.

B.

BIDDER’S QUALIFICATIONS: This refers to the ability of the bidder to meet the terms of the RFP, financially and technically, especially ability to comply with the Project Specifications and the time constraint as evidenced by the quality, relevancy, and recentness of other projects completed by the Contractor. References provided by the bidder, particularly from projects of similar complexity and scope are relevant.

C.

PERSONNEL QUALIFICATIONS: This refers to the competence of personnel who would be assigned to the Project. Qualifications of personnel will be measured by experience and education, with particular reference to experience in services similar to that described in the RFP. Particular emphasis is placed on the qualifications of the project manager.

D.

SOUNDNESS OF APPROACH: Emphasis here is on the techniques, sequence and relationships of major steps, and methods for managing the service. Of equal importance is whether the technical approach is completely responsive to all written specifications and requirements contained in the RFP and if it meets the Corporation’s objectives.

E.

AVAILABLE RESOURCES: This refers to the Contractor’s financial ability, physical presence, manpower and other resources available to support the Project.

F.

M/W/DSBE PARTICIPATION. Meeting or exceeding the Corporation’s goals for equal opportunity participation as prime contractors, subcontractors or joint venture partners in bidder’s proposal, workforce diversity and use of M/W/DSBEs as vendors.

G.

COST: Project cost is of paramount importance.

PART 4. BID SELECTION/CONTRACT AWARD

4.1.

ACCEPTANCE OF OFFER. The Corporation reserves the right to accept or reject any or all offers. Proposals will be reviewed to determine which one represents the greatest value, price and other factors referenced above. After acceptance, the Corporation will issue to the accepted bidder a written letter of Contract Award. Notwithstanding delay in the preparation and execution of the Construction Agreement (using the Form Construction Agreement attached hereto), accepted bidder shall be prepared, upon written Notice to Proceed, to commence work within thirty days

following receipt of official written order of the Corporation to proceed, or on date stipulated in such order. The accepted bidder shall assist and cooperate with the Corporation to prepare the Construction Agreement, and within 7 days following its presentation shall execute Construction Agreement and return it to the Owner. 4.2

RESERVATIONS. The Corporation reserves and in its sole discretion may, but shall not be required to, exercise the following rights and options with respect to the proposal submission, evaluation and selection process under this RFP: A.

To reject any proposals if, in the DRWC’s sole discretion, the proposal is incomplete, the proposal is not responsive to the requirements of this Invitation to Bid, the bidder does not meet the qualifications set forth in the Invitation to Bid, or it is otherwise in the DRWC’s best interest to do so;

B.

To supplement, amend, substitute or otherwise modify this RFP at any time prior to selection of one or more bidders for negotiation and to cancel this RFP with or without issuing another RFP;

C.

To accept or reject any or all of the items in any proposal and award the contract(s) in whole or in part if it is deemed in the DRWC’s best interest to do so;

D.

To reject the proposal of any bidder that, in the DRWC’s sole judgment, has been delinquent or unfaithful in the performance of any contract with the DRWC or with others, is financially or technically incapable or is otherwise not a responsible bidder;

E.

To reject as informal, non-responsive, or otherwise non-compliant with the requirements of this RFP any proposal which, in the DRWC’s sole judgment, is incomplete, is not in conformity with applicable law, is conditioned in any way that is unacceptable to the DRWC, deviates from this RFP and its requirements, contains erasures, ambiguities, or alterations, or proposes or requires items of work not called for by this Invitation to Bid;

F.

To waive any informality, defect, non-responsiveness and/or deviation from this Invitation to Bid and its requirements that is not, in the DRWC’s sole judgment, material to the proposal;

G.

To permit or reject at the DRWC’s sole discretion, amendments (including information inadvertently omitted), modifications, alterations and/or corrections of proposals by some or all of the bidders following proposal submission;

H.

To request that some or all of the bidders modify proposals based upon the DRWC’s review and evaluation;

I.

To request additional or clarifying information or more detailed information from any bidder at any time, before or after proposal submission, including information inadvertently omitted by the bidder;

4.3

J.

To inspect and otherwise investigate projects performed by the bidder, whether or not referenced in the proposal, with or without the consent of or notice to the bidder;

K.

To conduct such investigations with respect to the financial, technical, and other qualifications of each bidder as the DRWC, in its sole discretion, deems necessary or appropriate; and

L.

To waive and/or amend any of the factors identified in the RFP as pertaining to the bidder’s qualifications.

CONTRACT NEGOTIATION AND AWARD. The Corporation reserves and in its sole discretion may, but shall not be required to, exercise the following rights and options with respect to the contract negotiation and award process resulting from this RFP: The Corporation reserves the right to enter into post-submission negotiations and discussions with any one or more bidders regarding price, scope of services, and/or any other term of their proposals, and such other contractual terms as the DRWC may require, at any time prior to execution of a final contract. The DRWC may, at its sole election, enter into simultaneous, competitive negotiations with multiple bidders or negotiate with individual bidders seriatim. Negotiations with bidders may result in the enlargement or reduction of the scope of services, or changes in other terms that are material to the Invitation to Bid and the submitted proposals. In such event, the DRWC shall not be obligated to inform other bidders of the changes, or to permit them to revise their proposals in light thereof, unless the DRWC, in its sole discretion, determines that doing so is in the DRWC’s best interest. In the event negotiations with any bidder(s) are not satisfactory to the DRWC, the DRWC reserves the right to discontinue such negotiations at any time; to enter into or continue negotiations with other bidders; to enter into negotiations with firms that did not respond to this Invitation to Bid and/or to solicit new proposals from firms that did not respond to this Invitation to Bid, including but not limited to negotiations or proposals for components of the System, if any, that are deleted by the DRWC from the successful proposal or the contract resulting from it. The DRWC reserves the right not to enter into any contract with any bidder, with or without re-issue of the Invitation to Bid, if the DRWC determines that such is in the DRWC’s best interest.

Bidding Requirements BID FORM To:

Delaware River Waterfront Corporation 121 N Columbus Blvd Philadelphia, PA 19106 Attn: Ms. Lizzie Woods, VP of Planning and Capital Programs

Project:

Delaware River Trail South – Phase I (Pier 64-70)

Date:

________________________

Submitted by: (full name)

___________________________________________________

(full address):

___________________________________________________ ___________________________________________________ ___________________________________________________

OFFER Having examined the Place of Work and all matters referred to in the Instructions to Bidders and the Contract Documents prepared by the NV5 for the above mentioned project, we, the undersigned, herby offer to enter into a Contract to perform the Work for the Lump Sum listed in this bid form in lawful money of the United States of America. We have included the bid security as required by the Instruction to Bidders. All applicable federal, state, and local taxes are included in the Unit Prices. ACCEPTANCE This offer shall be open to acceptance for thirty days from the bid closing date. If this bid is accepted by the Owner within the time period state above, we will:    

Execute the Agreement within seven days of receipt of Notice of Award; Furnish the required bonds and proof of insurance within seven days of receipt of Notice of Award; Commence work within thirty days after written Notice to Proceed; All work to be completed in this contract shall be completed within 8 months or 240 calendar days.

If this bid is accepted within the time stated, and we fail to commence the work or we fail to provide the required bonds, the security deposit shall be forfeited as damages to the owner by reason of our failure, limited in amount to the lesser of the face value of the security deposit or the difference between this bid and the bid upon which a contract is signed. In the event our bid is not accepted within the time stated above, the required security deposit will be returned to the undersigned, in accordance with the provisions of the Instructions to Bidders unless a mutually satisfactory arrangement is made for its retention and validity for an extended period of time. CONTRACT TIME If this bid is accepted, we will complete the work in _________________________(__________) calendar weeks from Notice to Proceed.

BID ITEMS DELAWARE RIVER TRAIL - (South Segment Phase 1) ITEM NO.

Revised

DESCRIPTION

TRAVEL WAY CLEARING & GRUBBING CLASS 1 EXCAVATION CLASS 1B EXCAVATION FOREIGN BORROW EXCAVATION GEOTEXTILE, CLASS 4, TYPE A SUBBASE 4" DEPTH (NO. 2A) SUBBASE 6" DEPTH (NO. 2A) SUPERPAVE ASPHALT MIXTURE DESIGN, WMA WEARING COURSE, PG 640411-0385 22, < 0.3 MILLION ESALS, 9.5 MM MIX, 1 1/2" DEPTH, SRL-L SUPERPAVE ASPHALT MIXTURE DESIGN, WMA BINDER COURSE, PG 640411-6350 22, < 0.3 MILLION ESALS, 19.0 MM MIX, 2 1/2" DEPTH 0460-0002 BITUMINOUS TACK COAT MILLING OF BITUMINOUS PAVEMENT SURFACE, 1 1/2" DEPTH, MILLED 0491-0012 MATERIAL RETAINED BY CONTRACTOR 0501-0020 PLAIN CEMENT CONCRETE PAVEMENT, 4" DEPTH 0501-0028 PLAIN CEMENT CONCRETE PAVEMENT, 8" DEPTH 0608-0001 MOBILIZATION 0630-0001 PLAIN CEMENT CONCRETE CURB, 18" DEPTH 0676-0001 CEMENT CONCRETE SIDEWALK 9000-0001 PLAIN CEMENT CONCRETE HEADER, 12" DEPTH STONE FINES WALKWAY 9000-0002 Subtotal Travel Way

0201-0100 0203-0001 0203-0004 0205-0100 0212-0014 0350-0104 0350-0106

11/29/2017

EXTENDED PRICE

UNIT

QUANTITY

UNIT PRICE

L.S. C.Y. C.Y. C.Y. S.Y. S.Y. S.Y.

1 125 590 20 855 820 656

$ $ $ $ $ $ $

$ $ $ $ $ $ $

S.Y.

1,293

$

$

S.Y.

17

$

$

GAL.

26

$

$

1,276

$

$

493 12 1 122 100 688 46

$ $ $ $ $ $ $

$ $ $ $ $ $ $ $

L.S.

1

$

$ $

C.Y. LBS LBS L.S. EACH EACH L.F. C.Y. S.Y. EACH EACH EACH EACH EACH EACH EACH EACH DOLLAR EACH EACH EACH EACH

700 10 105 1 22 15 215 3 421 40 4463 2552 5 25 19 75 3 5000 1 2 15 15

$ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $

$ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $

EACH

15

$

$

EACH EACH L.F. L.F. EACH EACH L.F. L.F. L.F. S.F. S.Y. S.Y.

1 1 122 1113 1 4 77 30 16 25 138 72

$ $ $ $ $ $ $ $ $ $ $ $

$ $ $ $ $ $ $ $ $ $ $ $ $

1,500 2 2 3 1,687 32

$ $ $ $ $ $

$ $ $ $ $ $ $

S.Y. S.Y. S.Y. L.S. L.F. S.Y. L.F. C.Y.

SURVEY CHARGES 0686-0020 CONSTRUCTION SURVEYING, TYPE B Subtotal Survey Charges LANDSCAPING TOPSOIL FURNISHED & PLACED SEEDING AND SOIL SUPPLEMENTS - FORMULA B SEEDING AND SOIL SUPPLEMENTS - FORMULA N SELECTIVE TREE TRIMMING TO A MAX HEIGHT OF 20' SELECTIVE TREE REMOVAL (4" to Under 12" Caliper) SELECTIVE TREE REMOVAL (Above 12" Caliper) TEMPORARY PROTECTIVE FENCE CLASS A CEMENT CONCRETE CONCRETE UNIT PAVERS LANDSCAPE BOULDERS GRASSES & PERENNIALS (Plugs) GRASSES & PERENNIALS (#1 Pots) ORNAMENTAL TREES SHRUBS (5 Gallon) SHRUBS (2 Gallon) TREES TREE GUARD ARBORIST'S SERVICES LITTER RECEPTACLE BIKE RACK POLE FOUNDATION WITHOUT CONDUIT PEDESTRIAN LIGHT POLE WITH SOLAR LUMINAIRE (INSTALLATION) PEDESTRIAN LIGHT POLE (Champ NG) WITH SOLAR LUMINAIRE (DELIVER 9000-0024 ONLY, OWNER SUPPLIED ITEM) 9000-0027 BENCH w/ BACKREST (DELIVER ONLY, OWNER SUPPLIED ITEM) 9000-0028 BENCH (INSTALLATION) 9000-0029 RIGHT OF WAY FENCE - 6'-0" 9000-0033 LANDSCAPE FENCE 9000-0034 LANDSCAPE FENCE - MID-RUN ANCHOR 9000-0035 LANDSCAPE FENCE - END POST 9000-0036 GUARD RAIL 9000-0037 TIMBER BARRIER RAIL 9000-0038 1.5" GALVANIZED STEEL PIPE HAND RAILING 9000-0039 EXTERIOR CONCRETE STAIRS 9000-0040 COLORED CONCRETE PAVEMENT, 5" DEPTH 9000-0061 GRANITE COBBLE PAVING Subtotal Landscaping 0802-0001 0804-0011 0804-0019 0810-0023 0810-0052 0810-0053 0811-0003 1001-0010 9000-0003 9000-0005 9000-0007 9000-0008 9000-0010 9000-0011 9000-0012 9000-0014 9000-0018 9000-0019 9000-0020 9000-0021 9000-0022 9000-0023

EROSION & SEDIMENT CONTROL 0845-0001 UNFORESEEN WATER POLLUTION CONTROL DOLLAR 0849-0010 ROCK CONSTRUCTION ENTRANCE EACH 0855-0003 PUMPED WATER FILTER BAG EACH 4860-0022 FILTER SOCK INLET PROTECTION FOR TYPE C INLET EACH 0867-0012 COMPOST FILTER SOCK, 12" DIAMETER L.F. COMPOST FILTER SOCK, 24" DIAMETER L.F. 0867-0022 Subtotal Erosion and Sediment Control

11/29/2017

Page 1

DELAWARE RIVER TRAIL - (South Segment Phase 1) ITEM NO. 0931-0003 0935-0001 0941-0001 0960-0001 0960-0002

Revised

DESCRIPTION

UNIT

SIGNING & PAVEMENT MARKINGS POST MOUNTED SIGNS, TYPE B, STEEL SQUARE POST SF POST MOUNTED SIGNS, TYPE F SF RESET POST MOUNTED SIGNS, TYPE B EACH 4" WHITE HOT THERMOPLASTIC PAVEMENT MARKINGS L.F. 4" YELLOW HOT THERMOPLASTIC PAVEMENT MARKINGS L.F.

0960-0255

WHITE HOT THERMOPLASTIC LEGEND, "YIELD LINE", 12" X 18" TRIANGLE

0971-0001 0975-0001

REMOVE POST MOUNTED SIGNS, TYPE B REMOVE POST MOUNTED SIGNS, TYPE F

9000-0047

WHITE HOT THERMOPLASTIC LEGEND, "BICYCLE WITH RIDER", 6'-0" X 3'-0"

9000-0048

WHITE HOT THERMOPLASTIC LEGEND,"STRAIGHT ARROW", 1'-6" X 6'-0"

9000-0073 20' C-POST, STREET NAME SIGN POLE Subtotal Signing and Pavement Markings LIGHTING 9000-0074 REMOVAL OF EXISTING STREET LIGHT POLE & FOUNDATION INSTALL JUNCTION BOX AND CONDUIT AT FORMER POLE LOCATIONS 9000-0075 Subtotal Lighting

QUANTITY

11/29/2017

EXTENDED PRICE

UNIT PRICE

31 8 1 166 742

$ $ $ $ $

$ $ $ $ $

L.F. EACH EACH

28 2 9

$ $ $

$ $ $

EACH

6

$

$

EACH EACH

6 1

$ $

$ $ $

EACH EACH

5 5

$ $

$ $ $

L.S.

1

$

$ $

BULKHEAD 9000-0055 REINFORCE BULKHEAD AREA 'A' (WALMART) Subtotal Bulkhead Subtotal Travel Way Subtotal Survey Charges Subtotal Landscaping Subtotal Erosion & Sediment Control Subtotal Signing & Pavement Markings Subtotal Street Lighting Subtotal Bulkhead

$ $ $ $ $ $ $

GRAND COST

$

9000-0004 COBBLE PAVER (DEDUCT) GRANITE COBBLE PAVER 9000-0061 Subtotal Cobble Paving Add Alternate

11/29/2017

COBBLE PAVING (ADD ALTERNATE #1) S.Y. S.Y.

72 -72

$ $

$ $ $

Page 2

BID SUMMARY Subtotal Travel Way Subtotal Survey Charges Subtotal Landscaping Subtotal Erosion & Sediment Control Subtotal Signing & Pavement Markings Subtotal Street Lighting Subtotal Bulkhead GRAND COST

$ $ $ $ $ $ $ $

BID FORM SIGNATURES The Corporate Seal of

________________________________________________ Bidder – print the full name of your firm Was hereunto affixed in the presence of:

________________________________________________ Authorized Signing Officer Title (Seal)

________________________________________________ Authorized Signing Officer Title (Seal) If the bid is a joint venture or partnership, add additional forms of execution for each member of the joint venture in the appropriate form of forms as above.

Attachment A: Project Specifications & Special Provisions (TRAIL)

DELAWARE RIVER TRAIL (SOUTH SECTION, PHASE 1) – SPECIAL PROVISIONS The work to be done under the scheduled items shall comply with the requirements of the corresponding numerical Sections of the most current edition including all addenda of the following Standard Specifications or as per specific requirements shown on the plans or special provisions. 

Pennsylvania Department of Transportation Standard Highway Specifications (Pub 408/2016), Change 2, April 2017

Pennsylvania Department of Transportation Standard for Roadway Construction, Series RC-1M to 100M (PUB 72), June 2010

Within Publication 408, wherever references are made to the Commonwealth, the Department or its employees, for the purpose of this contract it shall mean the Delaware River Waterfront Corporation and its corresponding employees, unless otherwise superseded by Law.

STANDARD ITEMS ITEM 0201-0001 CLEARING AND GRUBBING, LUMP SUM A. This item shall comply with Section 201 of the PennDOT Standard Highway Specifications. ITEM 0203-0001 CLASS 1 EXCAVATION, CUBIC YARD ITEM 0203-0004 CLASS 1B EXCAVATION, CUBIC YARD A. These items shall comply with Section 203 of the PennDOT Standard Highway Specifications. ITEM 0205-0100 FOREIGN BORROW EXCAVATION, CUBIC YARD A. Work includes obtaining clean fill from outside of the project limits for embankments if required. B. This item shall comply with Section 205 of the PennDOT Standard Highway Specifications. ITEM 0212-0014 GEOTEXTILE, CLASS 4, TYPE A, SQUARE YARD A. This item shall comply with Section 212 of the PennDOT Standard Highway Specifications. ITEM 0350-0104 SUBBASE 4” DEPTH (NO.2A), SQUARE YARD ITEM 0350-0106 SUBBASE 6” DEPTH (NO.2A), SQUARE YARD A. These items shall comply with Section 350 of the PennDOT Standard Highway Specifications. ITEM 0411-0385 SUPERPAVE ASPHALT MIXTURE DESIGN, WMA WEARING COURSE, PG 6422, < 0.3 MILLION ESALS, 9.5 MM MIX, 1 1/2" DEPTH, SRL-L, SQUARE YARD ITEM 0411-6350 SUPERPAVE ASPHALT MIXTURE DESIGN, WMA BINDER COURSE, PG 64-22, < 0.3 MILLION ESALS, 19.0 MM MIX, 2 1/2" DEPTH, SQUARE YARD A. These items shall comply with Section 411 of the PennDOT Standard Highway Specifications, with the following addition:  Add the following to the end of Section 409.3(h)1.b: Timber Edging shall be used against the edge of all proposed asphalt paving that is not against any other hard surface, such as concrete header or curb. The Timber Edging shall conform to the details in the plans and be composed of wood of an approved type and a minimum length of ten feet (10') for tangents and curves, unless otherwise shown of the plans. All edging shall be straight, free from bends and warps at all times, and shall be cleaned thoroughly and oiled before pavement is placed against them; this cleaning and oiling being repeated daily as the forms are moved ahead. The edging shall rest firmly upon the

thoroughly compacted sub-grade (if applicable) throughout the entire length, shall be joined neatly and tightly and staked securely to line and grade at least two hundred feet (200') in advance of the point of placing pavement by using at least three (3) bracing pins or stakes to each ten foot (10') length of side edging, so that they will resist the pressure of the pavement and the impact of the roller without springing. The contractor may leave forms in place as part of the final work. If timber edging is to remain, omit oiling indicated for reuse of forms and edging. All pavement edges shall be uniform. Where only the top course of pavement is being milled and overlaid, secure the wood forms against the edge of the existing pavement structure to remain. Properly backfill against Timber Edging to remain, or remove forms once pavement has set. B. Section 110.04 Price Adjustments shall be in effect for these bid items. ITEM 0460-0002 BITUMINOUS TACK COAT, GALLON A. This item shall comply with Section 460 of the PennDOT Standard Highway Specifications. B. Section 110.04 Price Adjustments shall be in effect for this bid item. ITEM 0491-0012 MILLING OF BITUMINOUS PAVEMENT SURFACE, 1 1/2" DEPTH, MILLED MATERIAL RETAINED BY CONTRACTOR, SQUARE YARD A. This item shall comply with Section 491 of the PennDOT Standard Highway Specifications. ITEM 0501-0020 PLAIN CEMENT CONCRETE PAVEMENT, 4" DEPTH, SQUARE YARD ITEM 0501-0028 PLAIN CEMENT CONCRETE PAVEMENT, 8� DEPTH, SQUARE YARD A. These items shall comply with Section 501 of the PennDOT Standard Highway Specifications. B. Weep holes necessary for unit paver drainage shall be considered incidental to these items. ITEM 0608-0001 MOBILIZATION, LUMP SUM A. This item shall comply with Section 608 of the PennDOT Standard Highway Specifications. ITEM 0630-0001 PLAIN CEMENT CONCRETE CURB, LINEAR FOOT A. This item shall comply with Section 630 of the PennDOT Standard Highway Specifications, with the following exception:

Replace the first sentence of Section 630.3 CONSTRUCTION with: As shown on the details in the drawings, as specified in Section 501.3, and as follows: ITEM 0676‐0001 CEMENT CONCRETE SIDEWALK, SQUARE YARD B. This item shall comply with Section 676 of the PennDOT Standard Highway Specifications. ITEM 0686‐0020 CONSTRUCTION SURVEYING, TYPE B, LUMP SUM A. This item shall comply with Section 686 of the PennDOT Standard Highway Specifications, with the following exception: Remove Section 686.3(a)3. ITEM 0802‐0001 TOPSOIL FURNISHED AND PLACED, CUBIC YARD A. This item shall comply with Section 802 of the PennDOT Standard Highway Specifications. ITEM 0804‐0011 SEEDING AND SOIL SUPPLEMENTS ‐ FORMULA B, POUND ITEM 0804‐0019 SEEDING AND SOIL SUPPLEMENTS ‐ FORMULA N, POUND A. These items shall comply with Section 804 of the PennDOT Standard Highway Specifications. ITEM 0810‐0023 TREE TRIMMING TO A MAX HEIGHT OF 20', LUMP SUM A. This item shall comply with Section 810 of the PennDOT Standard Highway Specifications, with the following exception: Replace the first paragraph of Section 810.3(c) with: Tree Trimming. Trim living branches, dead and dying limbs and branches 1 inch or more in diameter that are within the horizontal limits of any proposed trail (plus 3 feet on either side of the edge of the trail) and that are also within 10 feet vertically of the trail/finished grade. Trim branches to the branch collar as shown on the PennDOT Standard Drawing RC‐92M. ITEM 0810‐0052 SELECTIVE TREE REMOVAL (4” TO UNDER 12” CALIPER), EACH ITEM 0810‐0053 SELECTIVE TREE REMOVAL (ABOVE 12” CALIPER), EACH A. These items shall comply with Section 810 of the PennDOT Standard Highway Specifications. ITEM 0811‐0003 TEMPORARY PROTECTIVE FENCE, LINEAR FOOT A. This item shall comply with Section 811 of the PennDOT Standard Highway Specifications. B. This item shall be used as temporary tree protective fence for groups of trees, and also as a perimeter fence.

C. Individual tree protection will be paid under the item “Tree Guard”, 90000018. ITEM 0845-0001 UNFORSEEN WATER POLLUTION CONTROL, DOLLARS A. This item shall comply with Section 845 of the PennDOT Standard Highway Specifications. ITEM 0849-0010 ROCK CONSTRUCTION ENTRANCE, EACH A. This item shall comply with Section 849 of the PennDOT Standard Highway Specifications. ITEM 0855-0003 PUMPED WATER FILTER BAG, EACH A. This item shall comply with Section 855 of the PennDOT Standard Highway Specifications. ITEM 4860-0022 ITEM 0867-0012 ITEM 0867-0022 A.

FILTER SOCK INLET PROTECTION FOR TYPE C INLET, EACH COMPOST FILTER SOCK, 12" DIAMETER, LINEAR FOOT COMPOST FILTER SOCK, 24" DIAMETER, LINEAR FOOT These items shall comply with Section 867 of the PennDOT Standard Highway Specifications. B. Inlet protection shall be installed according to the detail in the plans.

ITEM 0931-0003 POST MOUNTED SIGNS, TYPE B, STEEL SQUARE POST, SQUARE FOOT A. This item shall comply with Section 931 of the PennDOT Standard Highway Specifications. B. Posts used for signs shall be square steel posts per PennDOT Standard Detail TC-8702B. Sign locations and heights for signs located adjacent to the trail shall conform to the detail in the plans. Sign heights for signs located along streets shall conform to the heights indicated in TC-8702B. ITEM 0935-0001 POST MOUNTED SIGNS, TYPE F, SQUARE FOOT A. This item shall comply with Section 935 of the PennDOT Standard Highway Specifications. ITEM 0941-0001 RESET POST MOUNTED SIGNS, TYPE B, EACH A. This item shall comply with Section 941 of the PennDOT Standard Highway Specifications. ITEM 0960-0001 4” WHITE HOT THERMOPLASTIC PAVEMENT MARKINGS, LINEAR FOOT ITEM 0960-0002 4” YELLOW HOT THERMOPLASTIC PAVEMENT MARKINGS, LINEAR FOOT ITEM 0960-0255 WHITE HOT THERMOPLASTIC LEGEND, “YIELD LINE”, 12” X 18” TRIANGLE, LINEAR FOOT ITEM 9000-0047 WHITE HOT THERMOPLASTIC LEGEND, “BICYCLE WITH RIDER”, 6’-0” X 3’-0”, EACH

ITEM 9000-0048 WHITE HOT THERMOPLASTIC LEGEND, “STRAIGHT ARROW”, 1’-6” X 6’-0”, EACH A. These items shall comply with Section 960 of the PennDOT Standard Highway Specifications. B. 9000-series items listed shall match the dimensions in the item title. These pavement markings shall be of the same proportion and shape as those standard items shown on PennDOT Standard Drawing TC-8600 Sheet 8 of 13. ITEM 0971-0001 REMOVE POST MOUNTED SIGNS, TYPE B, EACH A. This item shall comply with Section 971 of the PennDOT Standard Highway Specifications. ITEM 0975-0001 REMOVE POST MOUNTED SIGNS, TYPE F, EACH B. This item shall comply with Section 975 of the PennDOT Standard Highway Specifications. ITEM 1001-0010 CLASS A CEMENT CONCRETE, CUBIC YARD A. This item shall comply with Section 1001 of the PennDOT Standard Highway Specifications.

ITEM 9000-0001, PLAIN CEMENT CONCRETE HEADER, 12” DEPTH, LINEAR FEET 1 DESCRIPTION Work includes all labor, materials, equipment, services and maintenance necessary to install concrete headers as shown on the drawings and/or specified herein. 2

MATERIALS a) Class A Cement Concrete—Section 704 b) Premolded Expansion Joint Filler—Section 705.1 c) Covers for Curing and Protection—Section 711.1 d) Curing Compound—Section 711.2(a)

3 CONSTRUCTION As shown on the plans and details and as follows: a) Excavation. Excavate as required. Remove existing curb, pavement, and sidewalk to neat lines when indicated, then compact the material, upon which the header is to be constructed, to a firm even surface. b) Formwork: Install wood edging formwork at the outer edges of the installation. Top of formwork shall conform to proposed finish grade. Edges shall be laid out in smooth continuous radii without kinks at adjoining boards. Set elevation of wood edging formwork by instrumentation. c) Placing, Finishing, and Curing Concrete. Conform to weather restrictions for concrete placement specified in Section 501.3(b). Place the concrete in the forms in layers not exceeding 5 inches in depth when spading, or layers not exceeding 15 inches in depth when using a vibrator to eliminate voids. Smoothly and evenly finish the top surface of the header using a wood float. Round the edges of the face and back of the header top while the concrete is still plastic. Cure concrete as specified in Section 501.3(l) d) Joints. Form or saw contraction joints to uniform spacing (no more than 20’ and no less than 4’) and as specified in Section 501.3(i)2. Place 3/4-inch premolded expansion joint material conforming to the cross-sectional area of the header where indicated and at the end of the workday. Prepare and caulk joints according to caulking manufacturer’s recommendations. e) Removal of Forms. Do not remove forms until such time that it will not be detrimental to the concrete. Correct irregular surfaces by rubbing with a carborundum stone. Do not brush finish or plaster. Fill minor defects with mortar. f) Backfilling and Embankment. As soon as possible after the removal of forms, backfill the voids in front and back of the header, using acceptable embankment material, as specified in Section 206.3(b)4. Complete paver work as indicated in the plans. g) Installation

1. Subgrade: Ground surface underneath header shall be compacted to 95% Standard Proctor. Thoroughly clean subbase of all debris, loose dirt and other extraneous materials before pouring header. Do not install header when subbase is wet or muddy. Compact subgrade to 95% Standard Procter density, minimum. 2. Protection: Protect the completed header against traffic, injury or defacement, or damage by rain during curing period and subsequent construction operations until Final Acceptance. Keep all areas of work clean, neat and orderly at all times. Keep all adjacent planting areas clean during paving operations. After completion do not allow any traffic of any kind on the finished surface course until it is completely dried through, and adjacent pavement has been completed. 4 MEASUREMENT AND PAYMENT – Linear Foot Formwork and compacted subgrade shall be considered incidental to this work. Concrete Header will be paid on a linear foot basis, and include all materials and labor necessary to construct the header at the locations in the plans.

ITEM 9000-0002, STONE FINES WALKWAY, CUBIC YARDS 1 DESCRIPTION Work includes all labor, materials, equipment, services and maintenance necessary to complete stabilized stone fines paving as shown on the drawings and/or specified herein. 2 MATERIALS a) Color and Material – Stone fines shall consist of either decomposed granite or traprock, and be gray in color. The color shall match as close as possible the current colors on the approach to Pier 68. b) Stone Fines Screenings - Stone fines shall be ¼” minus aggregate gradation of either decomposed granite or traprock and shall consist of hard, durable, sharp-edge fragments, free from dirt or other deleterious matter, graded within the following limits: Table 1 Sieve Size

Percent Passing

3/8 in. (9.5 mm)

100

No. 4 (4.75 mm)

95 to 100

No. 8 (2.36 mm)

85 to 100

No. 16 (1.18 mm)

50 to 85

No. 30 (600 µm)

25 to 60

No. 50 (300 µm)

10 to 30

No. 100 (150 µm)

2

to 10

c) Organic Stabilizer- Organic-Lock by Envirobond Products Corp, Tel: 866-636-8476, www.envirobond.com or approved equal. Stabilizer shall be provided factory mixed with the aggregate stone. 1. Binder shall be a natural, non-toxic, non-staining, environmentally safe, organic binder that is a colorless, odorless concentrated powder specifically manufactured to bind crushed granite or crushed aggregate. The powder shall be of a size that not more than 10% is retained on a U.S. Standard #40 mesh sieve. 2. The estimated mix ratio for shall be approximately 35 lbs of stabilizer per ton of stone fines screenings. The final mix ratio shall be as recommended by the approved stabilizer supplier determined through testing of the stone fines screenings approved for use on this project. d) Edging-

1. Edging shall be as indicated on the plans. 2. Plain Cement Concrete Header shall be per ITEM 9000-0001 3. Forms- At locations without Plain Cement Concrete Header, the forms for this work shall be 1" by 6" yellow pine with a minimum length of ten feet (10') for tangents and curves, unless otherwise shown of the plans. All forms shall be straight, free from bends and warps at all times, and shall be cleaned thoroughly and oiled before pavement is placed against them. The forms shall rest firmly upon the thoroughly compacted sub-grade throughout their entire length, shall be joined neatly and tightly and staked securely to line and grade at least two hundred feet (200') in advance of the point of placing pavement by using at least three (3) bracing pins or stakes to each ten foot (10') length of side form. The form shall be properly located with tops flush to the top of the pavement surface and shall remain in place after pavement installation. The soil interface is to be firmly packed against the edging before pavement installation. Unless otherwise noted the forms shall remain in place after installation of the screenings. 3

CONSTRUCTION As shown on the plans and details and as follows: a) Submittals 1. Sieve analysis of proposed material to ensure it meets grading requirements. 2. Specifications of the stabilizer products proposed to be used. 3. Sample of the Stone Fines Screenings, one 5-lb bag of specified mix with stabilizer product for approval to ensure color will be compatible with project site. 4. Provide certification that the stabilizer manufacturer approves the Stone Fines Screening particle size as compatible with the stabilizer product. 5. A representative from the manufacturer shall be on-site during mockup and installation activities. 6. Sample trail section shall be approved in writing by the Engineer before the project trail is constructed. b) Quality Assurance 1. The contractor shall have three years’ experience installing stone fines paving. Successful completion of 3 installations similar in design, material and extent indicated on this project. c) Mock-Ups 1. Construct a sample finished trail section using all specified materials and edging. Sample section shall be full width of trail, and length equal to 2 times width. Sample will demonstrate all construction and hydration methods. The approved sample shall be used as the standard for all work. d) Installation

1. The Contractor shall examine previous work, related work, and conditions under which this work is to be performed and notify the Engineer in writing of all deficiencies and conditions detrimental to the proper completion of this work. Beginning work means Contractor accepts substrates, subgrades, previous work, and conditions. 2. Coordination: Ensure bench footings, fence footings, and other site furnishing footings (when present) are in place and have been accepted prior to beginning work on the Stone Fines Paving. 3. Install all organic-stabilized stone fines work true to grade, properly coinciding with adjacent work and elevations. Provide a finished surface uniform in texture and appearance. Do not permit finished work to vary more than 3/16 inch in 10 feet from true profile and cross section. 4. Compacted Sub-base: Thoroughly clean subbase of all debris, loose dirt and other extraneous materials before installing stone fines. Do not install stone fines when subbase is wet or muddy. Compact sub-base to 95% Standard Procter density, minimum. Provide pitch to sub-base course that is parallel to finish grade pitch of decomposed granite. 5. Formwork: Install wood edging formwork at the outer edges of the installation. Top of formwork shall conform to proposed finish grade. Edges shall be laid out in smooth continuous radii without kinks at adjoining boards. Set elevation of wood edging formwork by instrumentation. Wood edging shall remain in place as part of the finished work. 6. Mixing: The stone fines supplier shall blend the organic stabilizer with stone fines at the rate of 8-10 lbs. of stabilizer per ton of stone fines, or as recommended by the manufacturer of the organic stabilizer for the specific type of stone fines selected for the project. The material shall be thoroughly blended with a cement mixer, revolving blades, or rotary drum. It is essential that the stabilizer be mixed thoroughly and uniformly with the stone fines. 7. Finish Surface: Grade the stabilized stone fines smooth to finish grade shown in the Drawings. 8. Place the stabilized stone fines on prepared aggregate base and rake smooth using a steel tine rake to desired grade and cross section. 9. Depth: install to depth shown on drawings. Compact each lift separately. Allow each layer after compaction to dry out. 10. Compaction: Compact stone fines paving surface in a minimum of two (2) operations after watering. Compact until surface elevations are within tolerances specified herein and to a uniform density within range of 90 to 92 percent at optimum moisture content. Hand tamp near edges of adjoining material to avoid damage to

adjoining curbs, lawns, edge materials, and other work. Do not compact over root balls of trees and shrubs under any circumstance. First Compaction Operation: While the stone fines mix is still thoroughly moist, roll with a heavy lawn type roller (minimum 225 pounds and maximum 30 inch width), to achieve finish grade and initial compaction. Hand tamp at edges as specified. Second Compaction Operation: Use a heavy (1 ton minimum) small rider equipment type roller, after having initially used the lawn roller, to obtain the desired final dense, smooth, uniform texture. Do not use wackers or vibratory rollers. The final paving surface level shall not deviate from the design levels by more than plus or minus 1/16 inch. The surface level of the paving immediately adjacent to drainage outlets, gutter, and channels shall not deviate by more than 3/16 inch. The final surface, when measured under a 10 foot long steel or aluminum straightedge, shall not vary by more than 3/16 inch. The stone fines surface with adjacent pavements shall not show any difference in level. All humps or depressions exceeding the specified tolerance shall be corrected at no additional cost to the Owner. 11. Protection: Protect the paving against traffic, injury or defacement, or damage by rain during curing period and subsequent construction operations until Final Acceptance. Keep all areas of work clean, neat and orderly at all times. Keep all adjacent planting areas clean during paving operations. After completion do not allow any traffic of any kind on the finished surface course until it is completely dried through. Curing period is dependent on weather conditions. The Contractor shall expect a period up to two weeks. The stabilized crushed stone paving must completely dry out one time before it can be put into service. e) Repairs 1. Loose gravel on the surface, or unconsolidated crushed aggregate screenings below the surface, is evidence of improper bonding due to poor mixing or insufficient watering. Test the loose material for adequate stabilizer by wetting, then tamping, and allowing it to dry. If the material is still unconsolidated, stabilizer did not get mixed adequately throughout the crushed aggregate screenings. If the material is now solid, initial watering was insufficient. Excavate damaged area to the depth of the stabilized decomposed granite and square off sidewalls. If area is dry, moisten damaged portion lightly. Pre-blend the dry required amount of stabilizer powder with the proper amount of aggregate in a concrete mixer. Compact with an 8� to 10� hand tamp or 250 to 300 pound roller. Keep traffic off areas for 12 to 48 hours after repair has been completed. Any significant irregularities shall be smoothed out prior to final acceptance of work. Smoothing shall be accomplished by rewetting/saturating rough areas thoroughly,

and then rolling the paving again with a heavy roller (2000 lbs, minimum) powered walk-behind or small rider. Wackers are not recommended. f) Acceptance 1. Finished surface of pathway shall be smooth, uniform and solid. There shall be no evidence of chipping or cracking. Dried, cured, compacted pathway shall be firm throughout profile with no spongy areas. Loose material shall not be present on the surface initially. Any significant irregularities in path surface shall be repaired to the uniformity of entire installation. e) Demonstration & Training 1. Provide demonstration and training to the Owner in the method for repairing Stone Fine Walkway. 4

MAINTENANCE a) Remove debris, such as paper, grass clippings, leaves or other organic material by mechanically blowing or hand raking the surface as needed. Any plowing program required during winter months shall involve the use of a rubber baffle on the plow blade or wheels on the plow that lifts the blade 1/4" off the paving surface. b) If cracking occurs, simply sweep fines into the cracks, water thoroughly and hand tamp with an 8” – 10” hand tamp plate. c) The Contractor shall monitor the site during the maintenance period and redistribute loose material, water thoroughly to a depth of 1” and re-compact with a power roller of no less than 1000 lbs. d) Warranty & Maintenance 1. Submit a written warranty executed by the installer agreeing to repair or replace components of stabilized surfacing that fail in materials or workmanship within the specified warranty period. Failures include, but are not limited to, the following: a. Premature wear and tear, provided the material is maintained in accordance with manufacturer’s written maintenance instructions. b. Improper drainage. c. Failure of system to meet performance requirements.

Cracking or sponginess is evidence of excessive organic stabilizer in the mix. Unconsolidated areas shall be dug out, and shall be replaced with new crushed aggregate screenings with a high proportion of fines meeting the grading requirements as specified and, pre-blended to specified proportions. Patch areas then shall be wetted thoroughly and rolled smooth as specified for installations.

Any significant irregularities shall be smoothed out prior to final acceptance of work. Smoothing shall be accomplished by rewetting/saturating rough areas thoroughly, and then rolling the surface again with a heavy roller (1000 - 1500 lbs. powered walk-behind or small rider type). 5 MEASUREMENT AND PAYMENT – Cubic Yards Subbase and Geotextile Fabric shall be paid for under the respective items. necessary, shall be considered incidental to the item.

Wood edging, if

ITEM 9000-0003, CONCRETE UNIT PAVERS, SQUARE YARDS 1 DESCRIPTION Under this item the contractor shall install Concrete Unit Pavers as shown on plans or directed by the Engineer. 2 MATERIAL Pavers shall be of the size and color as shown on the plans and meet the minimum material and physical properties set forth in ASTM C 936, Standard Specification for Interlocking Concrete Paving Units. a) Base concrete 1. Shall consist of a Cement Concrete at the thickness indicated on the drawings to be provided under Item 0501-0020, Plain Cement Concrete Pavement. Aluminum oxide additive is not required for unit paver applications. b) Bedding and Jointing Sand 1. The bedding and joint sand shall be clean, non-plastic, and free from deleterious or foreign matter. It can be natural or manufactured from crushed rock. Do not use limestone screenings or stone dust that do not conform to the grading requirements in Table 3. When concrete pavers are subject to vehicular traffic, the sands shall be as hard as practically available. 2. The bedding sand shall conform to the grading requirements of ASTM C 33 as shown in Table 1. Table 1 Sieve Size Percent Passing 3/8 in. (9.5 mm)

100

No. 4 (4.75 mm)

95 to 100

No. 8 (2.36 mm)

85 to 100

No. 16 (1.18 mm)

50 to 85

No. 30 (600 µm)

25 to 60

No. 50 (300 µm)

10 to 30

No. 100 (150 µm)

2 to 10

3. The joint sand shall conform to the grading requirements of ASTM C 144 as shown in Table 4:

Table 2 Natural Sand

Manufactured Sand

Sieve Size

Percent Passing

Percent Passing

No. 4 (4.75 mm)

100

100

No. 8 (2.36 mm)

95 - 100

95 to 100

No. 16 (1.18 mm)

70 - 100

70 to 100

No. 30 (600 µm)

40 - 75

40 to 75

No. 50 (300 µm)

10 - 35

20 to 40

No. 100 (150 µm)

2 - 15

10 to 25

No. 200 (75 µm)

0

0 to 10

4. Sealer: apply sealer recommended by the paver manufacturer. 3 QUALITY CONTROL a) Installation shall be by a contractor and crew with at least 5 years of experience in placing interlocking concrete pavers on projects of similar nature. b) Shop or product drawings and product data shall be submitted to the owner. c) Full size samples of concrete paving units shall be submitted to indicate color and shape selections. d) Sieve analyses for grading of bedding and joint sand shall be submitted to the engineer. e) Test results shall be submitted from an independent testing laboratory for compliance of paving unit requirements to ASTM C 936 or other applicable requirements. f) The layout, pattern, and relationship of paving joints to fixtures and project formed details. 4 CONSTRUCTION As shown on the contract drawings and as follows: a) Base Preparation 1. Complete all underground utility work, curbing and foundation construction prior to commencement of concrete base construction. b) Concrete Base 1. The pavers shall be laid on a Cement Concrete base conforming to the requirements of Item 0501-0020, Plain Cement Concrete Pavement. 2. Under no circumstances shall further pavement construction proceed until the concrete base has been inspected and approved by the Engineer. c) Paver Installation 1. Sand or pavers shall not be installed during heavy rain or snowfall.

2. Sand and pavers shall not be installed over frozen base materials. 3. Frozen sand shall not be installed. 4. The sand shall be spread evenly over the base course and screeded to a nominal 1 inch thickness, not to exceed 1 ½”. The screeded sand should not be disturbed. Sufficient sand shall be placed in order to stay ahead of the laid pavers. Bedding sand shall not be used to fill depressions exceeding 1 ½ in. thickness in the base surface. 5. Pavers shall be free of foreign material before installation. 6. Pavers shall be inspected for color distribution and all chipped, damaged or discolored pavers shall be replaced. d) e) f) g) h) i)

j) k) l)

Joints between the pavers on average shall be 1/16 in. wide, hand tight. Gaps at the edges of the paved area shall be filled with cut pavers or edge units. Pavers to be placed along the edge shall be cut with a masonry saw. The paver surface shall be swept clean of all debris before compacting, in order to avoid damage from point loads. A low amplitude, high frequency plate compactor shall be used to compact the pavers into the sand with a compaction force of 5000 lbs. The pavers shall be compacted and dry joint sand shall be swept into the joints until the joints are full. This will require at least two or three passes with the compactor. Do not compact within 3 ft. of the unrestrained edges of the paving units. All work to within 3 ft. of the laying face must be left fully compacted with sand-filled joints at the completion of each day. Excess joint sand shall be swept off when the job is complete. Apply sealer according to paver manufacturer instructions.

5 MEASUREMENT AND PAYMENT – Square Yards Concrete Unit Pavers shall be paid per square yard of pavers to be installed. Sand for bedding and joints shall be considered subsidiary to the installation of this item. Aggregate Subbase, Concrete Base, and Concrete Headers shall be paid for under the respective items.

ITEM 9000-0004 – COBBLE PAVER, SQUARE YARDS 1 DESCRIPTION This work is the supplying and placement of cobble paver modules on a prepared wet mortar setting bed on concrete slab as shown in detail on plans. 2 MATERIAL Cobble Pavers:  Cobble Paver modules shall be supplied by Michael Vandever Associates Inc, 4265 Lemp Ave. Studio City, CA 91604, tel. (877)877-5012  Model to be Milano Grande Grey Mix 1  Size: Each module shall be 19.75” x 19.75” by approx. 2.25” x 2.50” thick. Each module is comprised of 25 individual stone each approximately 3.25” to 3.87” and bonded together in modular form with Eurocobble 85007 mortar matrix and to cover an area of approximately 2.69 square feet. Mortar:  Mortar shall be composed (by volume) of three parts sand to one part Portland cement, and one-half part lime or better.  Cement shall conform to ASTM C-150, Type I/II low alkali. Only one brand shall be used throughout the work.  Hydrated lime shall conform to ASTM C207, Type S, and contain eighty five percent (85%) by weight of calcium.  Sand shall consist of fine granule material, composed of hard, strong, durable mineral particles, free of injurious amounts of saline, alkaline, organic or other deleterious substances.  Water shall be clean and potable. Substrate slab  Concrete slab shall be constructed as base for Granite cobble as shown on the plans and paid for under Item 0501-0020, Concrete Base, 4” Depth.

3 CONSTRUCTION Cobble Pavers   

The contractor shall submit manufacturer’s product literature and material safety data sheets. The contractor shall submit test results from approved independent testing laboratory indicating ASTM C902 compliance. The contractor shall submit manufacturer’s certification of compliance to appropriate ASTM standard.

Quality Assurance - Paving Installer Qualifications 

The contractor shall have three years’ experience with at least 10,000 square feet of pavers installed. Successful completion of 3 paver installations similar in design, material and extent indicated on this project. Installer shall have experience setting Belgium block pavers.

Mock-Ups 

Install a 5 foot by 5 foot area of pavers on a prepared substrate including detail to illustrate component application including pattern and edge details.

Use mock-up to determine pre-compaction setting bed level, joint sizes, lines, and laying patterns.

Do not start work until mock-up has been approved by Landscape Architect.

Approved mock-up is the standard by which appearance, workmanship, substrate preparation and material application will be judged.

Examination - Verify Site Conditions. General contractor shall inspect and certify in writing to installer that site conditions meet the following prior to installation of cobble pavers.  Remove organic, unstable or unconsolidated material from the site.  Verify conformance of sub grade preparation and elevations to specified requirements  Verify sub base and base conformance to specified requirements. Do not use setting bed material to correct deficiencies in base course surface.  Verify written density test results for soil sub grade and sub base course.  Verify type, location and elevations of edge restraints, utility structures and drainage inlets.

 Verify that the concrete subbase course is ready to support bedding material, pavers and imposed loads.  Do not proceed with bedding course or paver installation until satisfactory sub grade soils are verified by contractor.  Verify that the area is free from standing water and certified by general contractor as meeting material, installation and grade specifications. Field measurements 

Determine actual paver dimensions (including tolerances) and coordinate with dimensions for pavement areas indicated on contract drawings prior to any pavement installation. Adjust pavement area dimensions to eliminate unnecessary paver cutting. Gaps at the edges of paved areas shall be filled with cut pavers. Unit cuts shall be no smaller than one half of a whole paver.

PreparationAggregate Material 

Stockpile joint filler material, base and sub base material such that they are free from standing water, uniformly graded, free of organic mater or sediment, debris, and ready for placement.

Installation General 

Keep area where pavement is to be constructed free from sediment during entire job. Contaminated sub base, base or bedding material shall be removed and replaced with clean material.

Do not damage drainpipes, overflow pipes, observation wells or any inlets and other drainage elements during installation. Report damage to project engineer.

Setting modules in Bedding Course 

Apply mortar bed over substrate to an average depth of 1 ½” to give maximum coverage when module is tapped into place. Spread and screed setting bed to uniform thickness at subgrade elevations required for accurate setting of pavers to finished grades indicated.

Mix and place only that amount of mortar bed that can be covered with module before initial set. Cut back, bevel edge, remove, and discard setting-bed material that have reached initial set before placing pavers.

Place module before initial set of cement occurs.

Tamp or beat module of pavers with a wooden block or rubber mallet to obtain full contact with setting bed and to bring finished surfaces within indicated tolerances. Set each paver in a single operation before initial set of mortar; do not return to areas already set and disturb pavers for purposes of realigning finished surfaces or adjusting joints.

Install modules in pattern(s) indicated on drawings. Maintain straight pattern lines using string and/or chalk lines.

Successive modules shall be butted tightly against each other in such a way that the space between the modules in minimized and that the perception is that the area was hand-set without modular definition.

Surface tolerance of finished pavement shall be not more than +/-1/2 inch over a 10foot straight edge. Surface elevation of finished pavement shall be 1/8 to 1/4 inches above adjacent drainage inlets.

Grouting the Modules 

Wet down the area to be grouted with a hose immediately prior to grouting.

Pour grout from buckets onto the wet modules and begin brushing grout into joints and depressions with a stiff bristle push broom or squeegee. Make sure this process cleans the stone while leveling the joints just below the surface of the stone. Do not use soft bristle brush

Space between all cobble stones shall be grouted up to the top surface of the stones, to create a flush, level surface (see Quality Control requirements below).

While grout is hardening in joints clean the surface of the stone by either: 1. Soaking old blankets in water, wringing them partially and dragging them across the face of the stone, or 2. Wash the face of the stone with a flat spray from a hose at a low angle, cleaning the mortar from the surface of the stone while leaving the grouted joints unaffected.

Protect installed paver surface with mat attached to tamper or other approved method

Field Quality Control 

Sweep surface clean and verify conformance with drawings.

Verify that adjacent paver installation and height variations are in conformance with Americans with Disability Act (ADA) requirements.

Verify final elevation of pavement to adjacent drainage inlets.

Verify straightness of bond lines.

Protection 

After work in this section is complete, General Contractor shall protect work from damage due to subsequent construction activity on site.

4 MEASUREMENT AND PAYMENT – Square Yard The square yard unit cost of the cobble paver shall include all labor and materials needed to install the pavers, including mortar for the paver bed and joints as shown in the plans. Aggregate Subbase, Concrete Base, and Concrete Headers shall be paid for under the respective items.

SECTION 9000–0005, LANDSCAPE BOULDERS, EACH 1 DESCRIPTION Work includes all labor, materials, equipment, services and maintenance necessary to complete landscape boulder layout as shown in the drawings and/or specified herein. 2

MATERIAL a) Landscape Boulders 1. Adequately protect timber during transport. 2. Stone shall meet the requirements of PennDOT Specifications, Section 850 – Rock Lining for Class, Size No. R-7. 3. Match R-7 stone to be used for Item 9000-0055.

3

CONSTRUCTION As shown on the plans and details and as follows: a) Installation 1. The Contractor shall examine previous work, related work, and conditions under which this work is to be performed and notify the Engineer in writing of all deficiencies and conditions detrimental to the proper completion of this work. Beginning work means Contractor accepts substrates, subgrades, previous work, and conditions. 2. Landscape boulders to be solidly set 1/3 to 1/2 of stone below grade (2/3 to 1/2 of stone shall be showing above grade). 3. Landscape boulders to be laid out in pattern as directed by the Landscape Architect in sizes and shapes which provide full soil and/or slope coverage. b) Repairs 1. Repair or replace defective work as directed by the Engineer.

4

MEASUREMENT AND PAYMENT – Each

ITEM 9000-0007, GRASSES & PERENNIALS (Plugs), EACH ITEM 9000-0008, GRASSES & PERENNIALS (#1 Pots), EACH ITEM 9000-0010, ORNAMENTAL TREES, EACH ITEM 9000-0011, SHRUBS (5 Gallon), EACH ITEM 9000-0012, SHRUBS (2 Gallon), EACH ITEM 9000-0014, TREES, EACH 1 DESCRIPTION In accordance with Section 808.1. 2 MATERIAL In accordance with Section 808.2 3 CONSTRUCTION In accordance with Section 808.3 and as follows: (g) Planting 6. Period of Establishment. This work shall consist of the maintenance of plant material for twelve (12) months, or the length of the warranty, whichever is later. This period starts after the completion and acceptance of the planting by the Engineer. i. All plants shall be kept in a healthy condition by watering, spraying, fertilizing, pruning, or by any other necessary operations of care. Plants, which are, or become, unhealthy from any cause, or appear to be in badly impaired condition, shall be promptly replaced and any plants that settle below or rise above the desired finished grades shall be reset at the proper grades. ii. All replacements shall be plants of the same kind, size, and quality as originally specified in the "Plant List" and they shall be furnished, planted, and staked at no additional cost, except those damaged by vandalism. Should vandalism occur, the Contractor shall notify the Engineer in writing describing the quantity of plant materials affected and related damages. iii. For final inspection and acceptance of plant materials, the Contractor shall remove all trash, rubbish, litter, wrapping, guy wires, tree protectors, and stakes at the end of the plant establishment period. Not less than thirty (30) days prior to the end of the plant establishment period, the Contractor shall notify the Engineer requesting inspection of the work to determine its degree of completion to establish the end of the plant establishment period. iv. After inspection, the Contractor will be notified of final acceptance of the work, or any deficiencies, which must be corrected to the satisfaction of the Engineer before final acceptance. v. If the work is accepted at time of final inspection, the maintenance work shall be considered fulfilled and terminated. Should any work need replacement at time of final inspection, the maintenance period shall be continued until such replacements are made and deemed acceptable by the Engineer. vi. Payment for this work is incidental to planting.

10.

Mulching. Use approved double shredded bark mulch in all planting areas.

4 MEASUREMENT AND PAYMENT – Each Watering done at the time of planting and during the period of establishment (as described in 808.3(g)7) will be incidental to the planting of each plant or tree. All mulching will be incidental to the planting of each plant or tree.

ITEM 9000-0018 – TREE GUARD, EACH 1 DESCRIPTION This work is to construct and install tree guards in accordance with the plans. 2 MATERIAL  Wood post and rails - Rough-sawn, red or white cedar, southern yellow pine, or other acceptable hardwoods. Provide lumber free from knots, rot, or other defects that impair strength or render them unfit for the intended purpose.  Tree Wrap: Tree wrap shall be snow fencing composed of commercially woven wood slats and wire.  Temporary Protective Fence – Section 811.2(a) 3 CONSTRUCTION Construct and install frame as shown in the plans. Wrap perimeter with fence. Size may be adjusted to conform to field settings with approval of Inspector-in-Charge. Do not damage roots when driving posts. Installation to occur before beginning general project work. Conduct a field observation before clearing and grubbing operations with the Inspector-in-Charge and Project Arborist . Remove when directed or after completion of project. Protective fencing shall be carefully wrapped around the trunk of the tree, above the flare and secured with steel or aluminum tie wire, as directed by the Project Arborist. Tree wrap shall be installed prior to the installation of the tree guards. The temporary wooden tree guards shall be installed where shown on the contract drawings. Posts shall be installed at approximately eight feet on center, unless otherwise noted on the plans or directed by the Arborist. They shall be installed with line post/stakes securely attached with galvanized or stainless steel screws to the wooden posts and driven 18” into the ground, as directed by the Arborist without damage to existing trees. If any temporary wooden tree guards or wrap are damaged during the course of the work, they shall be immediately repaired, or replaced by a new temporary wooden tree guard or wrap at no additional expense. Temporary wooden tree guards and wrap shall remain in place and not be moved or removed without written permission of the Arborist until all work which might cause damage or defacement has been completed. 4 MEASUREMENT AND PAYMENT- Each

SECTION 9000–0019, ARBORIST SERVICES, DOLLARS 1 DESCRIPTION The Contractor shall engage the services of an arborist who shall serve as an advisor to the Engineer and to direct the Contractor’s work around existing trees during all stages of work. a) The Tree Consultant shall be an arborist approved by the Engineer, who shall advise the Engineer on which trees shall be pruned and which trees shall be removed. He shall be a person independent of and not associated with those persons performing the tree pruning and tree removal operations under this contract; and, he shall be certified by the Commonwealth of Pennsylvania. The Contractor shall furnish to the Engineer the Tree Consultant’s professional credentials for evaluation. Additional minimum qualifications for the Tree Consultant shall be: 1. Associate degree in forestry, arboriculture, horticulture, or related plant science field, and three (3) years of full-time professional experience in arboriculture, specifically in the field supervision of techniques to mitigate damage to existing trees from the negative impacts of construction and International Society of Arboriculture (ISA) Certification; or 2. B.S. in forestry, arboriculture, horticulture, or related plant science field, and two (2) years of full-time professional experience in field supervision of techniques to mitigate damage to existing trees from the negative impacts of construction and ISA Certification; or 3. M.S. in forestry, arboriculture, horticulture, or related plant science field, and one (1) year of full-time professional experience and the field supervision of techniques to mitigate damage to existing trees from the negative impacts of construction and ISA Certification; or 4. Arborist certification by the International Society of Arboriculture (ISA) and four (4) years of full-time professional experience in arboriculture, specifically in the field supervision of techniques to mitigate damage to existing trees from the negative impacts of construction. The Tree Consultant shall be required to appear on the work site when directed by the Engineer. He shall be required to advise the Engineer on tree pruning operations and the removal of trees where necessary; he shall personally witness and direct all excavation work around trees, approving both the Contractor’s choice of hand tools for excavation and his manner of work around existing trees; he shall assess any damage caused by the Contractor’s equipment, etc.; and, he shall identify trees, recommend construction alternatives to the Engineer in order to save existing trees from damage due caused by the Contractor’s equipment, etc.; and, he shall identify trees, recommend construction alternatives to the Engineer in order to save existing trees from damage due to construction, recommend new tree planting locations, and evaluate an appropriate species mix. 2

MATERIAL (not used)

3

CONSTRUCTION (not used)

4 MEASUREMENT AND PAYMENT – Dollar The proposal will include an item and a predetermined amount of money for Arborist Services. The contract item will have a unit of measure of Dollar, a unit price of $1.00, and a quantity equal to the predetermined amount. The contract price bid for Arborist Services shall cover the cost of all labor, material, reports, plant, equipment, inspection, insurance, and incidentals required to complete the work, all in accordance with the Contract Drawings, the specifications and the directions of the Engineer.

ITEM 9000-0020, LITTER RECEPTACLE, EACH 1 DESCRIPTION This work consists of furnishing and installing litter and recycling receptacles as indicated on the drawings or as directed by the Engineer. 2 MATERIAL a) Litter and Recycling Receptacle: 1. Receptacle shall be Model S-42 Steel litter Receptacle with tapered formed lid as provided by VICTOR STANLEY P.O. Drawer 330 Dunkirk, MD 20754 (800) 3682573, or approved equal. Color shall be non-standard SILVER color. b) Mounting Hardware As shown on the drawings. 3 QUALITY CONTROL Contractor shall submit an order form for approval prior to placing order. 4 CONSTRUCTION Contractor shall install receptacle as shown on the drawings and as per Manufacturer’s Installation Instructions. 5 MEASUREMENT & PAYMENT – EACH a) Mounting hardware required per the plan details is incidental to this item.

ITEM 9000-0021, BIKE RACK, EACH 1 DESCRIPTION This work consists of furnishing and installing bike racks as indicated on the drawings or as directed by the Engineer. 2 MATERIAL a) Bike Rack: 1. Bike Rack shall be “Flo” Stainless Steel Bicycle Rack, as manufactured by Landscape Forms (800) 430-6206, or approved equal. a. Finish: Stainless Steel b) Mounting Hardware As shown on the drawings. 3 QUALITY CONTROL Contractor shall submit an order form for approval prior to placing order. 4 CONSTRUCTION Contractor shall install bike rack as shown on the drawings and as per Manufacturer’s Installation Instructions. 5 MEASUREMENT & PAYMENT – EACH The quantity of Bike Racks to be paid for under this Item shall be measure by each individual unit in accordance with the plans, specifications, and as directed by the Engineer. 1. Mounting Hardware incidental to the item. 2. Concrete footing paid under Item 1001-0010 Class A Cement Concrete

ITEM 9000-0022 POLE FOUNDATION WITHOUT CONDUIT, EACH 1 DESCRIPTION This work shall consist of the construction of a concrete street light foundation with bolt circle per manufacturer’s recommendations or as directed by the Engineer. 2 MATERIAL All materials shall be in accordance with the specified sections of the Pennsylvania Department of Transportation Standard Specifications and the contract specifications. Class A Cement Concrete per Section 1001. (b) Anchor Bolt Nuts and Washers as per the light pole manufacturer’s recommendations (HEI Technology). (a)

3 CONSTRUCTION (a) The Contractor shall be responsible for the location of all subsurface structures and utilities in the construction area. (b) The foundation site shall be excavated to the required dimensions. If the presence of subsurface utilities prevents the construction of a foundation of the specified size, the Contractor shall suspend work immediately and notify the Engineer. (c) All foundations shall be completed prior to the installation of final paving. (d) The excavation shall be securely covered after completion and remain covered when no work is in progress. The excavation shall be kept reasonably dry and free of mud until placement of the concrete. (e) The concrete foundation shall be monolithic in construction and shall cure for a minimum of 7 days prior to pole installation. (f) Anchor bolts shall be set by template to the proper dimensions in accordance with the light pole manufacturer’s recommendations. (g) The Contractor shall construct forms to firmly hold the template and anchor bolts in place while the concrete is poured. Each anchor bolt shall extend above the finished grade of the foundation to a height required as per the manufacturer’s recommendations. (h) If the anchor bolt is damaged prior to the pole installation, an acceptable method of correction must be approved by the Engineer. (i) Construct a ¼” thick expansion joint with filler between the foundation and adjacent sidewalk/curb to the full depth of the sidewalk/curb. (j) Excessive damage to the existing pavement caused by the Contractor, as determined by the Engineer, shall be corrected at the Contractor’s expense. 4 MEASUREMENT AND PAYMENT – EACH

Payment shall be per each foundation. All materials and labor necessary to construct the foundation, including excavation and expansion joint material shall be incidental to this item of work. (b) The hardware, including anchor bolts and anchor bolt nuts and washers shall be incidental to this item of work. (a)

ITEM 9000-0023, PEDESTRIAN LIGHT POLE WITH SOLAR LUMINAIRE (INSTALLATION), EACH ITEM 9000-0024, PEDESTRIAN LIGHT POLE (Champ NG) WITH SOLAR LUMINAIRE (DELIVER ONLY, OWNER SUPPLIED ITEM), EACH 1 DESCRIPTION This work shall consist of installing pedestrian solar street lighting poles and luminaires at the locations indicated on the plans. 2 MATERIAL All materials shall be in accordance with the contract specifications. a) Light Pole: 1. Owner Supplied Light shall be “Champ NG” model, manufactured by HEI Technology. b) Mounting hardware shall be as per manufacturer’s recommendations. 3 QUALITY CONTROL a) Contractor shall submit manufacturer’s installation instructions. b) Submit shop drawings to the Engineer for approval, detailing bolt pattern and connections to the concrete base provided under Item 9000-0022 Pole Foundation without Conduit and manufacturer’s specifications of lighting pole and luminaires proposed for the project. 4 CONSTRUCTION a) Contractor shall mount light poles on foundations as shown on the drawings and as per Manufacturer’s Installation Instructions. b) Contractor shall take special care not to damage lights during transport, storage, and installation. 5 MEASUREMENT & PAYMENT a) Installation of Pedestrian Light Poles with Luminaire (Item 9000-0023): Each b) The Pedestrian Light Pole and Luminaire is an Owner Supplied Item. Contractor shall pickup the poles from DRWC and deliver to the site. This will be paid for under 90000024. c) All materials and labor necessary to erect the pole and mount the luminaire to the concrete foundation, including all required hardware and fasteners shall be incidental to Item 9000-0023. d) Concrete foundation paid for under – Pole Foundation Without Conduit – Item 90000022

ITEM 9000-0027, BENCH w/ BACKREST (DELIVER ONLY, OWNER SUPPLIED ITEM), EACH ITEM 9000-0028, BENCH (INSTALLATION), EACH 1 DESCRIPTION This work consists of installing benches as indicated on the drawings or as directed by the Engineer. 2 MATERIAL All materials shall be in accordance with the contract specifications. a) Bench: 1. Owner Supplied Bench shall be “Trapecio”, as manufactured by Landscape Forms (800) 430-6206 b) Concrete Footing: 1. Class A Cement Concrete – Section 1001 c) Mounting Hardware: 1. As shown on the drawings. 3 QUALITY CONTROL a) Contractor shall submit manufacturer’s installation instructions. b) Contractor shall layout bench locations in field for approval prior to installation. Landscape Architect reserves the right to make minor adjustments to the layout in the field at no additional cost to the Owner. 4 CONSTRUCTION a) Contractor shall install bench as shown on the drawings and as per Manufacturer’s Installation Instructions. 5 MEASUREMENT & PAYMENT a) Installation of Bench Only (Item 9000-0027): Each b) Bench and hardware (including armrests) are an Owner Supplied Item. Contractor shall pickup the benches from DRWC and deliver to the site. This will be paid for under 90000028. c) All materials and labor necessary to install the bench, including all required hardware, fasteners, and armrests shall be incidental to Item and 9000-0027. d) Concrete footing paid for under - Class A Cement Concrete – Section 1001-0010

ITEM 9000-0029 – RIGHT OF WAY FENCE – 6’-0”, LINEAR FOOT 1 DESCRIPTION This work consists of installing chain link fence as indicated on the drawings or as directed by the Engineer. 2 MATERIAL All materials shall be in accordance with Section 624.2. 3 CONSTRUCTION As shown on the contract drawings and as indicated in Section 624.3, except for the following: Revise the first line as follows: As shown on the Contract Drawings and as follows: Revise the fourth bullet as follows: (d) Fabric. Splice fabric using an acceptable method that develops the full fabric strength. Place fabric on the side of the fence toward the Delaware River unless otherwise indicated or directed. At corner posts and on curves, place the fabric so it pulls against the post. If supplied with both knuckled and barbed selvages, install fabric with the barbed selvage on the fence top edge. 5 MEASUREMENT & PAYMENT Item 9000-0029 – Right Of Way Fence – 6’-0”: Payment shall be by the linear foot, and include all posts (including corner, end, and pull posts), foundations, fence fabric, and hardware.

ITEM 9000-0033—LANDSCAPE FENCE, LINEAR FOOT ITEM 9000-0034—LANDSCAPE FENCE – MID-RUN ANCHOR, EACH ITEM 9000-0035—LANDSCAPE FENCE – END POST, EACH ITEM 9000-0036—GUARD RAIL, LINEAR FOOT 1 DESCRIPTION This work is for the construction of landscape fence and guardrail. 2 MATERIAL a) Timber 1. Provide Select Number 1 grade timber. 2. Accept only pieces consisting of sound wood, free from decay. Avoid boxed heart timber. 3. Adequately protect timber during transport. 4. Accept only kiln dried dimension lumber at 15% average moisture content, and 19% maximum moisture content. 5. Storage and handling: a. Store lumber neatly in piles on skids above ground. Protect from exposure to the elements if stored for prolonged periods of time. Store material so that it can be readily inspected. Handle in a manner to avoid injury or breakage. Handle treated lumber with nylon or other non-damaging rope slings. Do not use cant hooks, peaveys, or other sharp instruments in handling treated timber. Provide corner protection for banded material. The Engineer will reject lumber unduly injured in handling. 6. Supplier: Black Locust Lumber USA MCIDC Plaza 6395 State Route 103 North Lewiston, PA 17044 Website: blacklocustlumber.com Phone: 888-501-0678 a. Product: Black Locust Timber b) Hardware 1. Furnish bolts, nuts, washers, timber connectors, drift pins, dowels, wood screws, and wire as necessary. Provide bolts and nuts as specified in Section 1105.02(c)1. Provide machine head bolts and nuts of regular hex series and coarse thread series, Class 6G and 6H (Class 2) tolerances, all conforming to applicable ANSI Standards. Galvanize all hardware. Certify as specified in Section 106.03(b)3. 2. Supplier: Red Brand Store / Keystone Steel & Wire Company 7000 S W Adams Street Peoria, Illinois 61641 Website: redbrandstore.com

Phone: 800-447-6444 a. Product: Galvanized Single Strand Barbless Cable, Class 3, 9 gauge, Resource #: 73432 b. Product: 2” Double-Barbed Staple, Zinc/Aluminum Coating, Resource #: 72210 3. Supplier: Strainrite Fencing Systems / Robertson Engineering Ltd 75-81 Montgomery Crescent Upper Hutt 5018 New Zealand Website: strainrite.co.nz Phone: 0800-266-258 a. Product: Strainrite Standard Drop Pin Strainer, Part #: FPP00060 b. Product: Strainrite 9 Gauge (4.0 mm) Crimp Sleeves, Part #: FWC00044 4. Supplier: Kencove Farm Fence Supplies 344 Kendall Road Blairsville, PA 15717 Website: kencove.com Phone: 800-536-2683 a. Product: Kencove Galvanized Steel Brace Pins, 10” Item #: H1PE, 5” Item #: H5PE c) Galvanized Steel a. Galvanization shall occur by applicable ASTM standards in Section 1105.02(s). 3 CONSTRUCTION a) Submittals 1. Shop drawings prior to construction: Large-scale, dimensioned shop drawings clearly indicating all materials, dimensions, profiles, hardware, fabrication details, and location of each item. 2. Sample of each material. Minimum size of samples 24”x24”. 3. Product Certificates: For each type of product, signed by the manufacturer. b) Mock-Ups 1. Construct sample finished sections of landscape fencing for review and approval by the Engineer. The approved sample shall be used as the standard for all work. c) Verify Site Conditions 1. Weather Limitations: Proceed with installation of exterior woodwork only when existing and forecasted weather conditions permit work to be performed. 2. Field Measurements: Where woodwork is indicated to fit to other construction, verify dimensions of other construction by field measurements before fabrication and indicate measurements on Shop Drawings.

d) Protection 1. After work in this section is complete, Contractor shall protect work from damage due to subsequent construction activity on site. e) Repairs 1. Repair or replace defective work as directed by the Engineer. MEASUREMENT AND PAYMENT— Item 9000-0033—Landscape Fence, Linear Feet Item 9000-0034—Landscape Fence – Mid-Run Anchor, Each Item 9000-0035—Landscape Fence – End Post, Each Item 9000-0036—Guard Rail, Linear Feet

ITEM 9000-0037, TIMBER BARRIER RAIL, LINEAR FOOT 1

DESCRIPTION Work includes all labor, materials, equipment, services and maintenance necessary to complete Timber Barrier Rail as shown on the drawings and/or specified herein. 2 MATERIALS All timber posts & rail shall be similar to those manufactured by Black Locust Lumber USA, or approved equal. a) Posts and Rails 1. Shall be manufactured of Number 1 grade Black Locust lumber. The posts and rails shall be well manufactured in accordance with details shown on the plans. All exposed corners and faces shall be free from damage, dog holes, and pike or cant holes. b) Hardware 1. All hardware shall be hot-dipped galvanized and shall include bolts with necessary nuts and washers, timber connectors, nails, and other metal fastenings. Bolts and nuts shall conform to ASTM A307. c) Foundation Material 1. Each post shall be supported by an aggregate foundation as shown on the standard detail. d) Preservative Treatment 1. All wood components shall be pressure preservation treated in strict accordance with the provisions of the AWPA standards. Wood shall be seasoned, either by airdrying or kiln drying, and the moisture content prior to treatment shall be not more than 25%. 3

CONSTRUCTION As shown on the plans and details and as follows: a) Submittals 1. Documentation as to the type and grade of wood. 2. Shop drawings. b) Installation 1. Shall be installed and assembled in accordance with the drawings. 2. Sawcut paving to the dimensions shown in the detail. Pavement sawcut shall be a neat line, cut in a square shape. 3. Set all carpentry work accurately to required levels and lines, with all members plumb, true, and accurately cut and fitted. Securely attach carpentry work to substrates by anchoring and fastening as shown on drawings and as required by

recognized standards. Do all cutting, fitting, and patching required to properly fit rough carpentry work. Make tight connections between members. Install fasteners without splitting wood. Deep tool marks in wood surfaces shall be considered evidence of poor workmanship and cause for rejection of the pieces affected. 4. Backfill hole will aggregate as shown. Asphalt pave to finished grade per Section 411 of PennDOT Pub 408. c) Field Quality Control 1. Verify heights of guard railing above finish paving is completed in accordance to the drawings. d) Protection 1. After work in this section is complete, Contractor shall protect work from damage due to subsequent construction activity on site. e) Repairs 1. Repair or replace defective work as directed by the Engineer. MEASUREMENT AND PAYMENT – Linear Foot

ITEM 9000-0038, GALVANIZED STEEL PIPE HAND RAILING, LINEAR FOOT 1 DESCRIPTION This work consists of furnishing, constructing, and installing galvanized hand railing as indicated on the drawings or as directed by the Engineer. 2 MATERIAL a) Galvanized Steel a. Galvanization shall occur by applicable ASTM standards in Section 1105.02(s). b. Steel Pipe: Pipe for railings, pipe supports, and pipe sleeves shall be seamless steel pipe conforming to ASTM A53, Type S, Grade A, of diameters and sizes indicated. Special instructions shall be given the pipe manufacturer to provide Architectural Handrail Grade pipe. c. Bolts and studs, nuts, and washers shall conform to ASTM A307, A449, and A563, as applicable, and shall be galvanized in accordance with ASTM A153. d. Ferrous metal railings shall be galvanized, after fabrication, by the hot-dip process in accordance with ASTM A123 and ASTM A385. Weight of zinc coating shall conform to requirements specified under “Weight of Coating� in ASTM A123. e. Safeguarding against embrittlement and warpage shall conform to applicable ASTM requirements noted above. f. Shop galvanized metalwork necessitating field welded which in any manner removes original galvanizing shall be restored in accordance with ASTM A780. 3 QUALITY CONTROL Contractor shall submit an order form for approval prior to placing order. 4 CONSTRUCTION a) Metal handrails and railings shall be fabricated by firms or shops experienced and skilled in the custom fabrication of architectural metal handrails and railings. b) Bends in rails shall be precision-formed to a smooth continuous radius by skilled workers. Work quality and finish shall be true to detail. Butt joints shall have internal pipe sleeve or dowel. Ends shall be closed with similar materials, welded and ground smooth. c) Welding shall be performed in the shop unless otherwise indicated. Welded joints of handrails and railings shall be ground and dressed smooth to match adjacent surfaces and so that the shape and profile of the item welded is maintained. d) Metal handrails and railings shall be prefabricated and preassembled in the factory or shop as far as practicable.

e) Galvanizing: 1. Provide ferrous metal railings and related items on the exterior of the building, or as otherwise indicated, shall be galvanized, after fabrication, by the hot-dip process in accordance with ASTM A123 and ASTM A385. Weight of zinc coating shall conform with requirements specified under "Weight of Coating" in ASTM A123. 2. Safeguarding against steel embrittlement shall conform with applicable requirements of ASTM A143. 3. Safeguarding against warpage and distortion of steel members shall conform with applicable requirements of ASTM A384. 4. Shop galvanized metalwork necessitating field welding which in any manner removes original galvanizing shall be restored by galvanizing repair in accordance with ASTM A780. 5 MEASUREMENT & PAYMENT – Linear Foot The quantity of Galvanized Steel Pipe Hand Railing to be paid for under this Item shall be measured by each linear foot of run per plan view. Each horizontal linear foot shall include all pipe vertically in that one foot span, regardless of number of vertical pipes are on the rail. The per linear foot cost shall also entail all pipe sleeves and necessary hardware, in accordance with the plans, specifications, and as directed by the Engineer.

ITEM 9000-0039, EXTERIOR CONCRETE STAIRS, SQUARE FOOT 1 DESCRIPTION This work consists of furnishing and constructing concrete stairs as indicated on the drawings or as directed by the Engineer. 2 MATERIAL (a) Cement Concrete Structures per Section 1001. (b) Welded Wire Fabric per ASTM A 1064 3 QUALITY CONTROL Contractor shall submit an order form for approval prior to placing order. 4 CONSTRUCTION a) Place concrete directly on clean, prepared subbase. b) Use forms on sides and treads of stairs. c) Install pipe sleeves for handrail during concrete pour. Protect pipe sleeves during concrete pour so that the inside remains clean. d) Use chairs so that welded wire fabric can maintain minimum clearance from ground and top of stair tread. e) Place expansion joints as shown on the details. f) Provide a broom finish on each tread top. 5 MEASUREMENT & PAYMENT – Square Foot Exterior Concrete Stairs shall be paid by the plan view square foot. The per square foot cost of the concrete stairs shall include all welded wire fabric, footings, and materials needed to install the stairs per the details in the drawings. Aggregate subbase and steel railing shall be paid per those specific items. The pipe sleeve shall be considered incidental to the galvanized steel railing.

ITEM 9000-0040, COLORED CONCRETE PAVEMENT, 5� DEPTH, SQUARE YARD 1. DESCRIPTION This work consists of construction of cement concrete sidewalks on an aggregate bed. All work for this item shall be in accordance with Section 676 of the Pennsylvania Department of Transportation Standard Specifications, other than the exceptions noted below. 2. MATERIAL a) See Section 676.2 b) Additional materials: 1. Color Admixture: a. Color shall be C-34 Dark Gray and as approved by the Landscape Architect. b. The color admixture shall be a single component, pigmented, water reducing concrete admixture such as Chromix Admixture for color conditioned concrete as manufactured by L.M. Scofield Co., Douglasville, GA or approved equal. c. Colored concrete shall contain the required number of pounds of color admixture per sack as per manufacturer’s specifications. d. Admixture shall comply with Uniform Building Code Standard No. 26-9, as evidenced by a Research Committee Recommendation from I.C.B.O. (International Conference of Building Officials). 2. Compound for Curing Concrete: a. Shall be a water based blend of pure waxes, polymers, and additives specifically designed for use with color conditioned concrete. Compound shall be a liquid membrane forming compound for curing concrete, in compliance with ASTM designation C309. b. Curing compound for use with color conditioned concrete shall be Lithocrome Colorwax, as manufactured by L.M. Scofield Co., or approved equal. 3. QUALITY CONTROL Construct a 50 square foot sample panel using processes and techniques intended for use on permanent work, including curing procedures. Include samples of control, construction, and expansion joints in sample panels. The field sample shall be produced by the individual workers who will perform the work for the Project. Retain samples of cements, sands, aggregates and color additives used in mockup for comparison with materials used in remaining work. The accepted field sample provides visual standard for work under this Item. The field sample shall remain through completion of work for use as a quality standard for finished work. The contractor shall remove the field sample when directed. Field sample panels are considered incidental to the work of this item and no payment shall be made for additional samples required for approval by the engineer.

4. CONSTRUCTION Construction shall be per Section 676.3, except Section (d), as noted below: (d)

Concrete. As specified in Section 1001.3. Place concrete to depth as indicated on plans. Strike off, finish, and test, as specified in Sections 501.3(k) and (p), except that manual operations are allowed and a light broom finish applied. Form outside edges and joints with a 6 mm (1/4-inch) radius-edging tool. Contraction Joints - Sidewalks shall have ¼” wide by ¾” deep saw cut type joints as shown on the plans. Concrete shall be integrally colored using pigment admixture Admixture shall be thoroughly and uniformly mixed into the concrete. Light broom finish perpendicular to the bike way. See landscape plans for scoring and joint locations.

MEASUREMENT AND PAYMENT – Square Yards Measurement and Payment shall be per Section 676.4.

ITEM 9000-0055, REINFORCE BULKHEAD AREA 'A' (WALMART), LUMP SUM 1 DESCRIPTION This work includes all labor, materials, equipment, services and maintenance necessary to complete bulkhead repairs as shown on the drawings. Refer to the structural specification sections for detailed specifications on bulkhead construction. 2 MEASUREMENT & PAYMENT – LUMP SUM The lump sum payment for this item will include all work prescribed for the bulkhead repair area.

ITEM 9000-0061 – GRANITE COBBLE PAVER, SQUARE YARDS 1 DESCRIPTION This work is the supplying and placement of granite cobble paver modules on a prepared wet mortar setting bed on concrete slab as shown in detail on plans. 2 MATERIAL Cobble Pavers:  Granite Cobble Pavers shall be as supplied by Hanover Architectural Products, 5000 Hanover Road, Hanover PA 17331, (717) 637-0500; or approved equal.  Cobbles shall be pre-assembled with mesh backing or individual cobbles.  Size: Each pre-assembled module shall be approximately 19.75” x 19.75” by approx. 2.25” x 2.50” thick. Each module is comprised of 25 individual stone each approximately 3.25” to 3.87” spaced equally to cover an area of approximately 2.69 square feet. Individual cobbles shall be approx. 3.25” to 3.87” by 2.25” to 2.5” thick.  Color shall be Ashford White or approved equal.  Granite cobble pavers shall be free of cracks, seams, or starts which may impair their structural integrity. Pavers shall have split sides and a thermal finish on the walking surface. Mortar:  Mortar shall be composed (by volume) of three parts sand to one part Portland cement, and one-half part lime or better.  Cement shall conform to ASTM C-150, Type I/II low alkali. Only one brand shall be used throughout the work.  Hydrated lime shall conform to ASTM C207, Type S, and contain eighty five percent (85%) by weight of calcium.  Sand shall consist of fine granule material, composed of hard, strong, durable mineral particles, free of injurious amounts of saline, alkaline, organic or other deleterious substances.  Water shall be clean and potable.

Substrate slab  Concrete slab shall be constructed as base for Granite cobble as shown on the plans and paid for under Item 0501-0020, Concrete Base, 4” Depth. 3 CONSTRUCTION Cobble Pavers   

The contractor shall submit manufacturer’s product literature and material safety data sheets. The contractor shall submit test results from approved independent testing laboratory indicating ASTM C902 compliance. The contractor shall submit manufacturer’s certification of compliance to appropriate ASTM standard.

Quality Assurance - Paving Installer Qualifications 

The contractor shall have three years’ experience with at least 10,000 square feet of pavers installed. Successful completion of 3 paver installations similar in design, material and extent indicated on this project. Installer shall have experience setting Belgium block pavers.

Mock-Ups 

Install a 5 foot by 5 foot area of pavers on a prepared substrate including detail to illustrate component application including pattern and edge details.

Use mock-up to determine pre-compaction setting bed level, joint sizes, lines, and laying patterns.

Do not start work until mock-up has been approved by Landscape Architect.

Approved mock-up is the standard by which appearance, workmanship, substrate preparation and material application will be judged.

Examination - Verify Site Conditions. General contractor shall inspect and certify in writing to installer that site conditions meet the following prior to installation of granite cobble pavers.  Remove organic, unstable or unconsolidated material from the site.  Verify conformance of sub grade preparation and elevations to specified requirements

 Verify sub base and base conformance to specified requirements. Do not use setting bed material to correct deficiencies in base course surface.  Verify written density test results for soil sub grade and sub base course.  Verify type, location and elevations of edge restraints, utility structures and drainage inlets.  Verify that the concrete subbase course is ready to support bedding material, pavers and imposed loads.  Do not proceed with bedding course or paver installation until satisfactory sub grade soils are verified by contractor.  Verify that the area is free from standing water and certified by general contractor as meeting material, installation and grade specifications. Field measurements  Determine actual paver dimensions (including tolerances) and coordinate with dimensions for pavement areas indicated on contract drawings prior to any pavement installation. Adjust pavement area dimensions to eliminate unnecessary paver cutting.  Gaps at the edges of paved areas shall be filled with cut pavers. Unit cuts shall be no smaller than one half of a whole paver. PreparationAggregate Material 

Stockpile joint filler material, base and sub base material such that they are free from standing water, uniformly graded, free of organic mater or sediment, debris, and ready for placement.

Installation General 

Keep area where pavement is to be constructed free from sediment during entire job. Contaminated sub base, base or bedding material shall be removed and replaced with clean material.

Do not damage drainpipes, overflow pipes, observation wells or any inlets and other drainage elements during installation. Report damage to project engineer.

Setting modules in Bedding Course

Apply mortar bed over substrate to an average depth of 1 ½” to give maximum coverage when module is tapped into place. Spread and screed setting bed to uniform thickness at subgrade elevations required for accurate setting of pavers to finished grades indicated.

Mix and place only that amount of mortar bed that can be covered with module before initial set. Cut back, bevel edge, remove, and discard setting-bed material that have reached initial set before placing pavers.

Place module before initial set of cement occurs.

Tamp or beat module of pavers with a wooden block or rubber mallet to obtain full contact with setting bed and to bring finished surfaces within indicated tolerances. Set each paver in a single operation before initial set of mortar; do not return to areas already set and disturb pavers for purposes of realigning finished surfaces or adjusting joints.

Install modules in pattern(s) indicated on drawings. Maintain straight pattern lines using string and/or chalk lines.

Successive modules shall be butted tightly against each other in such a way that the space between the modules in minimized and that the perception is that the area was hand-set without modular definition.

Surface tolerance of finished pavement shall be not more than +/-1/2 inch over a 10foot straight edge. Surface elevation of finished pavement shall be 1/8 to 1/4 inches above adjacent drainage inlets.

Grouting the Modules 

Wet down the area to be grouted with a hose immediately prior to grouting.

Pour grout from buckets onto the wet modules and begin brushing grout into joints and depressions with a stiff bristle push broom or squeegee. Make sure this process cleans the stone while leveling the joints just below the surface of the stone. Do not use soft bristle brush

Space between all cobble stones shall be grouted up to the top surface of the stones, to create a flush, level surface (see Quality Control requirements below).

While grout is hardening in joints clean the surface of the stone by either:

1. Soaking old blankets in water, wringing them partially and dragging them across the face of the stone, or 2. Wash the face of the stone with a flat spray from a hose at a low angle, cleaning the mortar from the surface of the stone while leaving the grouted joints unaffected. 

Protect installed paver surface with mat attached to tamper or other approved method

Field Quality Control 

Sweep surface clean and verify conformance with drawings.

Verify that the final paver surface conforms with Americans with Disability Act (ADA) requirements.

Verify final elevation of pavement to adjacent drainage inlets.

Verify straightness of bond lines.

Protection 

After work in this section is complete, General Contractor shall protect work from damage due to subsequent construction activity on site.

4 MEASUREMENT AND PAYMENT – Square Yard The square yard unit cost of the granite cobble paver shall include all labor and materials needed to install the pavers, including mortar for the paver bed and joints as indicated. Aggregate Subbase, Concrete Base, and Concrete Headers shall be paid for under the respective items.

9000-0073 - 20' C-POST, STREET NAME SIGN POLE 1. DESCRIPTION – This work is the furnishing and installation of a 20 foot C-post including the post cap. 2. MATERIAL – (a) C-Post. Provide an aluminum pole, 20’ in length, conforming to ASTM Specification 6063-T6 Alloy, Schedule 40-3.73 #/ft, 4.50-inch O.D., spun finish in accordance with Philadelphia Streets Department Standard Drawing #TE0101. Cap the top of the pole. (b) C-Post Coating. Provide factory applied finish color of NATIONAL PARK SERVICES BROWN (#fed20040). Submit a color sample to the Representative for approval prior to coating. 3. CONSTRUCTION – Obtain acceptance of shop drawings before fabrication. Install the C-post a minimum of 36” behind the face of curb and outside any curb radius unless otherwise noted on the plan or directed by the Inspector-in-Charge. Directly bury the pole 3 feet 6 inches in the ground. Before setting final placement of the C-post, ensure that the pole depth of 3 feet 6 inches does not conflict with any underground utility lines. Install the C-Post prior to sidewalk construction. Attach street name sign as per the Signing and Pavement Marking Plan and Philadelphia Streets Department Standard Drawing #SN0302. 4. MEASUREMENT AND PAYMENT – Each. Includes the post cap. Street name sign is paid for under Item 0935-0001 POST MOUNTED SIGN, TYPE F.

ITEM 9000-0074, REMOVAL OF EXITING STREET LIGHT POLE & FOUNDATION, EACH 1 DESCRIPTION This work consists of removing existing light poles and concrete foundations from their existing locations. 2 MATERIAL All materials shall be in accordance with the specified sections of the Pennsylvania Department of Transportation Standard Specifications and the contract specifications. 3 CONSTRUCTION (a) Prior to removing the light poles, the contractor shall locate the power source for the lights. The contractor shall also determine if this electric circuit continues beyond the poles to be removed. (b) The contractor shall shut off the source of power prior to the removal of the poles. Remove the conductor between the poles to be removed, but retain the conductor on either end of the removal area. (c) Excavate around the poles and cut the existing conduit at least 2 feet away from the current foundation. The underground conduit shall salvaged and be temporarily sealed with a cap, or abandoned in place (depending on the outcome of the circuit investigation). (d) Remove the light pole and foundation. The contractor shall be responsible for the proper disposal of these materials. (e) Backfill pole location. Ensure fill is compacted per Section 206.3(b). (f) Refer to Item 9000-0075 if the circuit is to be reestablished. 4 MEASUREMENT & PAYMENT – EACH The per each payment shall include excavation required to cut the conduit, capping the conduit, removal and disposal of the light pole and foundation, and backfilling. Any other work associated with reestablishing the electrical circuit through the existing conduit shall be incidental to Item 9000-0075.

ITEM 9000-0075, INSTALL JUNCTION BOX AND CONDUIT AT FORMER POLE LOCATIONS, EACH 1 DESCRIPTION This work consists of removing existing light poles from their current locations, including concrete foundations. 2 MATERIAL All materials shall be in accordance with the specified sections of the Pennsylvania Department of Transportation Standard Specifications and the contract specifications. (a) Electrical conductor • Section 1101.08. (b) Junction Box • Make the junction box out of a polymer concrete, reinforced with heavy-weave fiberglass, of the nominal dimensions specified. • Provide enclosures and lids which are cement gray in color and rated for a minimum design load of 22,500 lbs over a 10” x 20” plate with a minimum test load of 33,500 lbs. • Use a cover for the rectangular box which has a non-skid coefficient of friction of 0.5, a thickness of 2”, and a watertight gasket. • Keep the bottom of the box open. Provide a box with walls ½” thick and flared. Use a cover which has been imprinted with the logo “Electric” and equipped with two (2) 4”x ½” pull slots. (c) Stone • The aggregate shall be stone, gravel or slag meeting the requirements of Section 703.2, for Type C, or better, Number 2A material. (d) Conduit  Section 1101.09 (e) Grounding In accordance with TC-8804 of PennDOT Pub 148 and as follows: • Copper clad, 10’ in length and ¾” in diameter. • #6 AWG stranded copper wire. • Test the resistance of the grounding rod in accordance with the National Electric Code (NEC) and ensure that the grounding rod is less than 10 ohms in accordance with Streets Department requirements. For grounding rods failing the above-mentioned test, relocate the grounding rod to a suitable location approved by the Engineer. 3 CONSTRUCTION (a) Prior to performing the work in this item, the contractor shall provide DRWC and its engineer the results of the investigation performed as a part of Item 9000-0074. The

(b) (c) (d)

(e)

(f) (g)

contractor may not proceed with work in this item until written permission has been obtained. All electrical wiring work must be completed by an electrical contractor licensed to do work in the City of Philadelphia. Submit a copy of the current license prior to beginning work. All electrical work must comply with the current City of Philadelphia Code. Install new conduit and junction boxes per the detail in the plans at all former light pole locations. Remove the temporary caps on existing conduit. Connect new conduit (matching the existing size) to proposed junction boxes. Junction boxes shall be a minimum of 2’ away from any stone dust surface. Junction boxes shall be installed in compacted subgrade. • Install the junction box on a minimum of 6” of 2A stone. • Ensure that the elevation of the box conforms to the proposed grade of the adjacent pavement. In unpaved areas, ensure that the junction box is at the same elevation at the proposed finished grade. Fill the surrounding area in a manner which eliminates any tripping hazards. • Ensure that the conduit extends a minimum of 3” above the bottom of the box and a maximum of 9” below the top of the box. • Ensure that the top of the cable is a minimum of 1” below the lid. • Install a 10’ grounding rod. Ground all conduits to the rod with a #6 AWG stranded copper wire. • If existing conditions mandate conduit entrance through the side of the box, drill holes as per the manufacturer’s recommendation and seal with a foam or non-shrink grout. Install new conductor between junction boxes to complete the circuit. Remove and dispose of all electrical conductor that will no longer be used. Reactive the circuit and confirm all remaining light poles on the circuit are active.

4 MEASUREMENT & PAYMENT – EACH The per each payment shall include all conduit required at each location, one junction box for each location, excavation, aggregate, grounding, and conductor required to complete a circuit to the remaining light poles.

ITEM 9000-0074, REMOVAL OF EXITING STREET LIGHT POLE & FOUNDATION, EACH 1 DESCRIPTION This work consists of removing existing light poles and concrete foundations from their existing locations. 2 MATERIAL All materials shall be in accordance with the specified sections of the Pennsylvania Department of Transportation Standard Specifications and the contract specifications. 3 CONSTRUCTION (a) Prior to removing the light poles, the contractor shall locate the power source for the lights. The contractor shall also determine if this electric circuit continues beyond the poles to be removed. (b) The contractor shall shut off the source of power prior to the removal of the poles. Remove the conductor between the poles to be removed, but retain the conductor on either end of the removal area. (c) Excavate around the poles and cut the existing conduit at least 2 feet away from the current foundation. The underground conduit shall salvaged and be temporarily sealed with a cap, or abandoned in place (depending on the outcome of the circuit investigation). (d) Remove the light pole and foundation. The contractor shall be responsible for the proper disposal of these materials. (e) Backfill pole location. Ensure fill is compacted per Section 206.3(b). (f) Refer to Item 9000-0075 if the circuit is to be reestablished. 4 MEASUREMENT & PAYMENT – EACH The per each payment shall include excavation required to cut the conduit, capping the conduit, removal and disposal of the light pole and foundation, and backfilling. Any other work associated with reestablishing the electrical circuit through the existing conduit shall be incidental to Item 9000-0075.

ITEM 9000-0075, INSTALL JUNCTION BOX AND CONDUIT AT FORMER POLE LOCATIONS, EACH 1 DESCRIPTION This work consists of removing existing light poles from their current locations, including concrete foundations. 2 MATERIAL All materials shall be in accordance with the specified sections of the Pennsylvania Department of Transportation Standard Specifications and the contract specifications. (a) Electrical conductor • Section 1101.08. (b) Junction Box • Make the junction box out of a polymer concrete, reinforced with heavy-weave fiberglass, of the nominal dimensions specified. • Provide enclosures and lids which are cement gray in color and rated for a minimum design load of 22,500 lbs over a 10” x 20” plate with a minimum test load of 33,500 lbs. • Use a cover for the rectangular box which has a non-skid coefficient of friction of 0.5, a thickness of 2”, and a watertight gasket. • Keep the bottom of the box open. Provide a box with walls ½” thick and flared. Use a cover which has been imprinted with the logo “Electric” and equipped with two (2) 4”x ½” pull slots. (c) Stone • The aggregate shall be stone, gravel or slag meeting the requirements of Section 703.2, for Type C, or better, Number 2A material. (d) Conduit  Section 1101.09 (e) Grounding In accordance with TC-8804 of PennDOT Pub 148 and as follows: • Copper clad, 10’ in length and ¾” in diameter. • #6 AWG stranded copper wire. • Test the resistance of the grounding rod in accordance with the National Electric Code (NEC) and ensure that the grounding rod is less than 10 ohms in accordance with Streets Department requirements. For grounding rods failing the above-mentioned test, relocate the grounding rod to a suitable location approved by the Engineer. 3 CONSTRUCTION (a) Prior to performing the work in this item, the contractor shall provide DRWC and its engineer the results of the investigation performed as a part of Item 9000-0074. The

(b) (c) (d)

(e)

(f)

(g) (h)

contractor may not proceed with work in this item until written permission has been obtained. All electrical wiring work must be completed by an electrical contractor licensed to do work in the City of Philadelphia. Submit a copy of the current license prior to beginning work. All electrical work must comply with the current City of Philadelphia Code. Any lights operating on the circuit beyond the poles to be removed shall be energized every night during construction. The contractor may use temporary means (as allowable by code) to keep the circuit energized during pole and foundation removal if required. Once the foundations have been removed, install new conduit and junction boxes per the detail in the plans at all former light pole locations. Remove the temporary caps on existing conduit. Connect new conduit (matching the existing size) to proposed junction boxes. Junction boxes shall be a minimum of 2’ away from any stone dust surface. Junction boxes shall be installed in compacted subgrade. • Install the junction box on a minimum of 6” of 2A stone. • Ensure that the elevation of the box conforms to the proposed grade of the adjacent pavement. In unpaved areas, ensure that the junction box is at the same elevation at the proposed finished grade. Fill the surrounding area in a manner which eliminates any tripping hazards. • Ensure that the conduit extends a minimum of 3” above the bottom of the box and a maximum of 9” below the top of the box. • Ensure that the top of the cable is a minimum of 1” below the lid. • Install a 10’ grounding rod. Ground all conduits to the rod with a #6 AWG stranded copper wire. • If existing conditions mandate conduit entrance through the side of the box, drill holes as per the manufacturer’s recommendation and seal with a foam or non-shrink grout. Install new conductor between junction boxes to complete the circuit. Remove and dispose of all electrical conductor that will no longer be used. Reactive the circuit and confirm all remaining light poles on the circuit are active.

4 MEASUREMENT & PAYMENT – EACH The per each payment shall include all conduit required at each location, one junction box for each location, excavation, aggregate, grounding, and conductor required to complete a circuit to the remaining light poles.

Attachment B: Project Specifications & Special Provisions (BULKHEAD)

SPECIFICATIONS FOR ITEM 9000-0055, REINFORCE BULKHEAD AREA 'A' (WALMART) Bulkhead work at “Location A” on the JMT Bulkhead Repair plans shall conform to the following specifications (126 pages). Note that work at Locations B, C, D, E, and F are not included in this contract, and shall be excluded from the bid.

Page 1

SECTION 01 57 19 - TEMPORARY ENVIRONMENTAL CONTROLS PART 1 - GENERAL 1.1

REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only. U.S. NATIONAL ARCHIVES AND RECORDS ADMINISTRATION (NARA) 29 CFR 1910.120

Hazardous Waste Operations and Emergency Response

40 CFR 112

Oil Pollution Prevention

40 CFR 241

Guidelines for Disposal of Solid Waste

40 CFR 243

Guidelines for the Storage and Collection of Residential, Commercial, and Institutional Solid Waste

40 CFR 258

Subtitle D Landfill Requirements

40 CFR 260

Hazardous Waste Management System: General

40 CFR 261

Identification and Listing of Hazardous Waste

40 CFR 262

Standards Applicable to Generators of Hazardous Waste

40 CFR 263

Standards Applicable to Transporters of Hazardous Waste

40 CFR 264

Standards for Owners and Operators of Hazardous Waste Treatment, Storage, and Disposal Facilities

40 CFR 265

Interim Status Standards for Owners and Operators of Hazardous Waste Treatment, Storage, and Disposal Facilities

40 CFR 266

Standards for the Management of Specific Hazardous Wastes and Specific Types of Hazardous Waste Management Facilities

40 CFR 268

Land Disposal Restrictions

40 CFR 270

EPA Administered Permit Programs: The Hazardous Waste Permit Program

40 CFR 271

Requirements for Authorization of State Hazardous Waste Programs

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40 CFR 272

Approved State Hazardous Waste Management Programs

40 CFR 273

Standards for Universal Waste Management

40 CFR 279

Standards for the Management of Used Oil

40 CFR 280

Technical Standards and Corrective Action Requirements for Owners and Operators of Underground Storage Tanks (UST)

40 CFR 300

National Oil and Hazardous Substances Pollution Contingency Plan

40 CFR 355

Emergency Planning and Notification

40 CFR 372-SUBPART D

Specific Toxic Chemical Listings

49 CFR 171

General Information, Regulations, and Definitions

49 CFR 172

Hazardous Materials Table, Special Provisions, Hazardous Materials Communications, Emergency Response Information, and Training Requirements Shippers - General Requirements for Shipments and Packaging

49 CFR 173 49 CFR 178 1.2

Specifications for Packaging

DEFINITIONS

A.

Sediment: Soil and other debris that have eroded and have been transported by runoff water or wind.

B.

Solid Waste: Garbage, refuse, debris, sludge, or other discharged material, including solid, liquid, semisolid, or contained gaseous materials resulting from domestic, industrial, commercial, mining, or agricultural operations. Types of solid waste typically generated at construction sites may include: 1.

Green waste: The vegetative matter from landscaping, land clearing and grubbing, including, but not limited to, grass, bushes, scrubs, small trees and saplings, tree stumps and plant roots. Marketable trees, grasses and plants that are indicated to remain, be re-located, or be re-used are not included.

2.

Surplus soil: Existing soil that is in excess of what is required for this work, including aggregates intended, but not used, for on-site mixing of concrete, mortars and paving. Contaminated soil meeting

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the definition of hazardous material or hazardous waste is not included. 3.

Debris: Non-hazardous solid material generated during the construction, demolition, or renovation of a structure which exceeds 2.5 inch particle size that is: a manufactured object; plant or animal matter; or natural geologic material (e.g. cobbles and boulders), broken or removed concrete, masonry, and rock asphalt paving; ceramics; roofing paper and shingles. Inert materials may be reinforced with or contain ferrous wire, rods, accessories and weldments. A mixture of debris and other material such as soil or sludge is also subject to regulation as debris if the mixture is comprised primarily of debris by volume, based on visual inspection.

4.

Wood: Dimension and non-dimension lumber, plywood, chipboard, hardboard. Treated and/or painted wood that meets the definition of lead contaminated or lead based contaminated paint is not included.

5.

Scrap metal: Scrap and excess ferrous and non-ferrous metals such as reinforcing steel, structural shapes, pipe and wire that are recovered or collected and disposed of as scrap.Scrap metal meeting the definition of hazardous material or hazardous waste is not included.

6.

Paint cans: Metal cans that are empty of paints, solvents, thinners and adhesives. If permitted by the paint can label, a thin dry film may remain in the can.

7.

Recyclables: Materials, equipment and assemblies such as doors, windows, door and window frames, plumbing fixtures, glazing and mirrors that are recovered and sold as recyclable. Metal meeting the definition of lead contaminated or lead based paint contaminated may be included as recyclable if sold to a scrap metal company. Paint cans may not be included as recyclable if sold to a scrap metal company.

8.

Hazardous Waste: By definition, to be a hazardous waste a material must first meet the definition of a solid waste. Hazardous waste and hazardous debris are special cases of solid waste. They have additional regulatory controls and must be handled separately. They are thus defined separately in this document.

Material not regulated as solid waste are: nuclear source or byproduct materials regulated under the Federal Atomic Energy Act of 1954 as amended; suspended or dissolved materials in domestic sewage effluent or irrigation return flows, or other regulated point source discharges; regulated air emissions; and fluids or wastes associated with natural gas or crude oil exploration or production. C.

Hazardous Debris: As defined in Solid Waste paragraph, debris that contains listed hazardous waste (either on the debris surface, or in its interstices, such as pore structure) per 40 CFR 261; or debris that exhibits a characteristic of hazardous waste per 40 CFR 261.

D.

Chemical Wastes: This includes salts, acids, alkalizes, herbicides, pesticides, and organic chemicals.

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E.

Garbage: Refuse and scraps resulting from preparation, cooking, dispensing, and consumption of food.

F.

Hazardous Waste: Any discarded material, liquid, solid, or gas, which meets the definition of hazardous material or is designated hazardous waste by the Environmental Protection Agency or State Hazardous Control Authority as defined in 40 CFR 260, 40 CFR 261, 40 CFR 262, 40 CFR 263, 40 CFR 264, 40 CFR 265, 40 CFR 266, 40 CFR 268, 40 CFR 270, 40 CFR 271, 40 CFR 272, 40 CFR 273, 40 CFR 279, and 40 CFR 280.

G.

Hazardous Materials: Hazardous materials as defined in 49 CFR 171 and listed in 49 CFR 172. Hazardous material is any material that: 1.

Is regulated as a hazardous material per 49 CFR 173, or

2.

Requires a Material Safety Data Sheet (MSDS) per 29 CFR 1910.120, or

3.

During end use, treatment, handling, packaging, storage, transpiration, or disposal meets or has components that meet or have potential to meet the definition of a hazardous waste as defined by 40 CFR 261 Subparts A, B, C, or D.

Designation of a material by this definition, when separately regulated or controlled by other instructions or directives, does not eliminate the need for adherence to that hazard-specific guidance which takes precedence over this instruction for "control" purposes. Such material include ammunition, weapons, explosive actuated devices, propellants, pyrotechnics, chemical and biological warfare materials, medical and pharmaceutical supplies, medical waste and infectious materials, bulk fuels, radioactive materials, and other materials such as asbestos, mercury, and polychlorinated biphenyls (PCBs). Nonetheless, the exposure may occur incident to manufacture, storage, use and demilitarization of these items. H.

Waste Hazardous Material (WHM): Any waste material which because of its quantity, concentration, or physical, chemical, or infectious characteristics may pose a substantial hazard to human health or the environment and which has been so designated. Used oil not containing any hazardous waste, as defined above, falls under this definition.

I.

Oily Waste: Those materials which are, or were, mixed with used oil and have become separated from that used oil. Oily wastes also means materials, including wastewaters, centrifuge solids, filter residues or sludges, bottom sediments, tank bottoms, and sorbents which have come into contact with and have been contaminated by, used oil and may be appropriately tested and discarded in a manner which is in compliance with other State and local requirements. This definition includes materials such as oily rags, "kitty litter" sorbent clay and organic sorbent material. These materials may be land filled provided that: 1.

It is not prohibited in other State regulations or local ordinances

2.

The amount generated is "de minimus" (a small amount)

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3.

It is the result of minor leaks or spills resulting from normal process operations

4.

All free-flowing oil has been removed to the practical extent possible

Large quantities of this material, generated as a result of a major spill or in lieu of proper maintenance of the processing equipment, are a solid waste. As a solid waste, a hazardous waste determination must be performed prior to disposal. As this can be an expensive process, it is recommended that this type of waste be minimized through good housekeeping practices and employee education. J.

Regulated Waste: Those solid waste that have specific additional Federal, state, or local controls for handling, storage, or disposal.

K.

Class I Ozone Depleting Substance (ODS): Class I ODS is defined in Section 602(a) of The Clean Air Act and includes the following chemicals: chlorofluorocarbon-11 chlorofluorocarbon-12 chlorofluorocarbon-13 chlorofluorocarbon-111 chlorofluorocarbon-112 chlorofluorocarbon-113 chlorofluorocarbon-114 chlorofluorocarbon-115 chlorofluorocarbon-211 chlorofluorocarbon-212

1.3

(CFC-11) (CFC-12) (CFC-13) (CFC-111) (CFC-112) (CFC-113) (CFC-114) (CFC-115) (CFC-211) (CFC-212)

chlorofluorocarbon-213 chlorofluorocarbon-214 chlorofluorocarbon-215 chlorofluorocarbon-216 chlorofluorocarbon-217 halon-1211 halon-1301 halon-2402 carbon tetrachloride methyl chloroform

(CFC-213) (CFC-214) (CFC-215) (CFC-216) (CFC-217)

SUBMITTALS

Approval is required for submittals; the following shall be submitted in accordance with Section 01 33 00 SUBMITTAL PROCEDURES: A.

SD-01 Preconstruction Submittals 1. 2. 3. 4. 5. 6. 7.

B.

Preconstruction Survey Solid Waste Management Plan and Permit Regulatory Notification Dirt and Dust Control Plan Environmental Protection Plan Disposal Requirements SD-06 Test Reports Laboratory Analysis

SD-11 Closeout Submittals Some of the records listed below are also required as part of other submittals. For the "Records" submittal, maintain on-site a separate three-ring Environmental Records binder and submit at the completion of the project. Make separate parts to the binder corresponding to each of the applicable sub items listed below. 1. 2.

Waste Determination Documentation Disposal Documentation for Hazardous and Regulated Waste Contractor 40

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3. 4. 5. 6. 1.4

CFR Employee Training Records Solid Waste Management Report Contractor Hazardous Material Inventory Log Hazardous Waste/Debris Management

ENVIRONMENTAL PROTECTION REQUIREMENTS Provide and maintain, during the life of the contract, environmental protection as defined. Plan for and provide environmental protective measures to control pollution that develops during normal construction practice. Plan for and provide environmental protective measures required to correct conditions that develop during the construction of permanent or temporary environmental features associated with the project. Comply with Federal, State, and local regulations pertaining to the environment, including water, air, solid waste, hazardous waste and substances, oily substances, and noise pollution. Marine Corps Air Station, Cherry Point is listed on the National Priorities List pursuant to the Comprehensive Environmental Response, Compensation and Liabilities Act 42 USCA, Section 9601.et seq. as amended April 15, 1996 (CERCLA). Bogue Field, Oakgrove, BT-11 and Atlantic Field are not listed on the National Priorities List. The Contractor shall immediately bring to the Contracting Officer's attention any unanticipated site condition which may involve hazardous materials or hazardous waste and the Contractor shall not disturb such conditions without the Contracting Officer's prior written documentation as to whether such conditions are outside the contract requirements.

A.

1.5

Facility Hazardous Waste Generator Status: Marine Corps Air Station is designated as a Large Quantity Generator. All work conducted within the boundaries of this activity must meet the regulatory requirements of this generator designation. The Contractor will comply with all provisions of Federal, State and local regulatory requirements applicable to this generator status regarding training and storage, handling, and disposal of all construction derived wastes. QUALITY ASSURANCE

A.

Preconstruction Survey: Perform a Preconstruction Survey of the project site with the Contracting Officer, and take photographs showing existing environmental conditions in and adjacent to the site. Submit a report for the record.

B.

Regulatory Notification: The Contractor is responsible for all Regulatory Notification requirements in accordance with Federal, State and local regulations. In cases where the DRWC must also provide public notification (such as stormwater permitting), the Contractor must coordinate with the Contracting Officer. The Contractor shall submit copies of all regulatory notifications to the Contracting Officer prior to commencement of work activities. Typically, regulatory notifications must be provided for the following (this listing is not all inclusive): demolition, renovation, NPDES defined site work, remediation of controlled substances (asbestos, hazardous waste, lead paint).

C.

Environmental Brief: Attend an environmental brief to be included in the

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preconstruction meeting. Provide the following information: types, quantities, and use of hazardous materials that will be brought onto the activity; types and quantities of wastes/wastewater that may be generated during the contract. Discuss the results of the Preconstruction Survey at this time. Prior to initiating any work on site, meet with the Contracting Officer and activity environmental staff to discuss the proposed Environmental Protection Plan. Develop a mutual understanding relative to the details of environmental protection, including measures for protecting natural resources, required reports, required permits, permit requirements, and other measures to be taken. D.

Contractor 40 CFR Employee Training Records: Prepare and maintain employee training records throughout the term of the contract meeting applicable 40 CFR requirements. Submit these training records to the Contracting Officer at the conclusion of the project, unless otherwise directed.

PART 2

PRODUCTS

Not used. PART 3 3.1 A.

EXECUTION

ENVIRONMENTAL PROTECTION PLAN Prior to initiating any work on site, the Contractor will meet with the Contracting Officer to discuss the proposed Environmental Protection Plan and develop a mutual understanding relative to the details of environmental protection, including measures for protecting natural resources, required reports, and other measures to be taken. The Environmental Protection Plan will be submitted in the following format and will, at a minimum, address the following elements: 1.

Description of the Environmental Protection Plan a) General overview and purpose b) General site information

2.

Protection of Natural Resources a) Land resources b) Tree protection c) Replacement of damaged landscape features d) Temporary construction e) Stream crossings f) Fish and wildlife resources g) Wetland areas

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3.

Protection of Historical and Archaeological Resources a) Objectives b) Methods

4.

Storm Water Management and Control a) Ground cover b) Erodible soils c) Temporary measures i. Mechanical retardation and control of runoff ii. Vegetation and mulch

5.

Protection of the Environment from Waste Derived from Contractor Operations a) Control and disposal of solid and sanitary waste b) Control and disposal of hazardous waste (Hazardous Waste Management Section) This item will consist of the management procedures for all hazardous waste to be generated. The elements of those procedures will coincide with the Activity Hazardous Waste Management Plan. A copy of the Activity Hazardous Waste Management Plan will be provided by the Contracting Officer. As a minimum, include the following: i. Procedures to be employed to ensure a written waste determination is made for appropriate wastes which are to be generated ii. Sampling/analysis plan iii. Methods of hazardous waste accumulation/storage (i.e., in tanks and/or containers) iv. Management procedures for storage, labeling, transportation, and disposal of waste (treatment of waste is not allowed unless specifically noted) v. Management procedures and regulatory documentation ensuring disposal of hazardous waste complies with Land Disposal Restrictions (40 CFR 268) vi. Management procedures for recyclable hazardous materials such as lead-acid batteries, used oil, and the like vii. Used oil management procedures in accordance with 40 CFR 279 viii. Pollution prevention\hazardous waste minimization

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procedures ix. Plans for the disposal of hazardous waste by permitted facilities x. Procedures to be employed to ensure all required employee training records are maintained 6.

Prevention of Releases to the Environment a) Procedures to prevent releases to the environment b) Notifications in the event of a release to the environment

7.

Regulatory Notification and Permits a) List what notifications and permit applications must be made.Include copies of all applicable, environmental permits.

B.

Environmental Protection Plan Review: Fourteen days after the environmental protection meeting, submit the proposed Environmental Protection Plan for further discussion, review, and approval. Commencement of work will not begin until the environmental protection plan has been approved.

C.

Facility Hazardous Waste Generator Status: Marine Corps Air Station is designated as a Large Quantity Generator. All work conducted within the boundaries of this activity must meet the regulatory requirements of this generator designation. The Contractor will comply with all provisions of Federal, State and local regulatory requirements applicable to this generator status regarding training and storage, handling, and disposal of all construction derived wastes.

D.

Licenses and Permits: The following permits will be obtained by the Contracting Officer: 1. 2.

Coastal Area Management Agency Federal Consistency Determination (CAMA) Permit USACE 401/404 Permit

Where required by the State regulatory authority, the inspections and certifications will be provided through the services of a Professional Engineer (PE), registered in the State where the work is being performed. As a part of the quality control plan, which is required to be submitted for approval by the quality control section, provide a sub item containing the name, appropriate professional registration or license number, address, and telephone number of the professionals or other qualified persons who will be performing the inspections and certifications for each permit. 3.2

PROTECTION OF NATURAL RESOURCES

Preserve the natural resources within the project boundaries and outside the limits of permanent work. Restore to an equivalent or improved condition upon completion of work. Confine construction activities to within the limits of the work indicated or specified. Delaware River Trail Pier 70 to Washington Avenue Bulkhead Specifications

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Do not disturb fish and wildlife. Do not alter water flows or otherwise significantly disturb the native habitat adjacent to the project and critical to the survival of fish and wildlife, except as indicated or specified. Except in areas to be cleared, do not remove, cut, deface, injure, or destroy trees or shrubs without the Contracting Officer's permission. Do not fasten or attach ropes, cables, or guys to existing nearby trees for anchorages unless authorized by the Contracting Officer. Where such use of attached ropes, cables, or guys is authorized, the Contractor will be responsible for any resultant damage. Protect existing trees which are to remain and which may be injured, bruised, defaced, or otherwise damaged by construction operations. Remove displaced rocks from uncleared areas. By approved excavation, remove trees with 30 percent or more of their root systems destroyed. Remove trees and other landscape features scarred or damaged by equipment operations, and replace with equivalent, undamaged trees and landscape features. Obtain Contracting Officer's approval before replacement. The Contracting Officer's approval is required before any equipment will be permitted to ford live streams. In areas where frequent crossings are required, install temporary culverts or bridges. Obtain Contracting Officer's approval prior to installation. Remove temporary culverts or bridges upon completion of work, and repair the area to its original condition or indicated or as specified. A.

Erosion and Sediment Control Measures 1.

Burnoff: Burnoff of the ground cover is not permitted.

2.

Protection of Erodible Soils Immediately finish the earthwork brought to a final grade, as indicated or specified. Immediately protect the side slopes and back slopes upon completion of rough grading. Plan and conduct earthwork to minimize the duration of exposure of unprotected soils.

3.3

HISTORICAL AND ARCHAEOLOGICAL RESOURCES

Carefully protect in-place and report immediately to the Contracting Officer historical and archaeological items or human skeletal remains discovered in the course of work. Upon discovery, notify the Contracting Officer. Stop work in the immediate area of the discovery until directed by the Contracting Officer to resume work. 3.4

SOLID WASTE MANAGEMENT PLAN and PERMIT

Provide to the contracting officer written notification of the quantity of solid waste/debris that is anticipated to be generated by construction. Include in the report the locations where various types of waste will be disposed or recycled. Include letters of acceptance or as applicable, submit one copy of a State and local permit or license showing such agency's approval of the disposal plan before transporting wastes off property. Delaware River Trail Pier 70 to Washington Avenue Bulkhead Specifications

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A.

Solid Waste management Report Monthly, submit a solid waste disposal report to the Contracting Officer. For each waste, the report will state the classification (using the definitions provided in this section), amount, location, and name of the business receiving the solid waste. Include copies of the waste handling facilities' weight tickets, receipts, bills of sale, and other sales documentation. In lieu of sales documentation, the Contractor may submit a statement indicating the disposal location for the solid waste which is signed by an officer of the Contractor firm authorized to legally obligate or bind the firm. The sales documentation or Contractor certification will include the receiver's tax identification number and business, EPA or State registration number, along with the receiver's delivery and business addresses and telephone numbers. For each solid waste retained by the Contractor for his own use, the Contractor will submit on the solid waste disposal report the information previously described in this paragraph. Prices paid or received will not be reported to the Contracting Officer unless required by other provisions or specifications of this Contract or public law.

B.

Control and Disposal of Solid Wastes Pick up solid wastes, and place in covered containers which are regularly emptied. Do not prepare or cook food on the project site. Prevent contamination of the site or other areas when handling and disposing of wastes. At project completion, leave the areas clean. Recycling is encouraged and can be coordinated with the Contracting Officer and the activity recycling coordinator. Remove all solid waste (including non-hazardous debris) from the property and dispose off-site at an approved landfill. Solid waste disposal off-site must comply with most stringent local, State, and Federal requirements including 40 CFR 241, 40 CFR 243, and 40 CFR 258.

3.5

WASTE DETERMINATION DOCUMENTATION

Complete a Waste Determination form (provided at the pre-construction conference) for all contractor derived wastes to be generated. Base the waste determination upon either a constituent listing from the manufacturer used in conjunction with consideration of the process by which the waste was generated, EPA approved analytical data, or laboratory analysis (Material Safety Data Sheets (MSDS) by themselves are not adequate). Attach all support documentation to the Waste Determination form. As a minimum, a Waste Determination form must be provided for the following wastes (this listing is not all inclusive): oil and latex based painting and caulking products, solvents, adhesives, aerosols, petroleum products, and all containers of the original materials. A.

Contractor Hazardous Material Inventory Log Submit the Contractor Hazardous Material Inventory Log (found at: http://www.wbdg.org/ccb/NAVGRAPH/01575n.pdf), which provides information required by (EPCRA Sections 312 and 313)

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along with corresponding Material Safety Data Sheets (MSDS) to the Contracting Officer at the start and at the end of construction (30 days from final acceptance), and update no later than January 31 of each calendar year during the life of the contract. Documentation for any spills/releases, environmental reports or off-site transfers may be requested by the Contracting Officer. B.

Laboratory Analysis Submit a copy of a Laboratory Analysis of solid waste and debris with the potential of becoming classified as a hazardous waste (i.e., abrasive/sand blasting debris, etc.).Waste stream determinations are required at the point of generation and must sufficiently document whether the waste will be a solid waste, hazardous waste, or Resource Conservation and Recovery Act (RCRA) exempt waste. Determinations must use EPA approved methods and provide written rational for whether the waste is classified as hazardous or non-hazardous. The Contractor will bear the cost of the waste stream determinations, and the Contracting Officer reserves the right to request waste stream determinations on questionable waste streams.

3.6

CONTRACTOR HAZARDOUS MATERIAL INVENTORY LOG

Submit the "Contractor Hazardous Material Inventory Log"(found at: http://www.lantdiv.navfac.navy.mil/pls/lantdiv/docs/FOLDER/EICO/UFGS/GRAPHICS/0 1575.pdf), which provides information required by (EPCRA Sections 312 and 313) along with corresponding Material Safety Data Sheets (MSDS) to the Contracting Officer at the start and at the end of construction (30 days from final acceptance), and update no later than January 31 of each calendar year during the life of the contract. Documentation for any spills/releases, environmental reports or off-site transfers may be requested by the Contracting Officer. A.

Disposal Documentation for Hazardous and Regulated Waste Manifest, pack, ship and dispose of hazardous or toxic waste and universal waste that is generated as a result of construction in accordance with the generating facilities generator status under the Recourse Conservation and Recovery Act. Contact the Contracting Officer for the facility RCRA identification number that is to be used on each manifest. Submit a copy of the applicable EPA and State permit(s), manifest(s), or license(s) for transportation, treatment, storage, and disposal of hazardous and regulated waste by permitted facilities. Hazardous or toxic waste manifest must be reviewed, signed, and approved by the DWRC before the Contractor may ship waste. To obtain specific disposal instructions the Contractor must coordinate with the Activity environmental office.

3.7

POLLUTION PREVENTION/HAZARDOUS WASTE MINIMIZATION

Minimize the use of hazardous materials and the generation of hazardous waste. Include procedures for pollution prevention/ hazardous waste minimization in the Delaware River Trail Pier 70 to Washington Avenue Bulkhead Specifications

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Hazardous Waste Management Section of the Environmental Protection Plan. Consult with the activity Environmental Office for suggestions and to obtain a copy of the installation's pollution prevention/hazardous waste minimization plan for reference material when preparing this part of the plan. If no written plan exists, obtain information by contacting the Contracting Officer. Describe the types of the hazardous materials expected to be used in the construction when requesting information. 3.8

WHM/HW MATERIALS PROHIBITION

No waste hazardous material or hazardous waste shall be disposed of on the property. No hazardous material shall be brought onto the property that does not directly relate to requirements for the performance of this contract. The property is not responsible for disposal of Contractor's waste material brought on the job site and not required in the performance of this contract. The intent of this provision is to dispose of that waste identified as waste hazardous material/hazardous waste as defined herein that was generated as part of this contract and existed within the boundary of the Contract limits and not brought in from offsite by the Contractor. Incidental materials used to support the contract including, but not limited to aerosol cans, waste paint, cleaning solvents, contaminated brushes, rags, clothing, etc. are the responsibility of the Contractor. The list is illustrative rather than inclusive. The Contractor is not authorized to discharge any materials to sanitary sewer, storm drain, or to the river or conduct waste treatment or disposal on the property without written approval of the Contracting Officer. 3.9

HAZARDOUS MATERIAL CONTROL

Include hazardous material control procedures in the Safety Plan. Address procedures and proper handling of hazardous materials, including the appropriate transportation requirements. Submit a MSDS and estimated quantities to be used for each hazardous material to the Contracting Officer prior to bringing the material on base. Typical materials requiring MSDS and quantity reporting include, but are not limited to, oil and latex based painting and caulking products, solvents, adhesives, aerosol, and petroleum products. At the end of the project, provide the Contracting Officer with the maximum quantity of each material that was present at the site at any one time, the dates the material was present, the amount of each material that was used during the project, and how the material was used. Ensure that hazardous materials are utilized in a manner that will minimize the amount of hazardous waste that is generated. Ensure that all containers of hazardous materials have NFPA labels or their equivalent. Keep copies of the MSDS for hazardous materials on site at all times and provide them to the Contracting Officer at the end of the project. Certify that all hazardous materials removed from the site are hazardous materials and do not meet the definition of hazardous waste per 40 CFR 261. 3.10

PETROLEUM PRODUCTS

Conduct the fueling and lubricating of equipment and motor vehicles in a manner that protects against spills and evaporation. Manage all used oil generated on site in accordance with 40 CFR 279. Determine if any used oil generated while on-site exhibits a characteristic of hazardous waste. Used oil containing 1000 parts per million of solvents will be considered a hazardous waste and disposed of at Contractor's expense. Used oil mixed with a hazardous waste will also be considered a hazardous waste. Delaware River Trail Pier 70 to Washington Avenue Bulkhead Specifications

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A.

Oily and Hazardous Substances Prevent oil or hazardous substances from entering the ground, drainage areas, or navigable waters. In accordance with 40 CFR 112, surround all temporary fuel oil or petroleum storage tanks with a temporary berm or containment of sufficient size and strength to contain the contents of the tanks, plus 10 percent freeboard for precipitation. The berm will be impervious to oil for 72 hours and be constructed so that any discharge will not permeate, drain, infiltrate, or otherwise escape before cleanup occurs.

3.11

FUEL TANKS

Petroleum products and lubricants required to sustain up to 30 days of construction activity may be kept on site. Storage and refilling practices shall comply with 40 CFR Part 112. Secondary containment shall be provided and be no less than 110 percent of the tank volume plus five inches of free-board. If a secondary berm is used for containment then the berm shall be impervious to oil for 72 hours and be constructed so that any discharge will not permeate, drain, infiltrate, or otherwise escape before cleanup occurs. Drips pans are required and the tanks must be covered during inclement weather. 3.12

RELEASES/SPILLS OF OIL AND HAZARDOUS SUBSTANCES

Exercise due diligence to prevent, contain, and respond to spills of hazardous material, hazardous substances, hazardous waste, sewage, regulated gas, petroleum, lubrication oil, and other substances regulated by environmental law. Maintain spill cleanup equipment and materials at the work site. In the event of a spill, take prompt, effective action to stop, contain, curtail, or otherwise limit the amount, duration, and severity of the spill/release. In the event of any releases of oil and hazardous substances, chemicals, or gases; immediately (within 15 minutes) notify the Base or Activity Fire Department, the activity's Command Duty Officer, and the Contracting Officer. If the contractor's response is inadequate, the DRWC may respond. If this should occur, the contractor will be required to reimburse the owner for spill response assistance and analysis. The Contractor is responsible for verbal and written notifications as required by the federal 40 CFR 355, State, local regulations and DRWC Instructions. Spill response will be in accordance with 40 CFR 300 and applicable State and local regulations. Contain and clean up these spills without cost. Provide copies of the written notification and documentation that a verbal notification was made within 20 days.

Maintain spill cleanup equipment and materials at the work site. Clean up all hazardous and non-hazardous (WHM) waste spills. The Contractor shall reimburse the owner for all material, equipment, and clothing generated during any spill cleanup. The Contractor shall reimburse the owner for all costs incurred including sample analysis materials, equipment, and labor if the owner must initiate its own spill cleanup procedures, for Contractor responsible spills, when: •

The Contractor has not begun spill cleanup procedure within one

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hour of spill discovery/occurrence, or • If, in the owner's judgment, the Contractor's spill cleanup is not adequately abating life threatening situation and/or is a threat to any body of water or environmentally sensitive areas. 3.13

CONTROL AND DISPOSAL OF HAZARDOUS WASTES

A.

Hazardous Waste/Debris Management Identify all construction activities which will generate hazardous waste/debris. Provide a documented waste determination for all resultant waste streams. Hazardous waste/debris will be identified, labeled, handled, stored, and disposed of in accordance with all Federal, State, and local regulations including 40 CFR 261, 40 CFR 262, 40 CFR 263, 40 CFR 264, 40 CFR 265, 40 CFR 266, and 40 CFR 268. Hazardous waste will also be managed in accordance with the approved Hazardous Waste Management Section of the Environmental Protection Plan. Store hazardous wastes in approved containers in accordance with 49 CFR 173 and 49 CFR 178. Hazardous waste generated within the confines of the facilities will be identified as being generated by the Owner. Prior to removal of any hazardous waste from the property, all hazardous waste manifests must be signed by activity personnel from the Station Environmental Office. No hazardous waste will be brought onto the property. Provide to the Contracting Officer a copy of waste determination documentation for any solid waste streams that have any potential to be hazardous waste or contain any chemical constituents listed in 40 CFR 372-SUBPART D. For hazardous wastes spills, verbally notify the Contracting Officer immediately. 1.

Regulated Waste Storage/Satellite Accumulation/90 Day Storage Areas If the work requires the temporary storage/collection of regulated or hazardous wastes, the Contractor will request the establishment of a Regulated Waste Storage Area, a Satellite Accumulation Area, or a 90 Day Storage Area at the point of generation. The Contractor must submit a request in writing to the Contracting Officer providing the following information:

Contract Number

Contractor

Haz/Waste of Regulated Waste POC

Phone Number

Type of Waste

Source of Waste

Emergency POC

Phone Number

Location of Site (Attach Site Plan to Request)

Attach a waste determination form. Allow ten working days for processing this request.

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B.

Class I ODS Prohibition Class I ODS as defined and identified herein will not be used in the performance of this contract, nor be provided as part of the equipment. This prohibition will be considered to prevail over any other provision, specification, drawing, or referenced documents.

3.14

DUST CONTROL

Keep dust down at all times, including during nonworking periods. Sprinkle or treat, with dust suppressants, the soil at the site, haul roads, and other areas disturbed by operations. Dry power brooming will not be permitted. Instead, use vacuuming, wet mopping, wet sweeping, or wet power brooming. Air blowing will be permitted only for cleaning nonparticulate debris such as steel reinforcing bars. Only wet cutting will be permitted for cutting concrete blocks, concrete, and bituminous concrete. Do not unnecessarily shake bags of cement, concrete mortar, or plaster. A.

Dirt and Dust Control Plan Submit truck and material haul routes along with a plan for controlling dirt, debris, and dust on base roadways. As a minimum, identify in the plan the subcontractor and equipment for cleaning along the haul route and measures to reduce dirt, dust, and debris from roadways.

3.15 A.

ABRASIVE BLASTING Blasting Operations The use of silica sand is prohibited in sandblasting. Provide tarpaulin drop cloths and windscreens to enclose abrasive blasting operations to confine and collect dust, abrasive, agent, paint chips, and other debris

B.

Disposal Requirements Submit analytical results of the debris generated from abrasive blasting operations per paragraph entitled Laboratory Analysis of this section. Hazardous waste generated from blasting operations will be managed in accordance with paragraph entitled "Hazardous Waste\Debris Management" of this section and with the approved HWMP.

3.16

NOISE

Make the maximum use of low-noise emission products, as certified by the EPA. Blasting or use of explosives will not be permitted without written permission from the Contracting Officer, and then only during the designated times. 3.17

SOIL

Soils encountered during project activities shall be managed per Air Station soil management polices in affect for the duration of the project. If soil is encountered during Delaware River Trail Pier 70 to Washington Avenue Bulkhead Specifications

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construction operations that may be contaminated (as indicated by odor, color, or unusual appearance) that was not previously indicated as contaminated, stop the portion of work immediately and notify the Contracting Officer immediately. -- End of Section

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SECTION 02 41 00 – DEMOLITION PART 1 - GENERAL 1.1

REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only. AMERICAN SOCIETY OF SAFETY ENGINEERS (ASSE/SAFE) ASSE/SAFE A10.6 (2006) Safety Requirements for Demolition Operations U.S. ARMY CORPS OF ENGINEERS (USACE) EM 385-1-1 (2008) Safety and Health Requirements Manual U.S. NATIONAL ARCHIVES AND RECORDS ADMINISTRATION (NARA) 40 CFR 61 National Emission Standards for Hazardous Air Pollutants 1.2

GENERAL REQUIREMENTS

Do not begin demolition until authorization is received from the Contracting Officer. Remove rubbish and debris from the site daily; do not allow accumulations at the site. The work includes demolition, salvage and reuse of identified items and materials, and removal of resulting rubbish and debris. Remove rubbish and debris from the property daily, unless otherwise directed. Store materials that cannot be removed daily in areas specified by the Contracting Officer. In the interest of occupational safety and health, perform the work in accordance with EM 385-1-1, Section 23, Demolition, and other applicable Sections. 1.3

SUBMITTALS

Approval is required for submittals with a "G" designation; submittals not having a "G" designation are for Contractor Quality Control approval. The following shall be submitted in accordance with Section 01 33 00 SUBMITTAL PROCEDURES: SD-01 Preconstruction Submittals Existing Conditions Underwater Pre-Construction Obstruction Survey SD-07 Certificates Demolition Plan; Notifications Submit proposed demolition, and removal procedures to the Contracting Officer for approval before work is started.

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1.4

REGULATORY AND SAFETY REQUIREMENTS

Comply with federal, state, and local hauling and disposal regulations. In addition to the requirements of the "Contract Clauses," conform to the safety requirements contained in ASSE/SAFE A10.6. A.

1.5

Notifications Furnish timely notification of demolition projects to Federal, State, regional, and local authorities in accordance with 40 CFR 61, Subpart M. Notify the State's environmental protection agency and the Contracting Officer in writing 10 working days prior to the commencement of work in accordance with 40 CFR 61, Subpart M. DUST AND DEBRIS CONTROL

Prevent the spread of dust and debris and avoid the creation of a nuisance or hazard in the surrounding area. Do not use water if it results in hazardous or objectionable conditions such as, but not limited to, ice, flooding, or pollution. 1.6

PROTECTION

Traffic Control Signs Where pedestrian and driver safety is endangered in the area of removal work, use traffic barricades with flashing lights. Notify the Contracting Officer prior to beginning such work. A.

Existing Conditions Documentation Before beginning any demolition, survey the site and examine the drawings and specifications to determine the extent of the work. Record existing conditions in the presence of the Contracting Officer showing the condition of structures and other facilities adjacent to areas of alteration or removal. Photographs sized 4 inch will be acceptable as a record of existing conditions. Include in the record the elevation of the top of foundations, bulkheads, seawalls, finish slab and asphalt elevations in the parking areas., possible conflicting electrical conduits, plumbing lines, alarms systems, the location and extent of existing cracks and other damage and description of surface conditions that exist prior to before starting work. It is the Contractor's responsibility to verify and document all required outages which will be required during the course of work, and to note these outages on the record document.

B.

Underwater Pre-Construction Obstruction Survey Prior to demolition, the contractor shall conduct an underwater inspection in all locations where new sheet piles are identified for installation. The river bottom shall be inspected and probed for debris and broken piles, at or below the surface, that will affect the installation of sheet piles. All debris and piles that will affect the new work shall be identified. A written and graphical report shall be provided to the Contracting Officer containing a descriptive report of all debris and piles identified

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for removal and found during his inspection. In addition, the Contractor shall visit the site and determine the turbidity curtain requirements for the site given the site conditions and project requirements. C.

Existing Work Take necessary precautions to avoid damage to existing items to remain in place, to be reused. Repair or replace damaged items as approved by the Contracting Officer. Coordinate the work of this section with all other work indicated. Construct and maintain shoring, bracing, and supports as required. Ensure that structural elements are not overloaded. Do not overload structural elements. Provide new supports and reinforcement for existing construction weakened by demolition, or removal work Repairs, reinforcement, or structural replacement require approval by the Contracting Officer prior to performing such work.

D.

Existing Construction Limits and Protection Do not disturb existing construction beyond the extent indicated or necessary for installation of new construction. Provide temporary shoring and bracing for support of building components to prevent settlement or other movement. Provide protective measures to control accumulation and migration of dust and dirt in all work areas. Remove dust, dirt, and debris from work areas daily.

E.

Utility Service Maintain existing utilities indicated to stay in service and protect against damage during demolition.

F.

Facilities Protect electrical services and utilities. Where removal of existing utilities and pavement is specified or indicated, provide approved barricades, temporary covering of exposed areas, and temporary services or connections for electrical utilities. Structural components that are designed and constructed to stand without lateral support or shoring, and are determined to be in stable condition, must remain standing without additional bracing, shoring, or lateral support until demolished or deconstructed, unless directed otherwise by the Contracting Officer. Ensure that no elements determined to be unstable are left unsupported and place and secure bracing, shoring, or lateral supports as may be required as a result of any cutting, removal, deconstruction, or demolition work performed under this contract.

G.

Protection of Personnel Before, during and after the demolition work the Contractor shall continuously evaluate the condition of the structure being demolished and take immediate action to protect all personnel working in and around the project site. No area, section, or component of structural element will be allowed to be left standing without sufficient bracing, shoring, or lateral support to prevent collapse or failure while workmen remove debris or perform other work in the immediate area.

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1.7

BURNING The use of burning at the project site for the disposal of refuse and debris will not be permitted.

1.8

RELOCATIONS Perform the removal and reinstallation of relocated items as indicated with workmen skilled in the trades involved. Items to be relocated which are damaged by the Contractor shall be repaired or replaced with new undamaged items as approved by the Contracting Officer.

1.9

REQUIRED DATA Prepare a Demolition Plan. Include in the plan procedures for careful removal and disposition of materials specified to be salvaged, coordination with other work in progress, a disconnection schedule of utility services, and a detailed description of methods and equipment to be used for each operation and of the sequence of operations. Coordinate with Waste Management Plan. Provide procedures for safe conduct of the work in accordance with EM 385-1-1. Plan shall be approved by Contracting Officer prior to work beginning.

1.10 ENVIRONMENTAL PROTECTION Comply with the Environmental Protection Agency requirements specified. 1.11 USE OF EXPLOSIVES Use of explosives will not be permitted. PART 2 – PRODUCTS 2.1

FILL MATERIAL Comply with excavating, backfilling, and compacting procedures for soils used as backfill material to fill voids, depressions or excavations resulting from demolition of structures.

PART 3 - EXECUTION 3.1

EXISTING FACILITIES TO BE REMOVED Inspect and evaluate existing structures on site for reuse. Existing construction scheduled to be removed for reuse shall be disassembled. Dismantled and removed materials are to be separated, set aside, and prepared as specified, and stored or delivered to a collection point for reuse, remanufacture, recycling, or other disposal, as specified. Materials shall be designated for reuse on site whenever possible. A.

Structures

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B.

1.

Remove existing structures as indicated. Demolish structures in a systematic manner. Remove structural members by means of derricks, platforms hoists, or other suitable methods as approved by the Contracting Officer

2.

Locate demolition and deconstruction equipment throughout the structure and remove materials so as to not impose excessive loads to supporting walls or framing.

Utilities and Related Equipment 1.

General Requirements Do not interrupt existing utilities serving occupied or used facilities, except when authorized in writing by the Contracting Officer. Do not interrupt existing utilities serving facilities except when approved in writing and then only after temporary utility services have been approved and provided. Do not begin demolition or deconstruction work until all utility disconnections have been made. Shut off and cap utilities for future use, as indicated. Temporarily relocate existing utilities as required. If utility lines are encountered that are not shown on drawings, contact the Contracting Officer for further instructions.

2.

Disconnecting Existing Utilities Remove existing utilities, as indicated and terminate in a manner conforming to the nationally recognized code covering the specific utility and approved by the Contracting Officer.

C.

Paving and Slabs Remove sawcut concrete slabs as indicated and remove subgrade as indicated and as required to provide new work. Provide neat sawcuts at limits of pavement removal as indicated.

D.

Concrete Saw concrete along straight lines to a depth of a minimum 2 inch. Break out the remainder of the concrete provided that the broken area is concealed in the finished work, and the remaining concrete is sound. At locations where the broken face cannot be concealed, grind smooth or saw cut entirely through the concrete.

E.

Patching Where removals leave holes and damaged surfaces exposed in the finished work, patch and repair these holes and damaged surfaces to match adjacent finished surfaces. Where new work is to be applied to existing surfaces, perform removals and patching in a manner to produce surfaces suitable for receiving new work. Finished surfaces exposed to view areas of patched area shall be flush with the adjacent existing surface and shall match the existing adjacent surface as closely as possible as to texture and finish.

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F.

Items With Unique/Regulated Disposal Requirements Remove and dispose of items with unique or regulated disposal requirements in the manner dictated by law or in the most environmentally responsible manner.

3.2

CONCURRENT EARTH-MOVING OPERATIONS Do not begin excavation, filling, and other earth-moving operations that are sequential to demolition in areas occupied by structures to be demolished or deconstructed until all demolition and deconstruction in the area has been completed and debris removed. Fill holes and other hazardous openings.

3.3

DISPOSITION OF MATERIAL A.

Title to Materials Except for items specified or indicated or items to be reused, all materials and equipment removed and not reused, shall become the property of the Contractor and shall be removed from the property. Title to materials resulting from demolition and deconstruction, and materials and equipment to be removed, is vested in the Contractor upon approval by the Contracting Officer of the Contractor's demolition, and removal procedures, and authorization by the Contracting Officer to begin demolition. The Owner will not be responsible for the condition or loss of, or damage to, such property after contract award. Showing for sale or selling materials and equipment on site is prohibited.

B.

Reuse of Materials Remove and store materials indicated to be reused or relocated to prevent damage, and reinstall as the work progresses.

3.4

CLEANUP Remove and transport debris and rubbish in a manner that prevents spillage on streets or adjacent areas. Apply local regulations regarding hauling and disposal.

3.5

DISPOSAL OF REMOVED MATERIALS A.

Regulation of Removed Materials Dispose of debris, rubbish, scrap, and other nonsalvageable materials resulting from removal operations with all applicable federal, state and local regulations as contractually specified off of the property. Storage of removed materials on the project site is prohibited.

B.

Burning on the Property Burning of materials removed from demolished and deconstructed structures will not be permitted on the property.

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SECTION 03 31 29 - MARINE CONCRETE PART 1 - GENERAL 1.1

REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only. ACI INTERNATIONAL (ACI) ACI 117

(1990; R 2002) Standard Tolerances for Concrete Construction and Materials & Commentary

ACI 121R

(2004) Quality Management System for Concrete Construction

ACI 201.2R

(2001) Guide to Durable Concrete

ACI 211.1

(1991; R 2002) Standard Practice for Selecting Proportions for Normal, Heavyweight, and Mass Concrete

ACI 214R

(2002) Recommended Practice for Evaluation of Strength Test Results of Concrete

ACI 301

(2005) Specifications for Structural Concrete

ACI 304.2R

(1996) Placing Concrete by Pumping Methods

ACI 304R

(2000) Guide for Measuring, Mixing, Transporting, and Placing Concrete

ACI 305R

(1999; Errata 2006) Hot Weather Concreting

ACI 306.1

(1990; R 2002) Standard Specification for Cold Weather Concreting

ACI 308

(2001) Guide to Curing Concrete

ACI 309R

(1996) Guide for Consolidation of Concrete

ACI 311.4R

(2000) Guide for Concrete Inspection

ACI 318/318R

(2005) Building Code Requirements for Structural Concrete and Commentary

ACI 350

(2006) Code Requirements for Environmental Engineering Concrete Structures and Commentary

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ACI 357.3R

(2014) Guide for Design and Construction of Waterfront and Coastal Concrete Marine Structures

ACI 347R

(2003) Guide to Formwork for Concrete

ACI SP-15

(1999) Field Reference Manual:

ACI SP-299

Standar d Specifications for Structural Concrete with Selected ACI and ASTM References (2001) ACI Manual of Concrete Inspection

ACI SP-66

(2004) ACI Detailing Manual

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS (AASHTO) AASHTO M 182

(2005) Standard Specification for Burlap Cloth Made from Jute or Kenaf and Cotton Mats

AASHTO T 259

(2002) Resistance of Concrete to Chloride Ion Penetration AMERICAN WELDING SOCIETY (AWS)

AWS D1.4

(1998) Structural Welding Code Reinforcing Steel ASTM INTERNATIONAL (ASTM)

ASTM A 185

(2002) Steel Welded Wire Reinforcement, Plain, for Concrete

ASTM A 496

(2002) Steel Wire, Deformed, for Concrete Reinforcement

ASTM A 497

(2002) Steel Welded Wire Reinforcement, Deformed, for Concrete

ASTM A 615/A 615M

(2007) Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement

ASTM A 616/A 616M

(1996a) Rail-Steel Deformed and Plain Bars for Concrete Reinforcement

ASTM A 617/A 617M

(1996a) Axle-Steel Deformed and Plain Bars for Concrete Reinforcement

ASTM A 82

(2005) Steel Wire, Plain, for Concrete Reinforcement

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ASTM A 934/A 934M

(2004) Epoxy-Coated Prefabricated Steel Reinforcing Bars

ASTM C 1017

(1992) Chemical Admixtures for Use in Producing Flowing Concrete

ASTM C 1064/C 1064M

(2005) Standard Test Method for Temperature of Freshly Mixed Hydraulic-Cement Concrete

ASTM C 1077

(2007) Standard Practice for Laboratories Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Laboratory Evaluation

ASTM C 1107

(2005) Packaged Dry, Hydraulic-Cement Grout(Nonshrink)

ASTM C 1116

(2003) Fiber-Reinforced Concrete and Shotcrete

ASTM C 1157

(2003) Hydraulic Cement

ASTM C 1202

(1997) Electrical Indication of Concrete's Ability to Resist Chloride Ion Penetration

ASTM C 1218/C 1218M

(1999) Standard Specification for WaterSoluble Chloride in Mortar and Concrete

ASTM C 1240

(2005) Standard Specification for Silica Fume Used in Cementitious Mixtures

ASTM C 1260

(2007) Standard Test Method for Potential Alkali Reactivity of Aggregates (Mortar-Bar Method)

ASTM C 138/C 138M

(2001a) Standard Test Method for Density ("Unit Weight"), Yield, and Air Content (Gravimetric) of Concrete

ASTM C 143/C 143M

(2005a) Standard Test Method for Slump of Hydraulic-Cement Concrete

ASTM C 150

(2007) Standard Specification for Portland Cement

ASTM C 171

(2007) Standard Specification for Sheet Materials for Curing Concrete

ASTM C 172

(2007) Standard Practice for Sampling Freshly Mixed Concrete

ASTM C 173/C 173M

(2001e1) Standard Test Method for Air Content of Freshly Mixed Concrete by the Volumetric Method

ASTM C 227

(2003) Potential Alkali Reactivity of Cement-

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Aggregate Combinations (Mortar-Bar Method) ASTM C 231

(2004) Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method

ASTM C 260

(2006) Standard Specification for Air-Entraining Admixtures for Concrete

ASTM C 295

(2003) Petrographic Examination of Aggregates for Concrete

ASTM C 31/C 31M

(2006) Standard Practice for Making and Curing Concrete Test Specimens in the Field

ASTM C 33

(2003) Standard Specification for Concrete Aggregates

ASTM C 39/C 39M

(2005e1) Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens

ASTM C 42/C 42M

(2004) Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete

ASTM C 469

(2002e1) Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression

ASTM C 494

(1992) Chemical Admixtures for Concrete

ASTM C 496/C 496M

(2004; E 2006) Standard Test Method for Splitting Tensile Strength of Cyclindrical Concrete Specimens

ASTM C 595

(2007) Standard Specification for Blended Hydraulic Cements

ASTM C 597

(2002) Pulse Velocity Through Concrete

ASTM C 618

(2005) Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete

ASTM C 642

(2006) Density, Absorption, and Voids in Hardened Concrete

ASTM C 805

(2002) Rebound Number of Hardened Concrete

ASTM C 881

(1999) Epoxy-Resin-Base Bonding Systems for Concrete

ASTM C 920

(2005) Elastomeric Joint Sealants

ASTM C 94/C 94M

(2007) Standard Specification for

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Ready-Mixed Concrete ASTM C 989

(2006) Standard Specification for Ground Granulated Blast-Furnace Slag for Use in Concrete and Mortars

ASTM D 1179

(2004) Fluoride Ion in Water

ASTM D 1190

(1997) Concrete Joint Sealer, Hot-Applied Elastic Type

ASTM D 1339

(1984) Sulfite Ion in Water

ASTM D 1751

(2007) Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types)

ASTM D 1752

(2004a) Preformed Sponge Rubber and Cork Expansion Joint Fillers for Concrete Paving and Structural Construction

ASTM D 3867

(2004) Nitrite-Nitrate in Water

ASTM D 512

(2004) Chloride Ion in Water

ASTM D 516

(2002) Sulfate Ion in Water

ASTM E 329

(2005b) Agencies Engaged in the Testing and/or Inspection of Materials Used in Construction

1.2

DEFINITIONS

A.

"Blending size" is an aggregate that complies with the quality requirements in ASTM C 33 and paragraph entitled "Aggregates" and as modified herein and can be blended with coarse and fine aggregate to produce a well graded combined grading.

B.

"Cementitious material" as used herein shall include portland cement, pozzolan, fly ash, ground granulated blast-furnace slag, and silica fume.

C.

"Design strength" (f'c) is the specified compressive strength of concrete to meet structural design criteria.

D.

"Marine concrete" is that concrete that will be in contact with or subject to submersion, tidal variations, splash, or spray from water in navigable waterways and includes all pile caps and paving along new caps.

E.

"Mixture proportioning" is a description of the proportions of a concrete mixture that were selected to enable it to meet the performance durability requirements, constructability requirements, and the initial and life-cycle cost goals.

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F.

"Mixture proportions" is the concrete supplier's by-mass proportions to replicate the mixture design.

G.

"Pozzolan" is a silicious or silicious and aluminous material, which in itself possesses little or no cementitious value but will, in finely divided form and in the presence of moisture, chemically react with calcium hydroxide at ordinary temperatures to form compounds possessing cementitious properties.

H.

"Field test strength" (fcr) is the required compressive strength of concrete to meet structural and durability criteria. Determine (fcr) during mixture proportioning process.

1.3 A.

1.4

SUMMARY Work includes all concrete at Location ‘C’, Culvert and ‘Combi-Wall’ sheet pile system cap.

SUBMITTALS

The following shall be submitted in accordance with Section 01 33 00 SUBMITTAL PROCEDURES: A.

SD-02 Shop Drawings Reinforcing steel; Reproductions of contract drawings are unacceptable.

B.

SD-03 Product Data Materials for curing concrete Joint sealants Joint filler Epoxy bonding compound Non-shrink grout Reinforcement supports

C.

SD-05 Design Data Mixture design

D.

SD-06 Test Reports Concrete mixture proportions Fly ash Natural pozzolan Ultra fine Fly Ash Ground iron blast-furnace slag Silica fume Aggregates Admixtures Cement Water

E.

SD-07 Certificates Concrete placement and compaction Quality assurance Field testing technician and testing agency Mixture designs

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1.5

MODIFICATION OF REFERENCES Accomplish work in accordance with ACI publications except as modified herein. Consider the advisory or recommended provisions to be mandatory, as though the word "shall" had been substituted for the words "should" or "could" or "may," wherever they appear. Interpret reference to the "Building Official," the "Structural Engineer," and the "Architect/Engineer" to mean the Contracting Officer.

1.6

DELIVERY, STORAGE, AND HANDLING Do not deliver concrete until vapor barrier, forms, reinforcement, embedded items, and chamfer strips are in place and ready for concrete placement. ACI 301 and ASTM A 934/A 934M for job site storage of materials. Store reinforcement of different sizes and shapes in separate piles or racks raised above the ground. Protect materials from contaminants such as grease, oil, and dirt. Ensure materials can be accurately identified after bundles are broken and tags removed.

1.7

QUALITY ASSURANCE A.

Concrete Mixture Design At least 30 days prior to concrete placement, submit proportions for a concrete mixture for each strength and type of concrete. Submit a complete list of materials including type; brand; source and amount of cement, aggregate, fly ash, (or slag pozzolans), silica fume, ground slag, polypropylene fibers, anti-washout and other admixtures for underwater concreting, corrosion inhibitors; and applicable reference specifications. Submit additional data regarding concrete aggregates if the source of aggregate changes. Submittal shall clearly indicate where each mixture will be used when more than one mix design is submitted. The approval of aggregate, fly ash, silica fume, and pozzolan, tests results shall have been within 6 months of submittal date. Obtain acknowledgement of receipt prior to concrete placement. The mixture shall be prepared by an accredited laboratory experienced in this field and under the direction of a licensed/registered civil engineer, who shall sign all reports and designs.

B.

Drawings 1.

Reinforcing Steel ACI SP-66.Provide bending and cutting diagrams, assembly diagrams, splicing placement and laps of bars, shapes, dimensions, and details of bar reinforcing, accessories, and concrete cover. Do not scale dimensions from structural drawings to determine lengths of reinforcing bars. Only complete drawings will be accepted.

C.

Certificates

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1.

Field Testing Technician and Testing Agency Submit data on qualifications of proposed testing agency and technicians for approval by the Contracting Officer prior to performing any work. a) Work on concrete under this contract shall be performed by an ACI Concrete Field Testing Technician Grade 1 or Grade 2 qualified in accordance with ACI SP-299 or equivalent. Equivalent certification programs shall include requirements for written and performance examinations as stipulated in ACI SP-299. b) Testing agencies that perform testing services on reinforcing steel shall meet the requirements of ASTM E 329. c) Testing agencies that perform testing services on concrete materials shall meet the requirements of ASTM C 1077.

2.

Mixture Designs Provide a detailed report of materials and methods used, test results, and the field test strength (fcr) for marine concrete required to meet durability requirements.

D.

Test Reports 1.

Concrete Mixture Proportions a) Submit copies of test reports by independent test labs conforming to ASTM C 1077 showing that the mixture has been successfully tested to produce concrete with the properties specified and that mixture will be suitable for the job conditions. Test reports shall be submitted along with the concrete mixture proportions. Obtain approval before concrete placement. b) Fully describe the processes and methodology whereby mixture proportions were developed and tested and how proportions will be adjusted during progress of the work to achieve, as closely as possible, the designated levels of relevant properties.

2.

Fly Ash and Natural Pozzolan Submit test results in accordance with ASTM C 618. Submit test results performed within 6 months of submittal date.

3.

Ultra fine Fly Ash Submit test results in accordance with ASTM C 618 as a class F fly ash with additional requirements: a) The pozzolanic activity index at 28 days shall be at least 95% of the control. b) The average particle size shall be less than 4 microns with 90% of the

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particles being less than 10 microns. c) The retained percentage on a #325 sieve shall be no greater than 6.0% Submit test results performed within 6 months of submittal date. 4.

Ground Iron Blast-Furnace Slag Submit test results in accordance with ASTM C 989 for ground iron blast-furnace slag. Submit test results performed within 6 months of submittal date.

5.

Silica Fume Submit test results in accordance with ASTM C 1240 for silica fume. Data shall be based upon tests performed within 6 months of submittal.

6.

Aggregates Submit test results for aggregate quality in accordance with ASTM C 33, and the combined graduation curve for grading proposed for use in the work and used in the mixture qualification, and ASTM C 295 for results of petrographic examination. Where there is potential for alkali-silica reaction, provide results of tests conducted in accordance with ASTM C 227 or ASTM C 1260. Submit results of all tests during progress of the work in tabular and graphical form as noted above, describing the cumulative combined aggregate grading and the percent of the combined aggregate retained on each sieve.

7.

Admixtures Submit test results in accordance with ASTM C 494 and ASTM C 1017 for concrete admixtures, ASTM C 260 for air-entraining agent, and manufacturer's literature and test reports for corrosion inhibitor. Submitted data shall be based upon tests performed within 6 months of submittal.

8.

Fiber-Reinforced Concrete Test to determine flexural toughness index I5 in accordance with ASTM C 1116.

9.

Cement Submit test results in accordance with ASTM C 150 portland cement and/or ASTM C 595 and ASTM C 1157 for blended cement. Submit current mil data.

10.

Water Submit test results in accordance with ASTM D 512 and ASTM D 516.

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PART 2 - PRODUCTS 2.1 A.

CONCRETE Durability and Strength ACI 201.2R and ACI 211.1. For structural elements to be exposed in a marine environment, adjust the concrete 28-day design strength to produce concrete of minimum design strength (f'c) of 4000 psi.

B.

Contractor-Furnished Mixture Proportions 1.

Strength and Mixture Proportions and Water-Cementitious Materials Ratio. Strength requirements shall be based on 28-day compressive strength determined on 6 by 12 inch cylindrical specimens in accordance with ASTM C 39/C 39M. The specified compressive strength of the concrete (f'c) for each portion of the structure shall meet the requirements in the contract documents.

2.

The mixture proportions for marine concrete shall be developed by the Contractor to produce the design strength (f'c) and to provide durability, workability, and mixture consistency to facilitate placement, compaction into the forms and around reinforcement without segregation or bleeding. The requirements for durability consideration specified in Table 1 and subparagraph "g" below shall be incorporated in the mixture proportions.

Table 1 - Concrete Quality Requirements

Exp

Zone Condition All concrete

3.

W/CM All

Max lb/yd3

0.45

Minimu quantity o cementi ti materia l lb/yd3

675

Mini quant portla ceme

505

One mechanism of material deterioration that results in cracking is the formation of expansive compounds formed either by aggregate reactivity to cement alkali or by chemical reactions between elements of seawater and the hydrated cement paste. As such the selection of aggregates (coarse and fine) shall present a low risk to producing expansive by-products due to chemical reactions. Maximum allowable expansion is 0.08 percent at 14 days per ASTM C 1260. If this is not met, then maximum allowable expansion for the proposed concrete mixture/s shall be 0.08 percent at 14

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days per ASTM C 1567. All aggregate sources shall be tested. Also, provide documentation that the aggregate has no history of chemical deterioration in concrete. All data shall be no more than 180 days old at the time of submittal. 4.

The cement factor given in the foregoing table is a minimum; if they are not sufficient to produce concrete of the strength required, they shall be increased as necessary, without additional compensation under the contract. The cement factor shall be calculated using cementitious material, including Class F Fly ash and or GGBFS slab. Use 25%-40% (by weight) Class F fly ash, 40% -50% GGBFS slag, or a combination that is approved by the Contracting Officer. The slump will be determined by ASTM C 143/C 143M and shall be within the range given herein; the Specified slump shall be as approved by the Contracting Officer. A corrosion inhibitor consisting of 2.0 gallons per cubic yard of calcium Nitrite will be included in the mix. 5%-10% silica fume content may be added by mass of the cementitious material for strength requirements. The silica fume shall originate from the manufacture of silicon metal and ferro-silicon alloys. A high-range water reducer shall be used with silica fume for proper dispersion of the silica fume. The contractor is responsible to assure that cured concrete does not contain undispersed clumps of silica fume that may undergo chemical reaction in the concrete. Obtain acknowledgement of receipt prior to beginning any concrete work. Approved admixtures shall be used in proportions recommended by the manufacturer to obtain the optimum effect, with seasonal atmospheric and job conditions considered. If modifications to the mix are required, a new mix shall be submitted for approval.

C.

5.

Air Content. concrete that will be subject to destructive exposure (other than loading and wear in a passive environment) such as freezing and thawing, severe weathering, or deicing chemicals shall be air entrained and shall conform to the air limits specified in ACI 301.

6.

Slump: The concrete mixture shall be proportioned to have, at the point of deposit, a maximum slump of 4 inches as determined by ASTM C 143/C 143M. Where an ASTM C 494, Type F or G admixture is used, the slump after the addition of the admixture shall be no less than6 inches nor greater than 8 inches. Slump tolerances shall comply with the requirements of ACI 117.

7.

Chloride Ion Penetration: To ensure the durability of concrete in marine environment, concrete shall be proportioned to have the chloride ion penetration test in accordance with ASTM C 1202, and be below 3000 coulombs for concrete specimens tested at 60 days. Alternatively, a ponding test in accordance with AASHTO T 259 may be performed to validate chloride ion penetration in accordance with ASTM C 1202.

Required Average Strength of Concrete

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The minimum compressive strength (fcr) of the selected mixture shall equal or exceed the strength required under ACI 301 for laboratory mixture designs and which passes the test indicated in the subparagraph entitled "Chloride Ion Penetration. The average compressive strength produced under field tests shall be the minimum compressive strength (fcr) required during construction. 2.2

MATERIALS

A.

Cement ASTM C 150, Type II, Type I/II and/or ASTM C 595, Type IP (MS) or IS(MS), and ASTM C 1157, Type MS blended cement except as modified herein. The use of Type I cement is not acceptable in a marine environment. For Type II or blended-hydraulic cement, the tricalcium aluminate (C3A) content shall not be less than 6 percent to provide protection for the reinforcement and shall not be more than 8 percent to obtain concrete that is resistant to sulfate attack. ACI recommends a maximum cement-alkali content of 0.60 percent, equivalent to Na2O (sodium oxide) to avoid deterioration caused by ASR. Cements marked Type I/II may be used provided that they comply with all criteria for ASTM C 150 Type II or blended-hydraulic cements listed above. Blended cements shall consist of a mixture of ASTM C 150 cement and one of the following materials: ASTM C 618 pozzolan or fly ash, or ASTM C 989 ground granulated blast-furnace slag or silica fume. Use one manufacturer for each type of cement, ground slag, fly ash, and pozzolan. Provide mill certificates for cementitious materials composition (cements, fly ash, pozzolans, etc.) 1.

Fly Ash and Pozzolan ASTM C 618, Type F Maximum of 1.5% available alkali, a maximum 6% loss on ignition, and a maximum of 8% (up to 10%) if a minimum replacement of 30%). Add with cement. Fly ash certificates shall include test results in accordance with ASTM C 618, including Available Alkalies indicated in the Supplementary Optional Chemical Requirements.

2.

Ground Iron Blast-Furnace Slag (GGBFS) ASTM C 989, Grade 120.

3.

Silica Fume ASTM C 1240. Silica fume and high-water reducer shall be of the same manufacturer.

B.

Water Water shall comply with the requirements of ASTM C 94/C 94M and the chloride and sulfate limits in accordance with ASTM D 512 and ASTM D 516. Mixing water shall not contain more than 500 parts per million of chlorides as Cl and not more than 100 parts per million of sulfates as SO4. Water shall be free from injurious amounts of oils, acids, alkalies, salts, and organic materials. Where water from reprocessed concrete is proposed for use in the work, submit results

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of tests to verify that the treatment has negated adverse effects of deleterious materials. C.

Aggregates

ASTM C 33, except as modified herein.

D.

1.

The combined aggregates in the mixture (coarse, fine, and blending sizes) shall be well graded from the coarsest to the finest with not more than 18 percent nor less than 8 percent, unless otherwise permitted, of the combined aggregate retained on any individual sieve with the exceptions that the No. 50 may have less than 8 percent retained, sieves finer than No. 50 shall have less than 8 percent retained, and the coarsest sieve may have less than 8 percent retained. Use blending sizes where necessary, to provide a well graded combined aggregate. Reports of individual aggregates shall include standard concrete aggregate sieve sizes including 1 1/2 inches, one inch, 3/4 inch, 1/2 inch, 3/8 inch, No. 4, No. 8, No. 16, No. 30, No. 50, and No. 100.

2.

Provide aggregates for exposed concrete from one source, ASTM C 227. Do not provide aggregates that react deleteriously with alkalies in cement. Refer to appendix, paragraph entitled "Test Method containing no deleterious material properties as identified by ASTM C 295.

3.

Where a size designation is indicated, that designation indicates the nominal maximum size of the coarse aggregate.

4.

Fine and coarse aggregates to be used in all concrete shall be evaluated and tested by the Contractor for alkali-aggregate reactivity in accordance with ASTM C 1260. The coarse and fine aggregates shall be evaluated separately, in accordance with ASTM C 1260, and in combination, which match the Contractor's proposed mix design proportioning, utilizing the modified version of ASTM 1260. The modified version of ASTM C 1260 shall utilize the Contractor's proposed low alkali Portland cement and Class "F" fly ash (or GGBFS or a combination of both) for the test proportioning. Test results of the combination shall have a measured expansion of less than 0.08 percent at 16 days. Should the test data indicate an expansion of greater than 0.08%, the aggregate(s) shall be rejected and the Contactor shall submit new aggregate sources for retesting.

5.

Where historical data is used, provide aggregates from the same sources having the same size ranges as those used in the concrete represented by historical data. Even when historical data is used, the modified ASTM C1260 shall be completed per subparagraph(d) of this section.

6.

Marine aggregate may be used when conforming to ASTM C 33 and if it originates from the up-current side of the land mass and it has been washed by the fresh water so that the total chloride and sulfate content of the concrete mixture does not exceed the limits defined herein. C227" of ASTM C 33 for expansion limits. Provide aggregate Nonshrink Grout ASTM C 1107.

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Admixtures

E.

1.

Provide chemical admixtures that comply with the requirements shown below and in accordance with manufacturer's recommendations, and appropriate for the climatic conditions and the construction needs. Do not use calcium chloride or admixtures containing chlorides from other than impurities from admixture ingredients.

2.

Provide maximum concentrations of corrosion-inducing chemicals as shown in Table 2 below. For concrete that may be in contact with prestressing steel tendons, the concentration shall not exceed 60 percent of the limits given in Table 2. For the concentration in grout for prestressing ducts, do not exceed 25 percent of the limits in Table 2. Table 2 - Limits on Corrosion-Inducing Chemicals

Chemical*

Limits, Percent**

Chlorides Fluorides Sulphites Nitrates

0.10 0.10 0.13 0.17

Test Method AST AST M AST M AST M

D D D D

512 1179 1339 3867

* Limits refer to water-soluble chemicals ** Limits are expressed as a percentage of the mass of the total cementitious materials. 3.

The total alkali content shall not increase the total sodium-oxide equivalent alkali content of the concrete by more than 0.5 lb/yd3.

4. Provide anti-washout admixtures for underwater placement with a proven record of performance and compatible with the chosen cement. 5.

Air Entraining Admixture Provide air entraining admixtures conforming to ASTM C 260. Provide the admixture of such a type and dosage that the total air content in the hardened concrete can be readily maintained within the limits specified in Table 3. Table 3 - Air Content

Nominal maximum size of Size coarse aggregate, inch(es)Number 3/4 1

Total air content, percent by volume

67 57

4-8 3.5-6.5

6.

Accelerating ASTM C 494, Type C.

7.

Retarding ASTM C 494, Type B, D, or G.

8.

Water Reducing ASTM C 494, Type A, E, or F.

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9.

High Range Water Reducer (HRWR) ASTM C 494, Type F and ASTM C 1017.

10.

Corrosion Inhibitor Admixture Corrosion inhibitor shall be 30% water solution of calcium nitrite. Allow for the free water in the admixture within the total water in concrete mixture. Accelerating and set adjusted versions are acceptable, however, the concrete set times effects and mixture workability shall be considered. Refer to admixture manufacturer recommendations for dosage for chloride protection levels.

F.

Materials for Forms Provide wood, plywood, or steel. Use plywood or steel forms where a smooth form finish is required. Lumber shall be square edged or tongue-and-groove boards, free of raised grain, knotholes, or other surface defects. Plywood: PS-1, B-B concrete form panels or better. Steel form surfaces shall not contain irregularities, dents, or sags. Form Ties and Form-Facing Material

1.

G.

a)

Provide a form tie system that does not leave mild steel after break-off or removal any closer than 2 inches from the exposed surface. Do not use wire alone. Form ties and accessories shall not reduce the effective cover of the reinforcement.

b)

Form-facing material shall be structural plywood or other material that can absorb air trapped in pockets between the form and the concrete and some of the high water-cementitious materials ratio surface paste. Maximum use is three times. Provide forms with a form treatment to prevent bond of the concrete to the form.

c)

As an alternate to using an absorptive wood form contact face as a form liner, use "Zendrain" or an approved equal in strict accordance with the manufacturer's recommendations.

Reinforcement 1.

Reinforcing Bars ACI 301 unless otherwise specified. ASTM A 615/A 615M and ASTM A 617/A 617M with the bars marked A, Grade60; or ASTM A 616/A 616M with the bars marked R, Grade 60.

2.

Reinforcing Bar Coating Reinforcing shall be epoxy coated in accordance with ASTM A 775.

3.

Welded Wire Fabric

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ASTM A 185 or ASTM A 497. Provide flat sheets of welded wire fabric for slabs and toppings. 4.

Wire ASTM A 82 or ASTM A 496, plastic coated.

H.

Materials for Curing Concrete 1.

Impervious Sheeting ASTM C 171; waterproof paper, clear or white polyethylene sheeting, or polyethylene-coated burlap.

2.

Pervious Sheeting AASHTO M 182.

I.

Expansion/Contraction Joint Filler ASTM D 1751 or ASTM D 1752, 1/2 inch thick, unless otherwise indicated.

J.

Joint Sealants

K.

1.

Horizontal Surfaces, 3 Percent Slope, Maximum ASTM D 1190 or ASTM C 920, Type M, Class 25, Use T.

2.

Vertical Surfaces Greater Than 3 Percent Slope ASTM C 920, Type M, Grade NS, Class 25, Use T.

Epoxy Bonding Compound ASTM C 881. Provide Type I for bonding hardened concrete to hardened concrete; Type II for bonding freshly mixed concrete to hardened concrete; and Type III as a binder in mortar or concrete, or for use in bonding skid-resistant materials to hardened concrete. Provide Grade 1 or 2 for horizontal surfaces and Grade 3 for vertical surfaces. Provide Class A if placement temperature is below 40 degrees F; Class B if placement temperature is between 40 and 60 degrees F; or Class C if placement temperature is above 60 degrees F.

PART 3 - EXECUTION 3.1

FORMS

A.

ACI 301. Set forms mortar-tight and true to line and grade. Chamfer above grade exposed joints, edges, and external corners of concrete 0.75 inch unless otherwise indicated. Forms submerged in water shall be watertight.

B.

Provide formwork with clean-out openings to permit inspection and removal of debris. Formwork shall be gasketed or otherwise rendered sufficiently tight to

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prevent leakage of paste or grout under heavy, high-frequency vibration. Use a release agent that does not cause surface dusting. Limit reuse of plywood to no more than three times. Reuse may be further limited by the Contracting Officer if it is found that the pores of the plywood are clogged with paste to the degree that the wood does not absorb the air or the high water-cementitious materials ratio concrete surface. C.

D.

Patch form tie holes with a nonshrink patching material in accordance with the manufacturer's recommendations and subject to approval. Coating Before concrete placement, coat the contact surfaces of forms with a nonstaining mineral oil, nonstaining form coating compound, or two coats of nitrocellulose lacquer. Do not use mineral oil on forms for surfaces to which adhesive, paint, or other finish material is to be applied.

E.

Removal of Forms and Supports After placing concrete, forms shall remain in place for the time periods specified in ACI 347R, except for concrete placed underwater, forms shall remain in place 48 hours. Prevent concrete damage during form removal. 1.

Special Requirements for Reduced Time Period Forms may be removed earlier than specified if ASTM C 39/C 39M test results of field-cured samples from a representative portion of the structure or other approved and calibrated non-destructive testing techniques show that the concrete has reached a minimum of 85 percent of the design strength.

3.2

PLACING REINFORCEMENT AND MISCELLANEOUS MATERIALS

ACI 301. Remove rust, scale, oil, grease, clay, or foreign substances from reinforcing. Do not tack weld. A.

Reinforcement Supports Place reinforcement and secure with non-magnetic noncorroding chairs, spacers, or hangers. Support reinforcement on the ground with concrete, noncorroding material and having a compressive strength equal to or greater than the concrete being placed, and having a permeability equal or lesser than the concrete being placed. Bars shall be tied with noncorroding tie wire or plastic ties.

B.

Splicing As indicated. For splices not indicated, ACI 301. Do not splice at points of maximum stress. Overlap welded wire fabric the spacing of the cross wires, plus 2 inches. AWS D1.4. Welded splices shall be approved prior to use.

C.

Future Bonding Plug exposed, threaded, mechanical reinforcement bar connectors with a greased

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bolt. Bolt threads shall match the connector. Countersink the connector in the concrete. Calk the depression after the bolt is installed. D.

Cover Minimum concrete cover for reinforcement is shown in Table 4. Uniform, high quality concrete cover over the steel reinforcement is critically important for long-term durability. The cover to the principal reinforcing bars shall be as shown, but not less than 2 times the nominal maximum aggregate size nor less than 1.5 times the effective diameter of the reinforcing bars. ACI 117 shall be used for tolerance of concrete cover. Table 4 - Minimum Concrete Cover Over Reinforcement

Zone

Cover over reinforcing steel

Atmospheric zone not subject to salt spray

2.0 in.

Tidal, splash, and atmospheric zone subject to salt spray

2.0 in.

Submerged zone

3.0 in.

Cover of stirrups

E.

1/2 in. less than those listed above

Setting Miscellaneous Material Place and secure anchors, bolts, pipe sleeves, conduits, and other such items in position before concrete placement. Plumb anchor bolts and check location and elevation. Temporarily fill voids in sleeves with readily removable material to prevent the entry of concrete. Electrically isolate exposed steel work and its anchor systems from the primary steel reinforcement with at least 2 inches of concrete. Coat exposed steel work to reduce corrosion. Take particular care to ensure against corrosion on edges and horizontal surfaces.

F.

Construction Joints Locate joints to least impair strength. Continue reinforcement across joints unless otherwise indicated.

G.

Expansion Joints and Contraction Joints Provide expansion joint at edges of slabs on grade abutting vertical surfaces, and as indicated. Make expansion joints 1/2 inch wide unless indicated otherwise. Completely fill joints exposed to weather with joint filler material and joint sealant. Do not extend reinforcement or other embedded metal items bonded to the concrete through any expansion joint unless an expansion sleeve is used. Place contraction joints, either formed or saw cut or cut with a jointing tool, to the indicated depth after the surface has been finished. Sawed joints shall be

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completed within 4 to 12 hours after concrete placement. Protect joints from intrusion of foreign matter. 3.3

BATCHING, MEASURING, MIXING, AND TRANSPORTING CONCRETE

ASTM C 94/C 94M, ACI 301, and ACI 304R, except as modified herein. Batching equipment shall be such that the concrete ingredients are consistently measured within the following tolerances: 1 percent for cement and water, 2 percent for aggregate, and 3 percent for admixtures. Furnish mandatory batch tickets imprinted with mix identification, batch size, batch design and measured weights, moisture in the aggregates, and time batched for each load of ready mix concrete. When a pozzolan is batched cumulatively with the cement, it shall be batched after the cement has entered the weight hopper.

A.

Measuring Make measurements at intervals as specified in paragraphs entitled "Sampling" and "Testing." Adjust batch proportions to replicate the mixture design using methods provided in the approved quality assurance plan. Base the adjustments on results of tests of materials at the batch plant for use in the work. Maintain a full record of adjustments and the basis for each.

B.

Mixing ASTM C 94/C 94M and ACI 301. Machine mix concrete. Begin mixing within 30 minutes after the cement has been added to the aggregates. Place concrete within 90 minutes of either addition of mixing water to cement and aggregates or addition of cement to aggregates if the air temperature is less than 85 degrees F. Reduce mixing time and place concrete within 60 minutes if the air temperature is greater than 85 degrees F except as follows: if set retarding admixture is used and slump requirements can be met, limit for placing concrete may remain at 90 minutes. Additional water may be added, if both the specified maximum slump and water-cementitious material ratio are not exceeded. When water is added, an additional 30 revolutions of the mixer at mixing speed is required. If time of discharge exceeds time required by ASTM C 94/C 94M, submit a request along with description of precautions to be taken. If the entrained air content falls below the specified limit, add a sufficient quantity of admixture to bring the entrained air content within the specified limits. Dissolve admixtures in the mixing water and mix in the drum to uniformly distribute the admixture throughout the batch.

C.

Transporting Transport concrete from the mixer to the forms as rapidly as practicable. Prevent segregation or loss of ingredients. Clean transporting equipment thoroughly before each batch. Do not use aluminum pipe or chutes. Remove concrete which has segregated in transporting and dispose of as directed.

3.4

PLACING CONCRETE

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Place concrete as soon as practicable after the forms and the reinforcement have been inspected and approved. Do not place concrete when weather conditions prevent proper placement and consolidation; in uncovered areas during periods of precipitation; or in standing water. Prior to placing concrete, remove dirt, construction debris, water, snow, and ice from within the forms. Deposit concrete as close as practicable to the final position in the forms. Do not exceed a free vertical drop of 3 feet from the point of discharge. Place concrete in one continuous operation from one end of the structure towards the other or lifts for vertical construction.

A.

Vibration Comply with the requirements of ACI 309R and ASTM A 934/A 934M using vibrators with a minimum frequency of 9000 vibrations per minute (VPM). Use only high cycle or high frequency vibrators. Motor-in-head 60 cycle vibrators may not be used. Provide a spare vibrator at the casting site whenever concrete is placed. Place concrete in 18 inch maximum vertical lifts. Insert and withdraw vibrators approximately 18 inches apart. Penetrate at least 8 inches into the previously placed lift with the vibrator when more than one lift is required. Extract the vibrator using a series of up and down motions to drive the trapped air out of the concrete and from between the concrete and the forms. For slab construction use vibrating screeds designed to consolidate the full depth of the concrete. Do not vibrate concrete placed with anti-washout admixtures. Vibrators shall be equipped with rubber vibrator heads.

B.

Application of Epoxy Bonding Compound Apply a thin coat of compound to dry, clean surfaces. Scrub compound into the surface with a stiff-bristle brush. Place concrete while compound is tacky. Do not permit compound to harden prior to concrete placement. Follow manufacturer's instructions regarding safety and health precautions when working with epoxy resins.

C.

Pumping ACI 304R and ACI 304.2R. Pumping shall not result in separation or loss of materials nor cause interruptions sufficient to permit loss of plasticity between successive increments. Loss of slump in pumping equipment shall not exceed 2 inches. Do not use pipe made of aluminum or aluminum alloy. Avoid rapid changes in pipe sizes. Limit maximum size of coarse aggregate to 33 percent of the diameter of the pipe. Maximum size of well rounded aggregate shall be limited to 40 percent of the pipe diameter. Take samples for testing at both the point of delivery to the pump and at the discharge end.

D.

Cold Weather ACI 306.1. Do not allow concrete temperature to decrease below 50 degrees F. Obtain approval prior to placing concrete when ambient temperature is below 40

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degrees F or when concrete is likely to be subjected to freezing temperatures within 24 hours. Cover concrete and provide sufficient heat to maintain 50 degrees F minimum adjacent to both the formwork and the structure while curing. Limit the rate of cooling to 5 degrees F in any one hour and 50 degrees F per 24 hours after heat application. E.

Hot Weather ACI 305R. Maintain required concrete temperature using Figure 2.1.5, "Effect of Concrete Temperatures, Relative Humidity, and Wind Velocity on the Rate of Evaporation of Surface Moisture From Concrete" in ACI 305R to prevent the evaporation rate from exceeding 0.2 pound of water per square foot of exposed concrete per hour. Cool ingredients before mixing or use other suitable means to control concrete temperature and prevent rapid drying of newly placed concrete. Shade the fresh concrete as soon as possible after placing. Start curing when the surface of the fresh concrete is sufficiently hard to permit curing without damage. If the evaporation rate exceeds 0.1 pounds per square foot per hour, fog spray the exposed concrete surfaces until active moist curing is applied. Provide water hoses, pipes, spraying equipment, and water hauling equipment, where job site is remote to water source, to maintain a moist concrete surface throughout the curing period. Provide burlap cover or other suitable, permeable material with fog spray or continuous wetting of the concrete when weather conditions prevent the use of either liquid membrane curing compound or impervious sheets. For vertical surfaces, protect forms from direct sunlight and add water to top of structure once concrete is set. Internal concrete temperatures at any time during the construction shall not exceed 70 degrees C.

3.5 A.

SURFACE FINISHES EXCEPT SLAB AND PAVEMENT Defects Repair formed surfaces by removing minor honeycombs, pits greater than one square inch surface area or 0.25 inch maximum depth, or otherwise defective areas. Provide edges perpendicular to the surface and patch with nonshrink grout. Patch tie holes and defects when the forms are removed. Concrete with extensive honeycomb including exposed steel reinforcement, cold joints, entrapped debris, separated aggregate, or other defects which affect the serviceability or structural strength will be rejected, unless correction of defects is approved. Obtain approval of corrective action prior to repair. The surface of the concrete shall not vary more than the allowable tolerances of ACI 347R. Exposed surfaces shall be uniform in appearance and finished to a smooth form finish unless otherwise indicated.

B.

Not Against Forms (Top of Caps) Finish surfaces not otherwise specified with wood floats to even surfaces, and match adjacent finishes.

C.

Formed Surfaces 1.

Tolerances

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ACI 117 and as indicated. 2.

As-Cast Rough Form Provide for surfaces not exposed to public view. Patch holes and defects and level abrupt irregularities. Remove or rub off fins and other projections exceeding 0.25 inch in height.

3.

As-Cast Form Provide form facing material producing a smooth, hard, uniform texture on the concrete. Arrange facing material in an orderly and symmetrical manner and keep seams to a practical minimum. Support forms as necessary to meet required tolerances. 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. Patch tie holes and defects and completely remove fins.

3.6 A.

FINISHES FOR HORIZONTAL CONCRETE SURFACES Finish ACI 301. Place, consolidate, and immediately strike off concrete to obtain proper contour, grade, and elevation before bleedwater appears. Permit concrete to attain a set sufficient for floating. If bleedwater is present prior to floating the surface, drag excess water off or remove by absorption with porous materials. Do not use dry cement to absorb bleedwater. 1.

Floated Exterior slabs where not otherwise specified. After the concrete has been placed, consolidated, struck off, and leveled, do not work the concrete further, until ready for floating. Whether floating with a wood, magnesium, or composite hand float, with a bladed power trowel equipped with float shoes, or with a powered disc, float shall begin when the surface has stiffened sufficiently to permit the operation.

2.

Concrete Containing Silica Fume Finish using magnesium floats or darbies.

3.

Broomed Perform a floated finish, then draw a broom or burlap belt across the surface to produce a coarse scored texture. Permit surface to harden sufficiently to retain the scoring or ridges. Broom at right angles to the slope of the slab. Pavement Screed the concrete with a template advanced with a combined longitudinal and crosswise motion. Maintain a slight surplus of concrete ahead of the template. After screeding, float the concrete longitudinally. Use a straightedge to check slope and flatness; correct and refloat as

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necessary. Obtain final finish by a burlap drag. Drag a strip of clean, wet burlap from 3 to 10 feet wide and 2 feet longer than the pavement width across the slab. Produce a fine, granular, sandy textured surface without disfiguring marks. Round edges and joints with an edger having a radius of 1/8 inch. 3.7

CURING AND PROTECTION

A.

ACI 301 and ACI 308 unless otherwise specified. Prevent concrete from drying by misting surface of concrete. Begin curing immediately following final set. Avoid damage to concrete from vibration created by blasting, pile driving, movement of equipment in the vicinity, disturbance of formwork or protruding reinforcement, by rain or running water, adverse weather conditions, and any other activity resulting in ground vibrations. Protect concrete from injurious action by sun, rain, flowing water, frost, mechanical injury, tire marks, and oil stains. Do not allow concrete to dry out from time of placement until the expiration of the specified curing period. Do not use membrane-forming compound on surfaces where appearance would be objectionable, on any surface to be painted, where coverings are to be bonded to the concrete, or on concrete to which other concrete is to be bonded. If forms are removed prior to the expiration of the curing period, provide another curing procedure specified herein for the remaining portion of the curing period. Provide moist curing for those areas receiving liquid chemical sealer-hardener or epoxy coating. For concrete slabs or wide beams containing silica fume, fog spray and install wind breaks to ensure 100 percent relative humidity until wet curing is started.

B.

Wet cure marine concrete using potable water for a minimum of 7 days. Do not allow construction loads to exceed the superimposed load which the structural member, with necessary supplemental support, is capable of carrying safely and without damage.

C.

Moist Curing Remove water without erosion or damage to the structure. •

Ponding or Immersion

Continually immerse the concrete throughout the curing period. Water shall not be 20 degrees F less than the temperature of the concrete. For temperatures between 40 and 50 degrees F, increase the curing period by 50 percent. •

Fog Spraying or Sprinkling Apply water uniformly and continuously throughout the curing period. For temperatures between 40 and 50 degrees F, increase the curing period by 50 percent.

•

Pervious Sheeting Completely cover surface and edges of the concrete with two thicknesses of wet sheeting. Overlap sheeting 6 inches over adjacent sheeting. Sheeting shall be at least as long as the width of the surface to be cured. During application, do not drag the sheeting over the finished concrete nor over

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sheeting already placed. Wet sheeting thoroughly and keep continuously wet throughout the curing period. •

Impervious Sheeting Wet the entire exposed surface of the concrete thoroughly with a fine spray of water and cover with impervious sheeting throughout the curing period. Lay sheeting directly on the concrete surface and overlap edges 12 inches minimum. Provide sheeting not less than 18 inches wider than the concrete surface to be cured. Secure edges and transverse laps to form closed joints. Repair torn or damaged sheeting or provide new sheeting. Cover or wrap vertical structural elements from the top down with impervious sheeting; overlap and continuously tape sheeting joints; and introduce sufficient water to soak the entire surface prior to completely enclosing. Protection of Treated Surfaces

D.

Prohibit pedestrian and vehicular traffic and other sources of abrasion at least 72 hours after compound application. Maintain continuity of the coating for the entire curing period and immediately repair any damage. E.

Curing Periods Moist cure concrete using potable water for a minimum of 7 days. Continue additional curing for a total period of 21 days. Begin curing immediately after placement. Protect concrete from premature drying, excessively hot temperatures, and mechanical injury; and maintain minimal moisture loss at a relatively constant temperature for the period necessary for hydration of the cement and hardening of the concrete. The materials and methods of curing shall be subject to approval by the Contracting Officer.

3.8

FIELD QUALITY CONTROL

Field quality control is the responsibility of the contractor. All plastic concrete properties are to be monitored and controlled to meet the contractor's constructability demands. There are field quality control requirements for compressive strength and durability. These are also the responsibility of the contractor A.

Evaluation of Mixture Designs 1.

The adequacy of the mixture design to produce the minimum specified strength and durability shall be confirmed by testing field batches, and testing the hardened concrete as described herein. Slump shall not exceed the slump proposed for the work. Cure the castings for 7 days.

2.

Test the fresh concrete as follows: a) Slump in accordance with ASTM C 143/C 143M. b) Air content in accordance with ASTM C 231 or ASTM C 173/C 173M. c) Unit weight in accordance with ASTM C 138/C 138M.

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d) For strength, cast nineteen 6 by 12 inch cylinders in

accordance with ASTM C 31/C 31M. 3.

Test 6 by 12 inch cylinders cast under subparagraph b above as follows: a) Measure and weigh each specimen to determine unit weight as they

are stripped from the molds. b) Two at each age of 24 hours and 3 and 7 days in accordance with

ASTM C 39/C 39M. c) Three at each age of 28, 56, and 90 days in accordance with ASTM

C 39/C 39M. d) Two at each age of 28 and 90 days in accordance with

ASTM C 496/C 496M. 4.

Sampling and determination of water soluble chloride ion content in accordance with ASTM C 1218/C 1218M. Maximum water soluble chloride ion concentrations in hardened concrete at ages from 28 to 42 days contributed from the ingredients including water, aggregates, cementitious materials, and admixtures shall not exceed the limits of Table 5 below.

5.

Sampling and determination of chloride ion penetration (ponding test) in accordance with AASHTO T 259.

Table 5 - Maximum Chloride Ion Content for Corrosion Protection

Type of Member

Maximum water soluble chloride ion (C1) in concrete, percent by weight of cement

Prestressed concrete Reinforced concrete exposed to chloride in service Reinforced concrete that will be dry or protected from moisture in service Other reinforced concrete construction 6. B.

0.06 0.08 0.15 0.30

Submit test results for evaluation and acceptance.

Sampling 1.

ASTM C 172. Collect samples of fresh concrete to perform tests specified. ASTM C 31/C 31M for making test specimens.

2.

Sample concrete on a random basis except where a batch appears to be deficient and the test can be used to verify the observed deviation. Identify samples so taken in a manner that they can be segmented from other tests.

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Obtain at least one sample for each 100 cubic yards, or fraction thereof, of each design mixture of concrete placed in any one day. When the total quantity of concrete with a given design mixture is less than 50 cubic yards, the strength tests may be waived by the Contracting Officer, if in his judgment, adequate evidence of satisfactory strength is provided. C.

Testing 1.

Slump Tests ASTM C 143/C 143M. Take concrete samples during concrete placement. The maximum slump may be increased as specified with the addition of an approved high range water reducing (HRWR)` admixture provided that the water-cement ratio is not exceeded. Perform tests at commencement of concrete placement, when test cylinders are made, and for each batch (minimum) or every 10 cubic yards (maximum) of concrete.

2.

Temperature Tests a) Test the concrete delivered and the concrete in the forms. Perform tests in

hot or cold weather conditions below 50 degrees F and above 80 degrees F for each batch (minimum) or every 10 cubic yards (maximum) of concrete, until the specified temperature is obtained, and whenever test cylinders and slump tests are made. b) Determine temperature of each composite sample in accordance with

ASTM C 1064/C 1064M. When the average of the highest and lowest temperature during the period from midnight to midnight is expected to drop below 40 degree s F for more than 3 successive days, concrete shall be delivered to meet the following minimum temperature at the time of placement: i. 55 degrees F for sections less than 12 inches in the least

dimension ii. 50 degrees F for sections 12 to 36 inches in the least

dimension iii. 45 degrees F for sections 36 to 72 inches in the least

dimension iv. 40 degrees F for sections greater than 72 inches in the least

dimension c) The minimum requirements may be terminated when temperatures above

50 degrees F occur during more than half of any 24 hour duration. The temperature of concrete at time of placement shall not exceed 90 degrees F. 3.

Compressive Strength Tests ACI 214R tests for strength - conduct strength tests of concrete during construction in accordance with the following procedures: a) Mold and cure six 6 by 12 inch cylinders from each sample taken in

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accordance with ASTM C 31/C 31M. Prevent evaporation and loss of water from the specimen. b) Test cylinders in accordance with ASTM C 39/C 39M. Test one cylinder at

3 days, two cylinders at 7 days, two cylinders at 28 days, and hold one cylinder in reserve. The compressive strength test results for acceptance shall be the average of the compressive strengths from the two specimens tested at 28 days. If one specimen in a test shows evidence of improper sampling, molding or testing, discard the specimen and consider the strength of the remaining cylinder to be the test result. If both specimens in a test show any defects, the Contracting Officer may allow the entire test to be discarded. c) If the average of any three consecutive strength test results is less than the

specified strength (f'c) or the minimum test strength (fcr) for durability, whichever is higher, by more the 500 psi, take a minimum of three core samples in accordance with ASTM C 42/C 42M, from the in-place work represented by the low test results. Locations represented by erratic core strengths shall be retested. Remove concrete not meeting strength criteria and provide new acceptable concrete. Repair core holes with nonshrink grout. Match color and finish of adjacent concrete. d) Strength test reports shall include location in the work where the batch

represented by a test was deposited, batch ticket number, time batched and sampled, slump, air content (where specified), mixture and ambient temperature, unit weight, and water added on the job. Reports of strength tests shall include detailed information of storage and curing of specimens prior to testing. e) Final reports shall be provided within 7 days of test completion.

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4.

Air Content ASTM C 173/C 173M or ASTM C 231 for normal weight concrete. Where concrete will be exposed to deicing salts as indicated. Make air content tests on samples from the first three batches in the placement and until three consecutive batches have air contents within the range of the specified air content, at which time test every fifth batch. Maintain this test frequency until a batch is not within the specified range at which time resume testing of each batch until three consecutive batches have air contents within the specified range. Perform additional tests as necessary for control. Take air content tests from planned composite samples or from samples taken in accordance with ASTM C 172 at the point of concrete placement.

5.

Chloride Ion Concentration ACI 318/318R. Determine water soluble chloride ion concentration. Perform test once for each mix design.

D.

Non-Destructive Tests Non-destructive tests - use of the rebound hammer in accordance with ASTM C 805, ASTM C 597, or other non-destructive processes may be permitted by the Contracting Officer in evaluating the uniformity and relative concrete strength in place, or for selecting areas to be cored. Evaluate and validate test results conducted on properly calibrated equipment in accordance with standard ASTM procedures indicated 1.

Core Tests Obtain and test cores in accordance with ASTM C 42/C 42M. If concrete in the structure is dry under service conditions, air dry cores (temperature 60 to 80 degrees F, relative humidity less than 60 percent) for 7 days before testing and test dry. If concrete in the structure will be more than superficially wet under service conditions, test the cores, after moisture conditioning, in accordance with ASTM C 42/C 42M. Take at least three representative cores from each member or area of concrete in place that is considered potentially deficient. Impair the strength of the structure as little as possible. If, before testing, cores show evidence of having been damaged subsequent to or during removal from the structure, take replacement cores. Fill core holes with low slump concrete or mortar of a strength equal to or greater than the original concrete. The Contracting Office will evaluate and validate core tests in accordance with the specified procedures.

E.

Acceptance of Concrete Strength

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1.

Standard Molded and Cured Strength Specimens When the averages of all sets of three consecutive compressive strength test results equal or exceed the design compressive strength (f'c) or the required field test strength (fcr) whichever is higher, and no individual strength test falls below the specified compressive strength (f'c) or the required field durability strength (fcr) by more than 500 psi, whichever is higher. These criteria also apply when accelerated strength testing is specified unless another basis for acceptance is specified.

2.

Non-Destructive Tests Non-destructive tests may be used when permitted to evaluate concrete where standard molded and cured cylinders have yielded results not meeting the criteria.

F.

Inspection ACI 311.4R. Inspect concrete placed under water with qualified engineer/divers. -- End of Section --

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SECTION 06 13 33 - TIMBERWORK PART 1 - GENERAL 1.1

REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only. AMERICAN WOOD PROTECTION ASSOCIATION (AWPA) AWPA U1

(2009) Use Category System: User Specification for Treated Wood

AWPA M4

(2002) Standard for the Care of Preservative-Treated Wood Products

AWPA M6

(2007) Brands Used on Forest Products ASME INTERNATIONAL (ASME)

ASME B18.2.1

(1996; Addenda A 1999; Errata 2003; R 2005) Square and Hex Bolts and Screws (Inch Series)

ASME B18.6.1

(1981; R 2008) Wood Screws (Inch Series) ASTM INTERNATIONAL (ASTM)

ASTM A 123/A 123M

(2008) Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products

ASTM A 153/A 153M

(2005) Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware

ASTM A 307

(2007b) Standard Specification for Carbon Steel Bolts and Studs, 60 000 PSI Tensile Strength

ASTM D 1435

(2005) Standard Practice for Outdoor Weathering of Plastics

ASTM D 1972

(1997; R 2005) Standard Practice for Generic Marking of Plastic Products

ASTM D 198

(2009) Standard Test Methods of Static Tests of Lumber in Structural Sizes

ASTM D 2344/D 2344M

(2000; R 2006) Standard Test Method for Short-Beam Strength of Polymer Matrix Composite Materials and Their Laminates

SECTION 06 13 33

Page 1

Page 54

ASTM D 6108

(2009) Standard Test Method for Compressive Properties of Plastic Lumber and Shapes

ASTM D 6109

(2005) Standard Test Methods for Flexural Properties of Unreinforced and Reinforced Plastic Lumber and Related Products

ASTM D 6111

(2009) Standard Test Method for Bulk Density and Specific Gravity of Plastic Lumber and Shapes by Displacement

ASTM D 6112

(1997; R 2005) Compressive and Flexural Creep and Creep-Rupture of Plastic Lumber and Shapes

ASTM D 6117

(1997; R 2005) Standard Test Methods for Mechanical Fasteners in Plastic Lumber and Shapes

ASTM D 696

(2008) Standard Test Method for Coefficient of Linear Thermal Expansion of Plastics Between 30 degrees C and 30 degrees C With a Vitreous Silica Dilatometer U.S. DEPARTMENT OF DEFENSE (DOD)

MIL-P-21035

1.2

(Rev B; Notice 2) Paint, High Zinc Dust Content, Galvanizing Repair (Metric)

SUBMITTALS

Approval is required for submittals. The following shall be submitted in accordance with Section 01 33 00 CONSTRUCTION SUBMITTAL PROCEDURES: Submit lumber species, grade and treatment process. SD-06 Test Reports Delivery inspection list; SD-07 Certificates MSDS and CIS 1.3

DELIVERY AND STORAGE

Open-stack untreated timber and lumber material on skids at least 12 inches aboveground, in a manner that will prevent warping and allow shedding of water. Closestack treated timber and lumber material in a manner that will prevent long timbers or preframed material from sagging or becoming crooked. Keep ground under and within 5 feet of such piles free of weeds, rubbish, and combustible materials. Delaware River Trail Pier 70 to Washington Avenue Bulkhead Specifications

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Protect materials from weather. Handle treated timber with ropes or chain slings without dropping, breaking outer fibers, bruising, or penetrating surface with tools. Do not use cant dogs, peaveys, hooks, or pike poles. Protect timber and hardware from damage. 1.4 A.

QUALITY ASSURANCE MSDS and CIS Provide Material Safety Data Sheets (MSDS) and Consumer Information Sheets (CIS) associated with timber preservative treatment. Contractor shall comply with all safety precautions indicated on MSDS and CIS.

PART 2 - PRODUCTS 2.1 A.

MATERIALS Lumber and Timbers 1.

Solid Sawn Provide solid sawn lumber conforming to Southern Pine No. 2 for all lumber. Lumber shall be identified by the grade mark of a recognized association or independent inspection agency using the specific grading requirements of an association recognized as covering the species used. The association or independent inspection agency shall be certified by the Board of Review, American Lumber Standards Committee, to grade the species used.

2.

Preservative Treatment Fabricate lumber and timbers before preservative treatment. Each piece of treated lumber or timber shall be branded, by the producer, in accordance with AWPA M6. Treat wood to be used in contact with salt water or salt water splash in accordance with AWPA U1 to the requirements of Use Category 5 (UC5B). The Contractor shall be responsible for the quality of treated wood products.

B.

Hardware Bolts with necessary nuts and washers, timber connectors, drift pins, dowels, nails, screws, spikes, and other fastenings. Bolts and nuts shall conform to ASTM A 307. Provide cast-iron ogee, malleable iron washers, or plate or cut washers where indicated. Provide bolts with washers under nut and head. Provide timber connectors and other metal fastenings of type and size shown. Plates and angles shall conform to ASTM A36. Hot-dip galvanize all hardware that is not stainless steel. 1.

Zinc-Coating Galvanize steel specified or indicated by the hot-dip process in accordance with ASTM A 123/A 123M or ASTM A 153/A 153M, as applicable.

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C.

Lag Screws and Lag Bolts ASME B18.2.1.

PART 3 - EXECUTION 3.1

CONSTRUCTION Cut, bevel, and face timbers prior to plant preservative treatment. In addition to the contract clause entitled "Accident Prevention" provide protective equipment for personnel fabricating, field treating, or handling materials treated with creosote or water-borne salts. Refer to paragraph entitled "MSDS and CIS."

A.

Framing Cut and frame lumber and timber so that joints will fit over contact surface. Secure timbers and piles in alignment. Open joints are unacceptable. Shimming is not allowed. Bore holes for drift pins and dowels with a bit 1/16 inch less in diameter than the pin or dowel. Bore holes for truss rods or bolts with a bit 1/16 inch larger in diameter than rod or bolt. Bore holes for lag screws in two parts. Make lead hole for shank the same diameter as shank. Make lead hole for the threaded portion approximately two-thirds of the shank diameter. Bore holes in small timbers for boat or wire spikes with a bit of the same diameter or smallest dimension of the spike to prevent splitting. Counterbore for countersinking wherever smooth faces are indicated or specified.

B.

Bracing Align bents before bracing is placed. Provide bracing of sufficient length to provide a minimum distance of 8 inches between outside bolt and end of brace. Bracing and girts shall bear firmly against piles or timber to which secured. Place fillers to avoid bending the bracing more than one inch out of line when bracing bolts or other fastenings are drawn up tight. Built-up fillers will not be permitted. Make filler a single piece of the same treated lumber as that in the brace, with a width of at least 6 inches and a length of at least 12 inches. Bolt ends of bracing through pile, post, or cap with a bolt of at least 3/4 inch diameter. Bolt or boat spike intermediate intersections as indicated.

C.

Fastening Vertical bolts shall have nuts on the lower end. Where bolts are used to fasten timber to timber, or timber to steel, bolt members together when they are installed and retighten immediately prior to final acceptance of contract. Provide bolts having sufficient additional threading to provide at least 3/8 inch per foot thickness of timber for future retightening. Provide timber connectors of types indicated.

3.2 A.

FIELD TREATMENT Timberwork

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Field treat cuts, bevels, notches, refacing and abrasions made in the field in treated piles or timbers in accordance with AWPA M4, MSDS and CIS. Wood preservatives are restricted use pesticides and shall be applied according to applicable standards. Trim cuts and abrasions before field treatment. Paint depressions or openings around bolt holes, joints, or gaps including recesses formed by counterboring, with preservative treatment used for timber; and after bolt or screw is in place, fill with hot pitch or a bitumastic compound. B.

Galvanized Surfaces Repair and recoat zinc coating which has been field or shop cut, burned by welding, abraded, or otherwise damaged to such an extent as to expose the base metal. Thoroughly clean the damaged area by wire brushing and remove traces of welding flux and loose or cracked zinc coating prior to painting. Paint cleaned area with two coats of zinc oxide-zinc dust paint conforming to MIL-P-21035. Compound paint with a suitable vehicle in a ratio of one part zinc oxide to four parts zinc dust by weight. -- End of Section -

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SECTION 31 05 21 - POLYMERIC MARINE FILTER MATTRESS PART 1 - GENERAL 1.1 A.

SUMMARY Section Includes: Polymeric Marine Filter Mattress system with structural geogrid, braid, mechanical connection elements and stone infill. Design details including mattress thickness shall be as shown on the Contract Drawings, on the Shop Drawings and as directed by the Engineer. Work consists of: 1.

Providing system supplier representative for pre-construction conference with the Contractor and the Engineer.

2.

Furnishing geogrids, braid, mechanical connection elements and stone fill materials as specified herein and shown on the Contract Drawings. Geogrid material shall include sufficient quantities to form lifting hoops for the units.

3.

Fabricating, filling and placing Polymeric Marine Filter Mattress units in accordance with this Section and in reasonably close conformity with the lines, grades and dimensions shown on the Contract Drawings or established by the Engineer. Some pre-fabrication of the units may be accomplished prior to delivery to the site.

B. Related Sections: 1. 2. C.

Section 02200 – Site Preparation Section 02300 – Earthwork Alternates:

1.

Metallic materials will not be considered as an alternate to polymeric materials for the Polymeric Marine Filter Mattress system.

2.

Alternate geogrid materials shall not be used unless submitted to the Engineer and approved in writing by the Engineer at least 7 days prior to the bid letting. The Engineer shall have absolute authority to reject or accept alternate materials based on the requirements of this Section and the Engineer’s judgment. Certain material properties of the structural geogrid are critical to the fabrication, lifting and placement, and serviceability of this application. The structural geogrid must satisfy the requirements of this Section, regardless of any previous approval of the geogrid by the Owner or Engineer for other types of applications. Coated geogrids and geogrids composed of small diameter filaments shall not be allowed for constructing Polymeric Marine Filter Mattress units. In order to

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be considered, submittal packages for alternate geogrid materials must include: a. A list of 10 comparable projects, in terms of size and applications, in the United States, where the results of using the specific alternate geogrid material can be verified after a minimum of 3 years of service life. b. A sample of the alternate geogrid material and certified specification sheets. c. Recommended fabrication and installation instructions. d. Additional information as required at the discretion of the Engineer. 1.2 A.

REFERENCES American Association of State Highway and Transportation Officials (AASHTO) 1. Standard Specifications for Highway Bridges (17th Edition, 2002).

B.

American Society for Testing and Materials (ASTM): 1. D 4355 Standard Test Method for Deterioration of Geotextiles by Exposure to Light, Moisture, and Heat in a Xenon-Arc Type Apparatus. 2. D 4439 Standard Terminology for Geosynthetics 3. D 4759 Standard Practice for Determining the Specification Conformance of Geosynthetics. 4. D 6637 Standard Test Method for Determining Tensile Properties of Geogrids by the Single Rib or Multi-Rib Tensile Method. 5. D 7737 Standard Test Method for Individual Geogrid Junction Strength 6. D 7748 Standard test Method for Flexural Rigidity of Geogrids, Geotextiles and Related Products

C. U. S. Environmental Protection Agency 1. EPA9090 Compatibility Test for Wastes and Membrane Liners. 1.3

DEFINITIONS

A.

Polymeric Marine Filter Mattress - A non-metallic compartmental structure filled tightly with stone prior to installation. Filling is achieved while each unit is positioned on edge prior to installation. Units are comprised of structural geogrid, braid, and mechanical connection elements fabricated to allow placement and provide containment of aggregate fill.

B.

Geogrid – An integrally formed grid structure manufactured of a stress resistant polypropylene (PP) material with molecular weight and molecular characteristics which impart high resistance to:

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1. Loss of load capacity or structural integrity when the geogrid is subjected to mechanical stress in installation 2. Deformation when the geogrid is subjected to applied force in use 3. Loss of load capacity or structural integrity when the geogrid is subjected to long-term environmental stress. C.

Minimum Average Roll Value – Value based on testing and determined in accordance with ASTM D 4759.

D.

True Tensile Modulus in Use – The ratio of tensile strength to corresponding strain (e.g. 1%). The tensile strength is measured via D 6637 as modified by AASHTO Standard Specification for Highway Bridges, 1997 Interim, using a single rib having the greater of 3 junctions or 8 inches and tested at a strain rate of 10 percent of the average specimen gauge length per minute without deforming the test materials under load before measuring such resistance or employing “secant” or “offset” tangent methods of measurement so as to overstate tensile properties. Values shown in Section 2.02 are MARV (minimum average roll values).

E.

Junction Strength – Breaking tensile strength of junctions when tested in accordance with ASTM D 7737-11. Values shown in Section 2.02 are MARV (minimum average roll values).

F.

Flexural Stiffness (also known as Flexural Rigidity) - Resistance to bending force measured via ASTM D 7748-12 using one meter (minimum) long specimens. Values shown in Section 2.02 are MARV (minimum average roll values).

G.

Resistance to Long Term Degradation – Resistance to loss of load capacity or structural integrity when subjected to chemically aggressive environments measured via EPA 9090 immersion testing. Values shown are typical values.

H.

Ultraviolet Stability – The ratio of tensile strength after exposure to the tensile strength prior to exposure, with exposure per ASTM D 4355 and tensile strengths measured D 6637 as discussed above for “True Tensile Modulus in Use.”

1.4

SUBMITTALS

A.

Submit product samples of: 1. Geogrid. 2. Braid. 3. Mechanical connection elements.

B.

Shop Drawings – Submit details of the typical sections and connections.

C.

Submit geogrid product data sheet and certification from the manufacturer that the geogrid product supplied meets the requirements of sub-part 2.02 of this Section.

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D.

1.5 A.

1.6

Submit manufacturer’s general recommendations fabrication, filling, installation and repair.

and

instructions

for

QUALITY ASSURANCE Pre-Construction Conference – Prior to the installation of the units, the Contractor shall arrange a meeting at the site with the system supplier and, where applicable, the system installer. The Owner and the Engineer shall be notified at least 3 days in advance of the time of the meeting. DELIVERY, STORAGE, AND HANDLING

A.

Storage and Protection: 1. 2. 3.

Prevent excessive mud, wet concrete, epoxy, or other deleterious materials from coming in contact with and affixing to mattress materials. Store at temperatures above –20 degrees F (-29 degrees C). Rolled materials may be laid flat or stood on end.

PART 2 PRODUCTS 2.1 A. B.

MANUFACTURERS An approved source of geogrid is Tensar Corporation, Alpharetta, GA or their designated representative. Substitutions – See Section 01600 and sub-part 1.01C of this Section.

2.2 MATERIALS A.

Structural Geogrid: 1.

2.

3.

4.

Unless otherwise called out on the Construction Drawings or Shop Drawings or directed by the Engineer, the structural geogrid type shall be: a. Type 1 for the Top, Bottom, Sides and Internal Diaphragms of the units. The structural geogrid shall be produced from virgin resin and classified as polypropylene (PP) and shall possess complete continuity of all properties throughout its structure. The structural geogrid shall accept applied force in use by positive mechanical interlock (i.e. direct mechanical keying) with: a. Compacted soil or construction fill materials, b. Contiguous sections of itself when overlapped and embedded in compacted soil or construction fill materials, and c. Rigid mechanical connection elements such as bodkins, pins or hooks. The structural geogrid shall have the following characteristics:

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PROPERTY Aperture Dimensions (nominal) Rib Thickness (minimum) True 1% Tensile Modulus in Use (MD / XMD) Junction Strength (MD / XMD) Flexural Stiffness Resistance to Long Term Degradation Ultraviolet Stability (Retained Strength @ 500 hours) B.

2. 3.

inches (mm)

1.0 / 1.2 (25 / 30.5)

inches (mm)

0.07 / 0.07 (1.78 / 1.78)

kN/m (lb/ft)

24,000 / 28,400 (350 / 415)

kN/m (lb/ft)

1,665 / 1,911 (24.3 / 27.9)

mg-cm

2,000,000

%

100

%

98

The braid used for tying and lacing in the fabrication of the units shall be 8strand hollow-core braid composed of high density polyethylene (HDPE). Each strand shall consist of a bundle of monofilament HDPE. The braid shall have a nominal diameter of not less than 3/16 inch and a breaking strength of not less than 400 lbs on a test specimen 36 inches in length. The braid shall be UV stabilized with a minimum carbon black content of 2.0% by weight.

Geotextile: 1.

D.

TYPE 1

UV Stabilized Braid: 1.

C.

UNITS

Class 2, Type A as designated in Section 735 of the Pennsylvania Department of Transportation Standard Specifications (pub408/2011), such as Mirafi 500X by TenCate Geosynthetics, unless otherwise called out on the Construction Drawings or Shop Drawings or directed by the Engineer.

Extensions: 1. 2. 3. 4.

Extensions shall be constructed of ‘Structural Geogrid’; see 2.02 A Structural Geogrid of this Section. Geogrid extensions shall be a two (2) foot structural geogrid extension and attached to the mattress as indicated in the Construction Drawings or Shop Drawings or as directed by the Engineer Geotextile shall be attached to the underside of the mattress and the geogrid extensions utilizing fasteners spaced a maximum 12 inches apart. The geotextile shall be one continuous piece. The geotextile shall be attached to the underside of the mattress and the mattress’s extensions by the manufacturer at the location of the manufacturer of the mattress.

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E.

Stone Fill Materials: 1.

2.

The stone for filling shall be crushed stone. The stone shall be durable and of suitable quality to ensure suitable performance in the mattress and the climate at the work site. Stone shall be free from cracks, seams and other defects that would tend to increase its deterioration in the mattress. The inclusion of objectionable quantities of dirt, sand, clay and rock fines shall not be permitted. Unless other shown on the Construction Drawings or Shop Drawings or approved by the Engineer the stone shall possess the following qualities: Sieve Size (inches) 3 2 – 1/2 2 1 – 1/2 3/4

%, by Weight, Passing 100 90 – 100 35 – 70 0 – 15 0-5

PART 3 EXECUTION 3.1 A.

3.2

EXAMINATION The Contractor shall check the geogrid, braid and mechanical connection elements upon delivery to verify that the proper material has been received. These materials shall be inspected by the Contractor to be free of flaws or damage occurring during manufacturing, shipping, or handling. FINAL FABRICATION AND FILLING

A.

Mechanical Connections - The joints where the ends and baffles of each unit join the top or bottom of the unit shall be made with a mechanical connection between geogrid elements as shown on the Construction Drawings and Shop Drawings.

B.

Seaming - Unless otherwise shown on the Construction Drawings or Shop Drawings or approved by the Engineer: 1.

2.

All cut ends of braid material shall be knotted within 1 inch to 2 inch of the end to prevent raveling of the braid material. The braid material shall be securely knotted to the geogrid at all ends of all stitched seams, and at a spacing not to exceed 6 feet along any stitched seam. Pieces of braid material may be spliced end to end by securely knotting. The stitches along each seam shall be sufficiently tight to close the gap between the adjacent pieces of geogrid. The braid material shall be stitched through each pair of apertures along each seam at least once. The

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spacing of stitches shall be reasonably uniform at approximately 6 (minimum) stitches per foot along the entire length of each seam. 3. Seaming to connect adjacent units is not required. C.

Filling - Unless otherwise shown on the Construction Drawings or Shop Drawings or approved by the Engineer: 1.

2.

3.

4.

3.3

Each unit shall be filled and the fill shall be packed while the unit is laid flat with the top flaps pointed upwards. Dump stone into each compartment. Spread the stone in each compartment allowing final stage spreading to be accomplished manually. Packing of the stone fill material and complete filling of each compartment shall be adequate to achieve complete filling as evidenced by tightly confined stone particles, tensioned interior diaphragms, braid connections, slight bulging of each compartment, and no evidence of air space between compartments during lifting. Excessive bulging of the unit or displacement on the interior diaphragms, such as caused by overpacking or inadequate support, shall not be allowed. Lifting hoops shall be formed by splicing together the flap of the main piece of marine grid over the top of the mattress while leaving sufficient length for the lifting hoop on each end of the mattress to form the top layer of marine grid. Filling shall be accomplished in a manner that does not cause excessive damage to the geogrid, mechanical connection elements or the braid.

PREPARATION

A.

Subgrade - The subgrade soil shall be prepared as indicated on the Construction Drawings or as directed by the Engineer.

B.

Geotextile Underlayer: 1. 2.

3.4

The geotextile underlayer shall be installed in accordance with Section 212 – Geotextiles of the Pennsylvania Department of Transportation Standard Specifications (pub408/2011). The Engineer may approve placing the geotextile simultaneously with the units by pre-attaching the geotextile material to each unit with provision for sufficient overlap of the geotextile (Extensions).

INSTALLATION

A.

Position - The units shall be placed at the proper elevation, alignment and orientation as shown on the Construction Drawings or as directed by the Engineer.

B.

Placement Procedures:

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1. 2.

3.

C.

3.5 A.

The procedure used in placement of the units shall be in accordance with the recommendations of the system supplier and as approved by the Engineer. For lifting of each unit, a spreader beam and / or spreader bars shall be used in a manner that the unit is not subjected to severe bending or distortion and that the top and bottom layers of geogrid are tensioned uniformly across their width. Units should generally be lifted from a horizontal position. Personnel shall stay clear of the area beneath units and rigging during lifting. Tag lines and / or divers may be required to facilitate proper placement of the units.

Splicing and Anchoring - Where applicable, splicing and / or anchoring of the units shall be accomplished as shown on the Construction Drawings, the Shop Drawings or as directed by the Engineer. REPAIR Any units damaged during fabrication, filling, or installation shall be repaired in a manner approved by the Engineer or shall be replaced by the Contractor. Any such measures required shall be at no additional cost to the Owner.

END OF SECTION

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SECTION 31 23 00.00 20 - EXCAVATION AND FILL PART 1 1.1

GENERAL REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only. AMERICAN WATER WORKS ASSOCIATION (AWWA) AWWA C600

(2005) Installation of Ductile-Iron Water Mains and Their Appurtenances ASTM INTERNATIONAL (ASTM)

ASTM C 136

(2006) Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates

ASTM D 1140

(2000; R 2006) Amount of Material in Soils Finer than the No. 200 (75-micrometer) Sieve

ASTM D 1557

(2007) Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3) (2700 kN-m/m3)

ASTM D 2216

(2005) Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass

ASTM D 2321

(2005) Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications

ASTM D 2487

(2006e1) Soils for Engineering Purposes (Unified Soil Classification System)

ASTM D 4318

(2005) Liquid Limit, Plastic Limit, and Plasticity Index of Soils

ASTM D 698

(2007e1) Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/cu. ft. (600 kN-m/cu. m.))

1.2 A.

DEFINITIONS Capillary Water Barrier A layer of clean, poorly graded crushed rock, stone, or natural sand or gravel having a high porosity which is placed beneath a building slab with or without a vapor barrier to cut off the capillary flow of pore water to the area immediately below a slab.

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B.

Degree of Compaction Degree of compaction is expressed as a percentage of the maximum density obtained by the test procedure presented in ASTM D 698, for general soil types, abbreviated as percent laboratory maximum density.

C.

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

D.

Rock Solid homogeneous interlocking crystalline material with firmly cemented, laminated, or foliated masses or conglomerate deposits, neither of which can be removed without systematic drilling and blasting, drilling and the use of expansion jacks or feather wedges, or the use of backhoe-mounted pneumatic hole punchers or rock breakers; also large boulders, buried masonry, or concrete other than pavement exceeding 1/2 cubic yard in volume. Removal of hard material will not be considered rock excavation because of intermittent drilling and blasting that is performed merely to increase production.

1.3

SUBMITTALS The following shall be submitted in accordance with Section 01 33 00 SUBMITTAL PROCEDURES: SD-06 Test Reports Fill and backfill test Select material test Moisture Content Tests Copies of all laboratory and field test reports within 24 hours of the completion of the test.

1.4

DELIVERY, STORAGE, AND HANDLING Perform in a manner to prevent contamination or segregation of materials.

1.5

CRITERIA FOR BIDDING

Base bids on the following criteria: A.

Surface elevations are as indicated.

B.

Pipes or other artificial obstructions, except those indicated, will not be encountered.

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C.

Material character is indicated by the boring logs.

D.

Hard materials will not be encountered.

E.

Groundwater is expected to interfere with excavations that extend below a depth of approximately 4 to 6 feet below existing grades. See Geotechnical Report, Specification Section 01 80 00 "Reports".

F.

Borrow material in the quantities required is available at the project site.

G.

Blasting will not be permitted. Remove material in an approved manner.

1.6 A.

QUALITY ASSURANCE Utilities Movement of construction machinery and equipment over pipes and utilities during construction shall be at the Contractor's risk. For work immediately adjacent to or for excavations exposing a utility or other buried obstruction, excavate by hand. Start hand excavation on each side of the indicated obstruction and continue until the obstruction is uncovered or until clearance for the new grade is assured. Support uncovered lines or other existing work affected by the contract excavation until approval for backfill is granted by the Contracting Officer. Report damage to utility lines or subsurface construction immediately to the Contracting Officer.

PART 2 - PRODUCTS 2.1 A.

SOIL MATERIALS Satisfactory Materials See Geotechnical Report, Specification Section 01 80 00 "Reports". Any materials classified by ASTM D 2487 as GW, GP, GM, GP-GM, GW-GM, GC, GP-GC, GM-GC, SW, SP, SM, SW-SM, SC, SW-SC, SP-SM, SP-SC, CL, ML, CL-ML, CH, MH free of debris, roots, wood, scrap material, vegetation, refuse, soft unsound particles, and frozen, deleterious, or objectionable materials. Unless specified otherwise, the maximum particle diameter shall be one-half the lift thickness at the intended location.

B.

Unsatisfactory Materials Materials which do not comply with the requirements for satisfactory materials. Unsatisfactory materials also include man-made fills, trash, refuse, or backfills from previous construction. Unsatisfactory material also includes material classified as satisfactory which contains root and other organic matter, frozen material, and stones. The Contracting Officer shall be notified of any contaminated materials.

C.

Cohesionless and Cohesive Materials

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Cohesionless materials include materials classified in ASTM D 2487 as GW, GP, SW, and SP. Cohesive materials include materials classified as GC, SC, ML, CL, MH, and CH. Materials classified as GM, GP-GM, GW-GM, SW-SM, SP-SM, and SM shall be identified as cohesionless only when the fines are nonplastic (plasticity index equals zero). Materials classified as GM and SM will be identified as cohesive only when the fines have a plasticity index greater than zero. D.

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

E.

Topsoil Natural, friable soil representative of productive, well-drained soils in the area, free of subsoil, stumps, rocks larger than one inch diameter, brush, weeds, toxic substances, and other material detrimental to plant growth. Amend topsoil pH range to obtain a pH of 5.5 to 7.

2.2

BULKHEAD BACKFILL AND PLACEMENT See Geotechnical Report, Specification Section 01 80 00 "Reports". Suitable structural fill material should consist of sand or gravel containing less than 20 percent by weight of fines (SP, SM, SW, GP, GW), having a liquid limit less than 20 and plastic limit less than 6, and should be free of rubble, organics, clay, debris and other unsuitable material. All structural fill and/or backfill should be compacted to a dry density of at least 98 percent of the Standard Proctor maximum dry density (ASTM D698). In general, the compaction should be accomplished by placing the fill in maximum 10-inch loose lifts and mechanically compacting each lift to at least the specified minimum dry density. Backfill material in utility trenches within the construction areas as well as within the excavation area for the bulkhead should consist of structural fill (as described above), and should be compacted to at least 98 percent of ASTM D698. This fill should be placed in 4 to 6 inch loose lifts when hand compaction equipment is used. Care should be used when operating the compactors near existing structures to avoid transmission of the vibrations that could cause settlement damage or disturb occupants. In this regard, it is recommended that the vibratory roller remain at least 15 feet away from existing structures; these areas should be compacted with small, hand-operated compaction equipment.

2.3

UTILITY BEDDING MATERIAL Except as specified otherwise in the individual piping section, provide bedding for buried piping in accordance with AWWA C600, Type 4, except as specified herein. Backfill to top of pipe shall be compacted to 95 percent of ASTM D 698 maximum density. Plastic piping shall have bedding to spring line of pipe. Provide

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ASTM D 2321 materials as follows: A.

Class I: Angular, 0.25 to 1.5 inches, graded stone, including a number of fill materials that have regional significance such as coral, slag, cinders, crushed stone, and crushed shells.

B.

Class II: Coarse sands and gravels with maximum particle size of 1.5 inches, including various graded sands and gravels containing small percentages of fines, generally granular and noncohesive, either wet or dry. Soil Types GW, GP, SW, and SP are included in this class as specified in ASTM D 2487. SUSTAINABILITY OF ON-SITE SOILS

2.4

See Geotechnical Report, Specification Section 01 80 00 "Reports". The majority of the shallow subsurface soils encountered at the boring locations from the existing site grade elevations to an average depth of about 5 feet do not appear to meet the criteria recommended in this report for reuse as “structural fill”. However, in the event that the construction areas are to remain as “green areas” and provided that the excavated soils can be properly dried, placed, and compacted, the encountered “Fill” soils (SAND; SM, SC) are anticipated to be suitable for re-use as backfill. Additionally, it is anticipated that any soils excavated on-site and proposed to be re-used as backfill, will require stockpiling and air drying in order to establish a moisture content suitable for compaction. Soil deposits excavated at the site and noted to contain significant amounts of debris (concrete, stone, brick, etc.) should not be used as fill and/or backfill within the proposed construction areas. 2.5

BORROW Obtain borrow materials required in excess of those furnished from excavations from sources outside of the property. Dispose of materials from clearing and grubbing operations off the property.

2.6

MATERIAL FOR RIP-RAP Bedding material and rock conforming to PennDot State Standard for construction indicated.

A.

Bedding Material Consisting of sand, gravel, or crushed rock, well graded, with a maximum particle size of 2 inches. Material shall be composed of tough, durable particles. Fines passing the No. 200 standard sieve shall have a plasticity index less than six.

B.

Rock Rock fragments sufficiently durable to ensure permanence in the structure and the environment in which it is to be used. Rock fragments shall be free from cracks, seams, and other defects that would increase the risk of deterioration from natural causes. The size of the fragments shall be such that no individual fragment exceeds a weight of 150 pounds and that no more than 10 percent of the mixture, by weight, consists of fragments weighing 2 pounds or less each.

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Specific gravity of the rock shall be a minimum of 2.50. The inclusion of more than trace 1 percent quantities of dirt, sand, clay, and rock fines will not be permitted. 2.7 A.

BURIED WARNING AND IDENTIFICATION TAPE Detectable Warning Tape for Non-Metallic Piping Polyethylene plastic tape conforming to the width, color, and printing requirements specified above. Minimum thickness of the tape shall be 0.004 inch. Tape shall have a minimum strength of 1500 psi lengthwise and 1250 psi crosswise. Tape shall be manufactured with integral wires, foil backing, or other means of enabling detection by a metal detector when tape is buried up to 3 feet deep. Encase metallic element of the tape in a protective jacket or provide with other means of corrosion protection.

2.8

DETECTION WIRE FOR NON-METALLIC PIPING

Detection wire shall be insulated single strand, solid copper with a minimum of 12 AWG. PART 3 - EXECUTION 3.1 A.

PROTECTION Drainage and Dewatering Provide for the collection and disposal of surface and subsurface water encountered during construction. 1.

Drainage So that construction operations progress successfully, completely drain construction site during periods of construction to keep soil materials sufficiently dry. The Contractor shall establish/construct storm drainage features (ponds/basins) at the earliest stages of site development, and throughout construction grade the construction area to provide positive surface water runoff away from the construction activity and/or provide temporary ditches, dikes, swales, and other drainage features and equipment as required to maintain dry soils, prevent erosion and undermining of foundations. When unsuitable working platforms for equipment operation and unsuitable soil support for subsequent construction features develop, remove unsuitable material and provide new soil material as specified herein. It is the responsibility of the Contractor to assess the soil and ground water conditions presented by the plans and specifications and to employ necessary measures to permit construction to proceed. Excavated slopes and backfill surfaces shall be protected to prevent erosion and sloughing. Excavation shall be performed so that the site, the area immediately surrounding the site, and the area affecting operations at the site shall be continually and effectively drained.

B.

Underground Utilities

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Location of the existing utilities indicated is approximate. The Contractor shall physically verify the location and elevation of the existing utilities indicated prior to starting construction. The Contractor shall scan the construction site with electromagnetic and sonic equipment and mark the surface of the ground where existing underground utilities are discovered. C.

Machinery and Equipment Movement of construction machinery and equipment over pipes during construction shall be at the Contractor's risk. Repair, or remove and provide new pipe for existing or newly installed pipe that has been displaced or damaged.

3.2 A.

SURFACE PREPARATION Clearing and Grubbing Unless indicated otherwise, remove trees, stumps, logs, shrubs, brush and vegetation and other items that would interfere with construction operations within the clearing limits. Remove stumps entirely. Grub out matted roots and roots over 2 inches in diameter to at least 18 inches below existing surface.

B.

Stripping Strip suitable soil from the site where excavation or grading is indicated and stockpile separately from other excavated material. Material unsuitable for use as topsoil shall be wasted. Locate topsoil so that the material can be used readily for the finished grading. Where sufficient existing topsoil conforming to the material requirements is not available on site, provide borrow materials suitable for use as topsoil. Protect topsoil and keep in segregated piles until needed.

C.

Unsuitable Material Remove vegetation, debris, decayed vegetable matter, sod, mulch, and rubbish underneath paved areas or concrete slabs.

3.3

EXCAVATION See Geotechnical Report, Specification Section 01 80 00 "Reports". Excavate to contours, elevation, and dimensions indicated. Reuse excavated materials that meet the specified requirements for the material type required at the intended location. Keep excavations free from water. Excavate soil disturbed or weakened by Contractor's operations, soils softened or made unsuitable for subsequent construction due to exposure to weather. Excavations below indicated depths will not be permitted except to remove unsatisfactory material. Unsatisfactory material encountered below the grades shown shall be removed as directed. Unless specified otherwise, refill excavations cut below indicated depth with satisfactory material and compact to 98 percent of ASTM D 698 maximum

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density. Satisfactory material removed below the depths indicated, without specific direction of the Contracting Officer, shall be replaced with satisfactory materials to the indicated excavation grade; except as specified for spread footings. Determination of elevations and measurements of approved overdepth excavation of unsatisfactory material below grades indicated shall be done under the direction of the Contracting Officer. A.

Pipe Trenches Excavate to the dimension indicated. Grade bottom of trenches to provide uniform support for each section of pipe after pipe bedding placement. Tamp if necessary to provide a firm pipe bed. Recesses shall be excavated to accommodate bells and joints so that pipe will be uniformly supported for the entire length. Rock, where encountered, shall be excavated to a depth of at least 6 inches below the bottom of the pipe.

B.

Excavated Materials Satisfactory excavated material required for fill or backfill shall be placed in the proper section of the permanent work required or shall be separately stockpiled if it cannot be readily placed. Satisfactory material in excess of that required for the permanent work and all unsatisfactory material shall be disposed of as specified in Paragraph "DISPOSITION OF SURPLUS MATERIAL."

3.4

SUBGRADE PREPARATION Unsatisfactory material in surfaces to receive fill or in excavated areas shall be removed and replaced with satisfactory materials as directed by the Contracting Officer. The surface shall be scarified to a depth of 6 inches before the fill is started. Sloped surfaces steeper than 1 vertical to 4 horizontal shall be plowed, stepped, benched, or broken up so that the fill material will bond with the existing material. When subgrades are less than the specified density, the ground surface shall be broken up to a minimum depth of 6 inches, pulverized, and compacted to the specified density. When the subgrade is part fill and part excavation or natural ground, the excavated or natural ground portion shall be scarified to a depth of 12 inches and compacted as specified for the adjacent fill. Material shall not be placed on surfaces that are muddy, frozen, or contain frost. Compaction shall be accomplished by sheepsfoot rollers, pneumatic-tired rollers, steel-wheeled rollers, or other approved equipment well suited to the soil being compacted. Material shall be moistened or aerated as necessary to provide the moisture content that will readily facilitate obtaining the specified compaction with the equipment used. Minimum subgrade density shall be as specified herein.

3.5

FILLING AND BACKFILLING Fill and backfill to contours, elevations, and dimensions indicated. Compact each lift before placing overlaying lift.

A.

Backfill and Fill Material Placement Over Pipes and at Walls Backfilling shall not begin until construction below finish grade has been

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approved, underground utilities systems have been inspected, tested and approved, forms removed, and the excavation cleaned of trash and debris. Backfill shall be brought to indicated finish grade and shall include backfill for outside grease interceptors and underground fuel tanks. Where pipe is coated or wrapped for protection against corrosion, the backfill material up to an elevation 2 feet above sewer lines and 1 foot above other utility lines shall be free from stones larger than 1 inch in any dimension. Heavy equipment for spreading and compacting backfill shall not be operated closer to foundation or retaining walls than a distance equal to the height of backfill above the top of footing; the area remaining shall be compacted in layers not more than 4 inches in compacted thickness with power-driven hand tampers suitable for the material being compacted. Backfill shall be placed carefully around pipes or tanks to avoid damage to coatings, wrappings, or tanks. Backfill shall not be placed against foundation walls prior to 7 days after completion of the walls. As far as practicable, backfill shall be brought up evenly on each side of the wall and sloped to drain away from the wall. B.

Trench Backfilling Backfill as rapidly as construction, testing, and acceptance of work permits. Place and compact backfill under structures and paved areas in 6 inch lifts to top of trench and in 6 inch lifts to one foot over pipe outside structures and paved areas.

3.6

BORROW Where satisfactory materials are not available in sufficient quantity from required excavations, approved borrow materials shall be obtained as specified herein.

3.7

BURIED WARNING AND IDENTIFICATION TAPE Provide buried utility lines with utility identification tape. Bury tape 12 inches below finished grade; under pavements and slabs, bury tape 6 inches below top of subgrade.

3.8

BURIED DETECTION WIRE Bury detection wire directly above non-metallic piping at a distance not to exceed 12 inches above the top of pipe. The wire shall extend continuously and unbroken, from manhole to manhole. The ends of the wire shall terminate inside the manholes at each end of the pipe, with a minimum of 3 feet of wire, coiled, remaining accessible in each manhole. The wire shall remain insulated over its entire length. The wire shall enter manholes between the top of the corbel and the frame, and extend up through the chimney seal between the frame and the chimney seal. For force mains, the wire shall terminate in the valve pit at the pump station end of the pipe.

3.9 A.

COMPACTION General Site

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Compact underneath areas designated for vegetation and areas outside the 5 foot line of the paved area or structure to 98 percent of ASTM D 698. 3.10

BULKHEAD BACKFILL See Geotechnical Report, Specification Section 01 80 00 "Reports". All structural fill and/or backfill should be compacted to a dry density of at least 98 percent of the Standard Proctor maximum dry density (ASTM D698). In general, the compaction should be accomplished by placing the fill in maximum 10-inch loose lifts and mechanically compacting each lift to at least the specified minimum dry density.

3.11

UTILITY TRENCHES See Geotechnical Report, Specification Section 01 80 00 "Reports". Backfill material in utility trenches within the construction areas as well as within the excavation area for the bulkhead should consist of structural fill (as described above), and should be compacted to at least 98 percent of ASTM D698. This fill should be placed in 4 to 6 inch loose lifts when hand compaction equipment is used.

3.12

RIP-RAP CONSTRUCTION Construct rip-rap in accordance with PENNDOT State Standard.

3.13 A.

FINISH OPERATIONS Grading Finish grades as indicated within one-tenth of one foot Grade areas to drain water away from structures. Maintain areas free of trash and debris. For existing grades that will remain but which were disturbed by Contractor's operations, grade as directed.

B.

Topsoil Scarify existing subgrade. Provide 4 inches of topsoil for newly graded finish earth surfaces and areas disturbed by the Contractor. Topsoil shall not be placed when the subgrade is frozen, excessively wet, extremely dry, or in a condition otherwise detrimental to seeding, planting, or proper grading.

C.

Protection of Surfaces Protect newly backfilled, graded, and topsoiled areas from traffic, erosion, and settlements that may occur. Repair or reestablish damaged grades, elevations, or slopes.

3.14

DISPOSITION OF SURPLUS MATERIAL Remove from the property surplus or other soil material not required or suitable

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for filling or backfilling, and brush, refuse, stumps, roots, and timber. 3.15 A.

FIELD QUALITY CONTROL Sampling Take the number and size of samples required to perform the following tests.

B.

Testing Perform one of each of the following tests for each material used. Provide additional tests for each source change. 1.

Fill and Backfill Material Testing Test fill and backfill material in accordance with ASTM C 136 for conformance to ASTM D 2487 gradation limits; ASTM D 1140 for material finer than the No. 200 sieve; ASTM D 4318 for liquid limit and for plastic limit; ASTM D 698 for moisture density relations, as applicable.

2.

Select Material Testing Test select material in accordance with ASTM C 136 for conformance to ASTM D 2487 gradation limits; ASTM D 1140 for material finer than the No. 200 sieve; ASTM D 698 or ASTM D 1557 for moisture density relations, as applicable.

3.

Moisture Content Tests In the stockpile, excavation or borrow areas, a minimum of two tests per day per type of material or source of materials being placed is required during stable weather conditions. During unstable weather, tests shall be made as dictated by local conditions and approved moisture content shall be tested in accordance with ASTM D 2216. Include moisture content test results in daily report. -- End of Section -

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SECTION 31 23 23.33 - FLOWABLE FILL PART 1 - GENERAL

1.1 A.

1.2

INTRODUCTION Flowable fill refers to a cementitious slurry consisting of a mixture of fine aggregate or filler, water, and cementitious material(s), which is used as a fill or backfill in lieu of compacted earth. This mixture is capable of filling all voids in irregular excavations and hard to reach places (such as under undercuts of existing slabs), is self-leveling, and hardens in a matter of a few hours without the need for compaction in layers. Flowable fill is sometimes referred to as controlled density fill (CDF), controlled low strength material (CLSM), lean concrete slurry, and unshrinkable fill. DESCRIPTION Furnish and place flowable fill in a fluid condition, that sets within the required time and, after curing, obtains the desired strength properties as evidenced by the laboratory testing of the specific mix design, at locations shown on the plans. This section specifies flowable fill for use as structural fill to remain permanently .

1.3 A.

1.4 A.

RELATED WORK Materials testing and inspection during construction: Section 01 45 29, TESTING LABORATORY SERVICES. DEFINITIONS Flowable fill - Ready-mix Controlled Low Strength Material used as an alternative to compacted soil, and is also known as controlled density fill, and several other names, some of which are trademark names of material suppliers. Flowable fill (Controlled Low Strength Material) differs from portland cement concrete as it contains a low cementitious content to reduce strength development for possible future removal. Unless specifically approved otherwise, by the Engineer, flowable fill shall be designed as a permanent material, not designed for future removal. Design strength for this permanent type flowable fill shall be a compressive strength of 2.1 MPa (300 psi) minimum at 28 days. Chemical admixtures may also be used in flowable fill to modify performance properties of strength, flow, set and permeability.

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1.5

SUBMITTALS

A.

Submit in accordance with Section 01 33 23, SHOP DRAWINGS, PRODUCT DATA, AND SAMPLES.

B.

Flowable fill Mix Design: Provide flowable fill mix design containing cement and water. At the contractor’s option, it may also contain fly ash, aggregate, or chemical admixtures in any proportions such that the final product meets the strength and flow consistency, and shrinkage requirements included in this specifications. 1.

Test and Performance - Submit the following data: a. Flowable fill shall have a minimum strength of 2.1 MPa (300 psi) according to ASTM C 39 at 28 days after placement. b. Flowable fill shall have minimal subsidence and bleed water shrinkage. Evaporation of bleed water shall not result in shrinkage of more than 10.4 mm per m (1/8 inch per ft.) of flowable fill depth (for mixes containing high fly ash content). Measurement of a Final Bleeding shall be as measured in Section 10 of ASTM C 940 “Standard Test Method for Expansion and Bleeding of Freshly Mixed Grouts for Preplaced-Aggregate Concrete in the Laboratory. c. Flowable fill shall have a unit weight of 1500 - 1900 kg/m3 (90 - 115 lbs/feet 3) measured at the point of placement after a 60 minute ready-mix truck ride.

C.

1.6

Provide documentation that the admixture supplier has experience of at least one year, with the products being provided and any equipment required to obtain desired performance of the product. APPLICABLE PUBLICATIONS:

A.

Publications listed below form a part of this specification to extent referenced. Publications are referenced in text by basic designation only.

B.

American Society for Testing and Materials (ASTM): D4832-02 .......................... Standard Test Method for Preparation and Testing of Controlled Low Strength Material (CLSM) Test Cylinders. C618-03 ............................ Standard Specifications for Coal Fly Ash and Raw or Calcined Natural Pozzolan for use as Mineral Admixture in Concrete. (Use Fly Ash conforming to the chemical and physical requirements for mineral admixture, Class F listed, including Table 2 (except for Footnote A). Waive the loss on ignition requirement.) C403/C403M-05 ............... Standard Test Method for Time of Setting of Concrete Mixtures by Penetration Resistance.

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C150-99 Rev.A-04 ............ Standard Specification for Portland Cement C33-03 .............................. Standard Specification for Concrete Aggregates C494/C494M-04 ............... Standard Specification for Chemical Admixtures for Concrete C940 RevA-98 .................. Standard Specification for Expansion and Bleeding of Freshly Mixed Grouts for Preplaced – Aggregate Concrete in the Laboratory C.

American Concrete Institute (ACI): SP-150-94 ........................ Controlled Low-Strength Materials

1.7

QUALITY ASSURANCE:

A.

Manufacturer: Flowable fill shall be manufactured by a ready-mix concrete producer with a minimum of 1 year experience in the production of similar products.

B.

Materials: For each type of material required for the work of this Section, provide primary materials that are the products of one manufacturer. If not otherwise specified here, materials shall comply with recommendations of ACI 229, “Controlled Low Strength Materials.”

1.8

DELIVERY, STORAGE, AND HANDLING: Deliver and handle all products and equipment required, in strict compliance with manufacturer’s recommendations. Protect from damage due to weather, excessive temperatures, and construction operations.

1.9

PROJECT CONDITIONS: Perform installation of flowable fill only when approved by the Engineer, and when existing and forecasted weather conditions are within the limits established by the manufacturer of the materials and products used.

PART 2 - PRODUCTS

2.1

MATERIALS: Provide flowable fill containing, at a minimum, cementitious materials and water. Cementitious materials shall be portland cement, pozzolanic materials, or other selfcementing materials, or combinations thereof, at the contractor’s option and following approval by the Resident Engineer. The flowable fill mix design may also contain, fine

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aggregate or filler, and/or chemical admixtures in any proportions such that the final product meets the strength, flow consistency and shrinkage requirements included in this specification, as approved by the Engineer. A.

Portland Cement: ASTM C150, Type 1 or Type 2.

B.

Mixing Water: Fresh, clean, and potable.

C.

Air-Entraining Admixture: ASTM C260.

D.

Chemical Admixtures: ASTM C494.

E.

Aggregate: ASTM C33.

2.2

FLOWABLE FILL MIXTURE:

A.

Mix design shall produce a consistency that will result in a flowable product at the time of placement which does not require manual means to move it into place.

B.

Flowable fill shall have a minimum strength of 2.1 MPa (300 psi) according to ASTM C39 at 28 days after placement.

C.

Flowable fill shall have minimal subsidence and bleed water shrinkage. Evaporation of bleed water shall not result in shrinkage of more than 10.4 mm per m (1/8 inch per foot) of flowable fill depth (for mixes containing high fly ash content). Measurement of a Final Bleeding shall be as measured in Section 10 of ASTM C 940 “Standard Test Method for Expansion and Bleeding of Freshly Mixed Grouts for Preplaced-Aggregate Concrete in the Laboratory.

D.

Flowable fill shall have a unit weight of 1500 - 1900 kg/m3(90 - 115 lbs/feet3) measured at the point of placement after a 60 minute ready-mix truck ride. In the absence of strength data the cementitious content shall be a maximum of 90 kg/m3 (150 lbs/cy).

E.

Flowable fill shall have an in-place yield of // at least 98% of design yield for permanent type.

F.

Provide equipment as recommended by the Manufacturer and comply with manufacturer’s recommendations for the addition of additives, whether at the production plant or prior to placement at the site.

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PART 3 - EXECUTION

3.1

EXAMINATION: Examine conditions of substrates and other conditions under which work is to be performed and notify Engineer, in writing, of circumstances detrimental to the proper completion of the work. Do not proceed until unsatisfactory conditions are corrected.

3.2

APPLICATION OF FLOWABLE FILL: Secure tanks, pipes and other members to be encased in flowable fill. Insure that there are no exposed metallic pipes, conduits, or other items that will be in contact with the flowable fill after placement. If so, replace with non-metallic materials or apply manufacturers recommended coating to protect metallic objects before placing the flowable fill. Replacement or protection of metallic objects is subject to the approval of the Resident Engineer.

3.3

PROTECTION AND CURING: Protect exposed surfaces of flowable fill from premature drying, wash by rain or running water, wind, mechanical injury, and excessively hot or cold temperature. Curing method shall be subject to approval by Engineer.

---END---

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SECTION 31 32 11 - SOIL SURFACE EROSION CONTROL PART 1 - GENERAL 1.1

SUBMITTALS The following shall be submitted in accordance with Section 01 33 00 SUBMITTAL PROCEDURES: SD-02 Shop Drawings Erosion Control Plan Maintenance Record Record of maintenance work performed, of measurements and findings for product failure, recommendations for repair, and products replaced. SD-03 Product Data Condition of finish grade status prior to installation; location of underground utilities and facilities.

1.2

DESCRIPTION OF WORK The work shall consist of furnishing and installing soil surface erosion control materials, including fine grading, mulching and miscellaneous related work, within project limits and in areas outside the project limits where the soil surface is disturbed from work under this contract at the designated locations. This work shall include all necessary materials, labor, supervision and equipment for installation of a complete system. This section shall be coordinated with the requirements of Section 31 23 00.00 20 EXCAVATION AND FILL.

1.3

DELIVERY, INSPECTION, STORAGE, AND HANDLING Materials shall be stored in designated areas and as recommended by the manufacturer protected from the elements, direct exposure, and damage. Containers shall not be dropped from trucks. Material shall be free of defects that would void required performance or warranty.

1.4

SUBSTITUTIONS Substitutions will not be allowed without written request and approval from the Engineer.

1.5

INSTALLER'S QUALIFICATION The installer shall be certified by the manufacturer for training and experience installing the material.

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1.6

WARRANTY Erosion control material shall have a warranty for use and durable condition for project specific installations. Temporary erosion control materials shall carry a minimum eighteen month warranty. Permanent erosion control materials shall carry a minimum three year warranty.

PART 2 2.1

PRODUCTS

MULCH See Drawings.

2.2

SEDIMENT FENCING Steel posts and filter fabric.

2.3

See Drawings.

WATER Unless otherwise directed, water shall be the responsibility of the Contractor. Water shall be potable or supplied by an existing irrigation system.

PART 3 3.3

EXECUTION

CONDITIONS The Contractor shall submit a construction work sequence schedule, with the approved erosion control plan a minimum of 30 days prior to start of construction. The work schedule shall coordinate the timing of land disturbing activities with the provision of erosion control measures. Erosion control operations shall be performed under favorable weather conditions; when excessive moisture, frozen ground or other unsatisfactory conditions prevail, the work shall be stopped as directed. When special conditions warrant a variance to earthwork operations, a revised construction schedule shall be submitted for approval. Erosion control materials shall not be applied in adverse weather conditions which could affect their performance.

A.

Finished Grade The Contractor shall verify that finished grades are as indicated on the drawings; finish grading and compaction shall be completed in accordance with Section 31 23 00.00 20 EXCAVATION AND FILL, prior to the commencement of the work.

3.4 A.

SITE PREPARATION Layout Erosion control material locations may be adjusted to meet field conditions. Diversion ditches shall be located as shown on the drawings.

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B.

Protecting Existing Vegetation When there are established lawns in the work area, the turf shall be covered and/or protected or replaced after construction operations. Existing trees, shrubs, and plant beds that are to be preserved shall be barricaded along the dripline. Damage to existing trees shall be mitigated by the Contractor at no additional cost. Damage shall be assessed by a state certified arborist or other approved professional using the National Arborist Association's tree valuation guideline.

3.5 A.

INSTALLATION Construction Entrance Provide as indicated on drawings, a minimum of 6 inches thick, at points of vehicular ingress and egress on the construction site. Construction entrances shall be cleared and grubbed, and then excavated a minimum of 3 inches prior to placement of the filter fabric and aggregate. The aggregate shall be placed in a manner that will prevent damage and movement of the fabric. Place fabric in one piece, where possible. Overlap fabric joints a minimum of 12 inches.

B.

Sediment Fencing See Drawings. Install posts at the spacing indicated on drawings and at an angle between 2 degrees and 20 degrees towards the potential silt load area. Sediment fence height shall be approximately 24 inches. Do not attach filter fabric to existing trees. Secure filter fabric to the post and wire fabric using staples, tie wire, or hot rings. Imbed the filter fabric into the ground as indicated on drawings. Splice filter fabric at support pole using a 6 inch overlap and securely seal.

3.4

CLEAN-UP Excess material, debris, and waste materials shall be disposed offsite at an approved landfill or recycling center. Adjacent paved areas shall be cleared. Immediately upon completion of the installation in an area, the area shall be protected against traffic or other use by erecting barricades and providing signage as required, or as directed.

3.5

WATERING Water shall be applied to supplement rainfall at a sufficient rate to ensure moist soil conditions to a minimum 1 inch depth. Run-off and puddling shall be prevented. Watering trucks shall not be driven over turf areas, unless otherwise directed. Watering of other adjacent areas or plant material shall be prevented.

3.6

MAINTENANCE RECORD A record shall be furnished describing the maintenance work performed, record of measurements and findings for product failure, recommendations for repair, and products replaced.

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A.

Maintenance Maintenance shall include eradicating weeds; protecting embankments and ditches from surface erosion; maintaining the performance of the erosion control materials and mulch; protecting installed areas from traffic. 1.

Maintenance Instructions Written instructions containing drawings and other necessary information shall be furnished, describing the care of the installed material; including, when and where maintenance should occur, and the procedures for material replacement.

2.

Patching and Replacement Unless otherwise directed, material shall be placed, seamed or patched as recommended by the manufacturer. Material not meeting the required performance as a result of placement, seaming or patching shall be removed from the site. The Contractor shall replace the unacceptable material at no additional cost. -- End of Section --

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SECTION 02456 – STEEL SHEET PILES PART 1 - GENERAL

1.1

SUMMARY

A.

Work shall consist of furnishing all materials, labor, equipment, and supervision for construction of a permanent steel sheet pile bulkhead retaining wall in accordance with these specifications and the project construction documents in conformity with the lines, grades, design and dimensions shown on the drawings or as established by the Owner or the Owner’s engineer.

B.

Work includes:

1.2 A.

B.

1.

Location ‘B’ – Steel sheet pile wall

2.

Location ‘C’ – ‘Combi Wall’ sheet pile system

REFERENCE STANDARDS Structural Steel 1.

ASTM A 6/A 6M – General requirements for Rolled Structural Steel Bars, Plates, Shapes, and Sheet Piling;

2.

ASTM A 572/A 572M – High-Strength Low-Alloy Columbium-Vanadium Structural Steel; and,

3.

ASTM A 992/A 992M – Standard Specification for Structural Steel Shapes

Welding 1.

C.

1.3 A.

AWS D1.1 – Structural Welding Code.

Where specifications and reference documents conflict, the Owner or the Owner’s engineer shall make the final determination of applicable document. REFERENCE DOCUMENTS The Contractor shall familiarize himself with the subsurface conditions prior to installation of sheet piles as provided in the Geotechnical Investigation Report prepared by American Geotechnical & Environmental Services dated Jan 23, 2015.

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1.4

CONSTRUCTION CONTRACTOR QUALIFICATIONS

A.

The Contractor shall demonstrate successful construction of a least 200,000 ft2 of permanent steel sheet pile walls and 5 projects comparable in height and site conditions to the project under construction.

B.

Documentation shall include the project name, location and date of construction, total face area and maximum height, soil conditions, Owner name and telephone number, and critical design aspects.

1.5

SUBMITTALS

A.

Detail Drawings – Detail drawings for sheet piling including fabricated sections shall show complete piling dimensions and details, driving sequence and location of installed piling. Detail drawings shall include details and dimensions of templates and other temporary guide structures for installing piling. Detail drawings shall provide details of the method of handling piling to prevent permanent deflection, distortion or damage to piling interlocks. Details drawings shall show the use and location of any specifically required corner piles required to install the sheet pile as positioned on the construction drawings.

B.

Pile Driving Equipment – Submit descriptions of pile driving equipment to be employed in the work. Descriptive information includes manufacturer's name, model numbers, capacity, rated energy, hammer details, cushion material, helmet, and templates.

C.

Statement of Qualifications – Submit statement of qualifications meeting the experience requirements of these specifications.

D.

Method of Pulling and Redriving – A statement of method of pulling sheet piling shall be submitted for review prior to pulling any sheet.

E.

Materials Tests Certification –Certified materials tests reports showing that sheet piling and appurtenant metal materials meet the specified requirements shall be submitted for each shipment and identified with specific lots prior to installing materials. Material test reports shall meet the requirements of ASTM A 6/A 6M.

F.

Driving - A complete and accurate record of pile driving operations shall be furnished. Records of the sheet piling driving operations shall be submitted after driving is completed. These records shall provide a system of identification which shows the disposition of reviewed piling in the work, driving equipment performance data, piling penetration rate data, piling dimensions and top and bottom elevations of installed piling. Any unusual conditions encountered during pile installation shall be recorded and immediately reported.

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1.6

DELIVERY, STORAGE, AND HANDLING

A.

The Materials delivered to the site shall be new and undamaged and shall be accompanied by certified test reports. The manufacturer's logo and mill identification mark shall be provided on the sheet piling. Sheet piling shall be stored and handled in the manner recommended by the manufacturer to prevent damage to protective coatings, permanent deflection, distortion or damage to the interlocks.

B.

Storage of sheet piling should also facilitate required inspection activities. Use nylon slings or protected wire rope slings during handling. Provide driving guides with rollers to prevent damage and removal of coatings during driving.

PART 2 - PRODUCTS

2.1

Steel Sheet Piling

A.

Metal sheet piling shall be hot-rolled steel sections conforming to ASTM A572 Grade 50 and ASTM A 6/A 6M, sizes as shown on Contract Drawings. Sheet piling, including special fabricated sections, shall be full-length sections of the dimensions shown. Angle point joints shall be provided by utilizing shop bent piles or standard rolled corners fabricated to allow the horizontal alignment angle indicated on the plans. Fabricated sections shall conform to the requirements herein and the piling manufacturer's recommendations for fabricated sections. Metalwork fabrication for sheet piling shall be as specified herein and as outlined in SECTION 05500, MISCELLANEOUS STEEL. Piling shall be held in position during driving by two or more temporary walings of adequate dimensions and strength, substantially secured to strong falsework, to ensure rigidity, control, and correct alignment at all times.

B.

‘Combi-Wall’ king piles and cross beam shall be wide flange sections conforming to ASTM A 992, Grade 50.

C.

‘Combi-Wall’ connectors shall be as shown on Contract Drawings manufactured by LB Foster or an approved equivalent system.

D.

Pipe sleeve shall be ¾” thick steel with a Minimum yield strength of 35 ksi.

E.

Coal tar epoxy coating shall be in accordance with USACE C-200, C200a and AWWA C-210 for exterior such as Bitumastic 300 M by Carboline or approved equivalent. Thickness shall be 16 mils, dry. 1.

At Location ‘B’, steel sheet pile shall be coated from top to elevation minus 16’ or top 25 vertical feet.

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2.

2.2 A.

2.3 A.

2.4 A.

At Location ‘C’, ‘Combi-Wall’ and all of its components including cross beam, and pipe sleeve shall be coated from top to elevation minus 19’ or top 25 vertical feet. Touch up uncoated areas after steel installation is completed.

APPURTENANT METAL MATERIALS Metal plates, shapes, bolts, nuts, rivets and other appurtenant fabrication and installation materials shall conform to manufacturer's standards and to the requirements specified in the respective sheet piling standards and in SECTION 05500, MISCELLANEOUS STEEL. TESTS, INSPECTIONS, AND VERIFICATION Requirements for material tests, workmanship and other measures for quality assurance shall be as specified herein and in SECTION 05500, MISCELLANEOUS STEEL. MATERIAL TESTS Materials tests shall conform to the following requirements. Sheet piling and appurtenant materials shall be tested and certified by the manufacturer to meet the specified chemical, mechanical and section property requirements prior to delivery to the site. Testing of sheet piling for mechanical properties shall be performed after the completion of all rolling and forming operations. Testing of sheet piling shall meet the requirements of ASTM A 6/A 6M.

PART 3 - EXECUTION

3.1 A.

INSTALLATION Pile Driving Equipment - Pile driving equipment shall conform to the following requirements. 1.

Driving Hammers - Hammers shall be vibratory type. Installation of piles with a drop hammer is not permitted except during times permitted by local environmental regulations and authorities. Driving hammers shall be in good operating condition at all times during driving, and sized by the Contractor to drive piles to their required elevation without damaging the pile by fatigue or excessive driving stresses. The compressive stresses induced by the driving hammer shall not exceed 90 percent of the pile yield stress as indicated by a wave equation or other reviewed analysis.

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2.

B.

Driving Helmets - The heads of piles shall be cut square to their longitudinal axes. For impact hammers, a driving helmet or cap shall be used between the top of the pile and the ram to prevent damage to the pile being driven. The driving helmet or cap shall be capable of protecting the head of the pile, minimizing the energy absorption and dissipation, and transmitting hammer energy uniformly over the top of the pile. Steel helmets shall fit snugly into the butt of the pile.

Placing and Driving 1.

Placing - Any excavation required within the area where sheet pilings are to be installed shall be completed prior to placing sheet pilings. Pilings shall be carefully located as shown on the contract drawings and per the reviewed detail drawings. All piles shall be installed to the minimum tip elevations specified on the plans. Pilings shall be placed plumb with out-of-plumbness not exceeding 1/8 inch per foot of length and true to line. Temporary wales, templates, or guide structures shall be provided to insure that the pilings are placed and driven to the correct alignment. At least two templates shall be used in placing each piling and the maximum spacing of templates shall not exceed 20 feet. Pilings properly placed and driven shall be interlocked throughout their length with adjacent pilings to form a continuous diaphragm throughout the length or run of piling wall. Combi-wall system king piles shall be installed in sequence recommended by the manufacturer. See manufacturer’s literature for driving sequence recommendations

2.

Driving – Pilings shall be driven with the proper size hammer and by reviewed methods so as not to subject the pilings to damage and to ensure proper interlocking throughout their lengths. Driving hammers shall be maintained in proper alignment during driving operations by use of leads or guides attached to the hammer. Caution shall be taken in the sustained use of vibratory hammers when a hard driving condition is encountered to avoid interlock-melt or damages. A protecting cap shall be employed in driving when using impact hammers to prevent damage to the tops of pilings. Pilings damaged during driving or driven out of interlock shall be removed and replaced at the Contractor's expense. Pilings shall be driven without the aid of a water jet. Adequate precautions shall be taken to insure that pilings are driven plumb. If at any time the forward or leading edge of the piling wall is found to be out-ofplumb in the plane of the wall the piling being driven shall be driven to the required depth and tapered pilings shall be provided and driven to interlock with the out-of-plumb leading edge or other reviewed corrective measures shall be taken to insure the plumbness of succeeding pilings. The maximum permissible taper for any tapered piling shall be 1/8 inch per foot of length. Pilings in each run or continuous length of piling wall shall be driven alternately in increments of depth to the required depth or elevation. No piling shall be driven to a lower elevation than those behind it in the same run except when the pilings behind it cannot be driven deeper. If the piling next to the one being driven tends to follow

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below final elevation it may be pinned to the next adjacent piling. If obstructions restrict driving a piling to the specified penetration the obstructions shall be removed or penetrated with a chisel beam. Pilings shall be driven to depths shown on the contract drawings and shall extend up to the elevation indicated on the contract drawings for the top of pilings. C.

Cutting-Off and Splicing - Pilings driven to refusal or to the point where additional penetration cannot be attained and are extending above the required top elevation in excess of the specified tolerance shall be cut off to the required elevation. A tolerance of 1/4 inch above or below the indicated top elevation will be permitted. Splicing of pilings is not permitted. The tops of pilings excessively battered during driving shall be trimmed when directed at no cost to the Owner. Piling cut-offs shall become the property of the Contractor and shall be removed from the site. The Contractor shall cut holes in pilings for bolts, rods, drains or utilities as shown or as directed. All cutting shall be done in a neat and workmanlike manner. A straight edge shall be used in cuts made by burning to avoid abrupt nicks. All welding shall be performed in accordance with the Structural Welding Code of the American Welding Society, (AWS D1.1).

D.

Inspection of Driven Piling - The Contractor shall inspect the interlocked joints of driven pilings extending above ground. Pilings found to be out of interlock shall be removed and replaced at the Contractor's expense.

E.

Pulling and Redriving - If the pulling and redriving of piles is directed, the Contractor shall pull selected pilings after driving to determine the condition of the underground portions of pilings. Any piling so pulled and found to be damaged to the extent that its usefulness in the structure is impaired shall be removed and replaced at the Contractor's expense. Pilings pulled and found to be in satisfactory condition shall be redriven when directed.

3.2 A.

3.3 A.

AS-BUILT RECORDS As-built construction records shall, as a minimum, reflect the following information: 1.

Recorded tip and top elevations at all changes in profile.

2.

Record all field modifications to the contract drawings and reviewed shop drawings. Horizontal and vertical alignment locations must be recorded by a Land Surveyor licensed to practice in the Project’s State.

QUALITY CONTROL The Owner and/or the Owner’s engineer will review all submittals for materials, design and qualifications.

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B.

The Contractor shall provide a notarized written certification to the Owner stating the Steel Sheet Pile installation has been constructed in accordance with the drawings, and the more stringent of the manufacturer’s requirements and the project specifications.

END OF SECTION 02456

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SECTION 033000 - CAST-IN-PLACE CONCRETE PART 1 - GENERAL 1.1 A.

1.2

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

A.

Section includes cast-in-place concrete, including formwork, reinforcement, concrete materials, mixture design, placement procedures, and finishes.

B.

Work includes: 1. Location B – Sheet pile cap 2. Location B – Concrete deadmen

C.

For Location ‘C’ – Culvert and ‘Combi-Wall’ sheet pile system cap, reference Section 033129 – Marine Concrete

1.3

DEFINITIONS

A.

Cementitious Materials: Portland cement alone or in combination with one or more of the following: blended hydraulic cement, fly ash, slag cement, other pozzolans, and silica fume; materials subject to compliance with requirements.

B.

W/C Ratio: The ratio by weight of water to cementitious materials.

1.4 A.

PREINSTALLATION MEETINGS Preinstallation Conference: Conduct conference at Project site. 1.

Before submitting design mixtures, review concrete design mixture and examine procedures for ensuring quality of concrete materials. Require representatives of each entity directly concerned with cast-in-place concrete to attend, including the following: a. b. c.

Contractor's superintendent. Independent testing agency responsible for concrete design mixtures. Ready-mix concrete manufacturer.

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d. 2.

1.5

Concrete Subcontractor.

Review special inspection and testing and inspecting agency procedures for field quality control, concrete finishes and finishing, cold- and hot-weather concreting procedures, curing procedures, construction contraction and isolation joints, and joint-filler strips, semirigid joint fillers, forms and form removal limitations, shoring and reshoring procedures, anchor rod and anchorage device installation tolerances, steel reinforcement installation, concrete repair procedures, and concrete protection.

ACTION SUBMITTALS

A.

Product Data: For each type of product.

B.

Design Mixtures: For each concrete mixture. Submit alternate design mixtures when characteristics of materials, Project conditions, weather, test results, or other circumstances warrant adjustments. 1.

Indicate amounts of mixing water to be withheld for later addition at Project site.

C.

Steel Reinforcement Shop Drawings: Placing Drawings that detail fabrication, bending, and placement. Include bar sizes, lengths, material, grade, bar schedules, stirrup spacing, bent bar diagrams, bar arrangement, splices and laps, mechanical connections, tie spacing, hoop spacing, and supports for concrete reinforcement.

D.

Samples: For waterstops.

1.6

INFORMATIONAL SUBMITTALS

A.

Qualification Data: For testing agency.

B.

Welding certificates.

C.

Material Certificates: For each of the following, signed by manufacturers: 1. 2. 3. 4. 5. 6. 7. 8.

D.

Cementitious materials. Admixtures. Steel reinforcement and accessories. Waterstops. Curing compounds. Bonding agents. Joint-filler strips. Repair materials.

Field quality-control reports.

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E. 1.7

Minutes of preinstallation conference. QUALITY ASSURANCE

A.

Manufacturer Qualifications: A firm experienced in manufacturing ready-mixed concrete products and that complies with ASTM C 94/C 94M requirements for production facilities and equipment.

B.

Testing Agency Qualifications: An independent agency, qualified according to ASTM C 1077 and ASTM E 329 for testing indicated. 1. 2.

1.8 A.

1.9

Personnel conducting field tests shall be qualified as ACI Concrete Field Testing Technician, Grade 1, according to ACI CP-1 or an equivalent certification program. Personnel performing laboratory tests shall be ACI-certified Concrete Strength Testing Technician and Concrete Laboratory Testing Technician, Grade I. Testing agency laboratory supervisor shall be an ACI-certified Concrete Laboratory Testing Technician, Grade II.

PRECONSTRUCTION TESTING Preconstruction Testing Service: Engage a qualified testing agency to perform preconstruction testing on concrete mixtures. DELIVERY, STORAGE, AND HANDLING

A.

Steel Reinforcement: Deliver, store, and handle steel reinforcement to prevent bending and damage.

B.

Waterstops: Store waterstops under cover to protect from moisture, sunlight, dirt, oil, and other contaminants.

1.10 A.

FIELD CONDITIONS Cold-Weather Placement: Comply with ACI 306.1 and as follows. Protect concrete work from physical damage or reduced strength that could be caused by frost, freezing actions, or low temperatures. 1.

2.

When average high and low temperature is expected to fall below 40 deg F (4.4 deg C) for three successive days, maintain delivered concrete mixture temperature within the temperature range required by ACI 301 (ACI 301M). Do not use frozen materials or materials containing ice or snow. Do not place concrete on frozen subgrade or on subgrade containing frozen materials.

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3.

B.

Do not use calcium chloride, salt, or other materials containing antifreeze agents or chemical accelerators unless otherwise specified and approved in mixture designs.

Hot-Weather Placement: Comply with ACI 301 (ACI 301M) and as follows: 1.

2.

Maintain concrete temperature below 90 deg F (32 deg C) at time of placement. Chilled mixing water or chopped ice may be used to control temperature, provided water equivalent of ice is calculated to total amount of mixing water. Using liquid nitrogen to cool concrete is Contractor's option. Fog-spray forms, steel reinforcement, and subgrade just before placing concrete. Keep subgrade uniformly moist without standing water, soft spots, or dry areas.

PART 2 - PRODUCTS 2.1 A.

CONCRETE, GENERAL ACI Publications: Comply with the following unless modified by requirements in the Contract Documents: 1. 2.

2.2 A.

ACI 301 (ACI 301M). ACI 117 (ACI 117M).

FORM-FACING MATERIALS Smooth-Formed Finished Concrete: Form-facing panels that provide continuous, true, and smooth concrete surfaces. Furnish in largest practicable sizes to minimize number of joints. 1.

Plywood, metal, or other approved panel materials.

B.

Rough-Formed Finished Concrete: Plywood, lumber, metal, or another approved material. Provide lumber dressed on at least two edges and one side for tight fit.

C.

Chamfer Strips: Wood, metal, PVC, or rubber strips, 3/4 by 3/4 inch (19 by 19 mm), minimum.

D.

Form-Release Agent: Commercially formulated form-release agent that does not bond with, stain, or adversely affect concrete surfaces and does not impair subsequent treatments of concrete surfaces. 1.

Formulate form-release agent with rust inhibitor for steel form-facing materials.

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E.

Form Ties: Factory-fabricated, removable or snap-off glass-fiber-reinforced plastic or metal form ties designed to resist lateral pressure of fresh concrete on forms and to prevent spalling of concrete on removal. 1. 2.

2.3

Furnish units that leave no corrodible metal closer than 1 inch (25 mm) to the plane of exposed concrete surface. Furnish ties that, when removed, leave holes no larger than 1 inch (25 mm) in diameter in concrete surface.

STEEL REINFORCEMENT

A.

Reinforcing Bars: ASTM A 615/A 615M, Grade 60 (Grade 420), deformed.

B.

Epoxy-Coated Reinforcing Bars: ASTM A 615/A 615M, Grade 60 (Grade 420), deformed bars, ASTM A 775/A 775M, epoxy coated, with less than 2 percent damaged coating in each 12-inch (300-mm) bar length.

C.

Epoxy-Coated Wire: ASTM A 884/A 884M, Class A, Type 1 coated, as-drawn, plainsteel wire, with less than 2 percent damaged coating in each 12-inch (300-mm) wire length.

2.4

REINFORCEMENT ACCESSORIES

A.

Epoxy Repair Coating: Liquid, two-part, epoxy repair coating; compatible with epoxy coating on reinforcement and complying with ASTM A 775/A 775M.

B.

Bar Supports: Bolsters, chairs, spacers, and other devices for spacing, supporting, and fastening reinforcing bars and welded-wire reinforcement in place. Manufacture bar supports from steel wire, plastic, or precast concrete according to CRSI's "Manual of Standard Practice," of greater compressive strength than concrete and as follows: 1. 2.

2.5

For concrete surfaces exposed to view, where legs of wire bar supports contact forms, use CRSI Class 1 plastic-protected steel wire or CRSI Class 2 stainlesssteel bar supports. For epoxy-coated reinforcement, use epoxy-coated or other dielectric-polymercoated wire bar supports.

CONCRETE MATERIALS

A.

Source Limitations: Obtain each type or class of cementitious material of the same brand from the same manufacturer's plant, obtain aggregate from single source, and obtain admixtures from single source from single manufacturer.

B.

Cementitious Materials:

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1. 2. C.

Portland Cement: ASTM C 150/C 150M, Type I/II. Fly Ash: ASTN C618 Class F or C.

Normal-Weight Aggregates: ASTM C 33/C 33M, Class 3S coarse aggregate or better, graded. Provide aggregates from a single source. 1. 2.

Maximum Coarse-Aggregate Size: 1 inch (25 mm) nominal. Fine Aggregate: Free of materials with deleterious reactivity to alkali in cement.

D.

Air-Entraining Admixture: ASTM C 260/C 260M.

E.

Chemical Admixtures: Certified by manufacturer to be compatible with other admixtures and that do not contribute water-soluble chloride ions exceeding those permitted in hardened concrete. Do not use calcium chloride or admixtures containing calcium chloride. 1. 2.

F. 2.6 A.

2.7

Water-Reducing Admixture: ASTM C 494/C 494M, Type A. High-Range, Water-Reducing Admixture: ASTM C 494/C 494M, Type F.

Water: ASTM C 94/C 94M and potable. WATERSTOPS Flexible Rubber Waterstops: In accordance with specifications outlined in the City of Philadelphia Water Department Standard Details and Standard Specifications for Sewers. 1. Profile: Flat dumbbell without center bulb. 2. Dimensions: 6 inches by 3/8 inch thick (150 mm by 10 mm thick); nontapered. CURING MATERIALS

A.

Absorptive Cover: AASHTO M 182, Class 2, burlap cloth made from jute or kenaf, weighing approximately 9 oz./sq. yd. (305 g/sq. m) when dry.

B.

Moisture-Retaining Cover: ASTM C 171, polyethylene film or white burlappolyethylene sheet.

C.

Water: Potable.

D.

Clear, Waterborne, Membrane-Forming Curing Compound: ASTM C 309, Type 1, Class B, dissipating.

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2.8

RELATED MATERIALS

A.

Expansion- and Isolation-Joint-Filler Strips: ASTM D 1751, asphalt-saturated cellulosic fiber or ASTM D 1752, cork or self-expanding cork.

B.

Epoxy Bonding Adhesive: ASTM C 881, two-component epoxy resin, capable of humid curing and bonding to damp surfaces, of class suitable for application temperature and of grade to suit requirements, and as follows: 1.

2.9 A.

Types IV and V, load bearing, for bonding hardened or freshly mixed concrete to hardened concrete.

CONCRETE MIXTURES, GENERAL Prepare design mixtures for each type and strength of concrete, proportioned on the basis of laboratory trial mixture or field test data, or both, according to ACI 301 (ACI 301M). 1.

Use a qualified independent testing agency for preparing and reporting proposed mixture designs based on laboratory trial mixtures.

B.

Limit water-soluble, chloride-ion content in hardened concrete to 0.15 percent by weight of cement.

C.

Admixtures: Use admixtures according to manufacturer's written instructions. 1. 2.

2.10 A.

Use water-reducing or high-range water-reducing admixture in concrete, as required, for placement and workability. Use water-reducing admixture in pumped concrete, concrete required to be watertight, and concrete with a w/c ratio below 0.50.

CONCRETE MIXTURES All concrete: Normal-weight concrete. 1. 2. 3. 4. 5. 6.

Minimum Compressive Strength: 4000 psi (27.6 MPa) at 28 days. Maximum W/C Ratio: 0.45. Minimum cementitious content: 560 pounds per cubic yard Fly ash: 20 per cent by weight of total cementitious materials Slump Limit: 5 inches (125 mm) 8 inches (200 mm) for concrete with verified slump of 2 to 4 inches (50 to 100 mm) before adding high-range water-reducing admixture or plasticizing admixture, plus or minus 1 inch (25 mm). Air Content: 5.5 percent, plus or minus 1.5 percent at point of delivery.

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2.11 A. 2.12 A.

FABRICATING REINFORCEMENT Fabricate steel reinforcement according to CRSI's "Manual of Standard Practice." CONCRETE MIXING Ready-Mixed Concrete: Measure, batch, mix, and deliver concrete according to ASTM C 94/C 94M, and furnish batch ticket information. 1.

When air temperature is between 85 and 90 deg F (30 and 32 deg C), reduce mixing and delivery time from 1-1/2 hours to 75 minutes; when air temperature is above 90 deg F (32 deg C), reduce mixing and delivery time to 60 minutes.

PART 3 - EXECUTION 3.1

FORMWORK INSTALLATION

A.

Design, erect, shore, brace, and maintain formwork, according to ACI 301 (ACI 301M), to support vertical, lateral, static, and dynamic loads, and construction loads that might be applied, until structure can support such loads.

B.

Construct formwork so concrete members and structures are of size, shape, alignment, elevation, and position indicated, within tolerance limits of ACI 117 (ACI 117M).

C.

Limit concrete surface irregularities, designated by ACI 347 as abrupt or gradual, as follows: 1. 2.

Class A, 1/8 inch (3.2 mm) for smooth-formed finished surfaces. Class C, 1/2 inch (13 mm) for rough-formed finished surfaces.

D.

Construct forms tight enough to prevent loss of concrete mortar.

E.

Construct forms for easy removal without hammering or prying against concrete surfaces. Provide crush or wrecking plates where stripping may damage castconcrete surfaces. Provide top forms for inclined surfaces steeper than 1.5 horizontal to 1 vertical. 1. 2.

F.

Install keyways, reglets, recesses, and the like, for easy removal. Do not use rust-stained steel form-facing material.

Provide temporary openings for cleanouts and inspection ports where interior area of formwork is inaccessible. Close openings with panels tightly fitted to forms and securely braced to prevent loss of concrete mortar. Locate temporary openings in forms at inconspicuous locations.

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G.

Chamfer exterior corners and edges of permanently exposed concrete.

H.

Form openings, chases, offsets, sinkages, keyways, reglets, blocking, screeds, and bulkheads required in the Work. Determine sizes and locations from trades providing such items.

I.

Clean forms and adjacent surfaces to receive concrete. Remove chips, wood, sawdust, dirt, and other debris just before placing concrete.

J.

Retighten forms and bracing before placing concrete, as required, to prevent mortar leaks and maintain proper alignment.

K.

Coat contact surfaces of forms with form-release agent, according to manufacturer's written instructions, before placing reinforcement.

3.2 A.

3.3 A.

EMBEDDED ITEM INSTALLATION Place and secure anchorage devices and other embedded items required for adjoining work that is attached to or supported by cast-in-place concrete. Use setting drawings, templates, diagrams, instructions, and directions furnished with items to be embedded. REMOVING AND REUSING FORMS General: Formwork for sides of beams, walls, columns, and similar parts of the Work that does not support weight of concrete may be removed after cumulatively curing at not less than 50 deg F (10 deg C) for 24 hours after placing concrete. Concrete has to be hard enough to not be damaged by form-removal operations, and curing and protection operations need to be maintained. 1.

2.

Leave formwork for beam soffits, joists, slabs, and other structural elements that support weight of concrete in place until concrete has achieved at least 70 percent of its 28-day design compressive strength. Remove forms only if shores have been arranged to permit removal of forms without loosening or disturbing shores.

B.

Clean and repair surfaces of forms to be reused in the Work. Split, frayed, delaminated, or otherwise damaged form-facing material are not acceptable for exposed surfaces. Apply new form-release agent.

C.

When forms are reused, clean surfaces, remove fins and laitance, and tighten to close joints. Align and secure joints to avoid offsets. Do not use patched forms for exposed concrete surfaces unless approved by Architect.

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3.4 A.

3.5

SHORING AND RESHORING INSTALLATION Comply with ACI 318 (ACI 318M) and ACI 301 (ACI 301M) for design, installation, and removal of shoring and reshoring. STEEL REINFORCEMENT INSTALLATION

A.

General: Comply with CRSI's "Manual of Standard Practice" for fabricating, placing, and supporting reinforcement.

B.

Clean reinforcement of loose rust and mill scale, earth, ice, and other foreign materials that reduce bond to concrete.

C.

Accurately position, support, and secure reinforcement against displacement. Locate and support reinforcement with bar supports to maintain minimum concrete cover. Do not tack weld crossing reinforcing bars. 1.

Weld reinforcing bars according to AWS D1.4/D 1.4M, where indicated.

D.

Set wire ties with ends directed into concrete, not toward exposed concrete surfaces.

E.

Install welded-wire reinforcement in longest practicable lengths on bar supports spaced to minimize sagging. Lap edges and ends of adjoining sheets at least one mesh spacing. Offset laps of adjoining sheet widths to prevent continuous laps in either direction. Lace overlaps with wire.

3.6

JOINTS

A.

General: Construct joints true to line with faces perpendicular to surface plane of concrete.

B.

Construction Joints: Install so strength and appearance of concrete are not impaired, at locations indicated or as approved by Architect. 1. 2. 3. 4. 5.

Place joints perpendicular to main reinforcement. Continue reinforcement across construction joints unless otherwise indicated. Form keyed joints as indicated. Embed keys at least 1-1/2 inches (38 mm) into concrete. Locate joints for beams in the middle third of spans. Space vertical joints as indicated. Use epoxy-bonding adhesive at locations where fresh concrete is placed against hardened or partially hardened concrete surfaces.

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3.7 A.

3.8

WATERSTOP INSTALLATION Flexible Waterstops: Install in construction joints and at other joints indicated to form a continuous diaphragm. Install in longest lengths practicable. Support and protect exposed waterstops during progress of the Work. Field fabricate joints in waterstops according to manufacturer's written instructions. CONCRETE PLACEMENT

A.

Before placing concrete, verify that installation of formwork, reinforcement, and embedded items is complete and that required inspections are completed.

B.

Before test sampling and placing concrete, water may be added at Project site, subject to limitations of ACI 301 (ACI 301M). 1.

C.

Deposit concrete continuously in one layer or in horizontal layers of such thickness that no new concrete is placed on concrete that has hardened enough to cause seams or planes of weakness. If a section cannot be placed continuously, provide construction joints as indicated. Deposit concrete to avoid segregation. 1. 2. 3.

3.9 A.

Deposit concrete in horizontal layers of depth not to exceed formwork design pressures and in a manner to avoid inclined construction joints. Consolidate placed concrete with mechanical vibrating equipment according to ACI 301 (ACI 301M). Do not use vibrators to transport concrete inside forms. Insert and withdraw vibrators vertically at uniformly spaced locations to rapidly penetrate placed layer and at least 6 inches (150 mm) into preceding layer. Do not insert vibrators into lower layers of concrete that have begun to lose plasticity. At each insertion, limit duration of vibration to time necessary to consolidate concrete and complete embedment of reinforcement and other embedded items without causing mixture constituents to segregate.

FINISHING FORMED SURFACES Rough-Formed Finish: As-cast concrete texture imparted by form-facing material with tie holes and defects repaired and patched. Remove fins and other projections that exceed specified limits on formed-surface irregularities. 1.

B.

Do not add water to concrete after adding high-range water-reducing admixtures to mixture.

Apply to concrete surfaces not exposed to public view.

Smooth-Formed Finish: As-cast concrete texture imparted by form-facing material, arranged in an orderly and symmetrical manner with a minimum of seams. Repair and

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patch tie holes and defects. Remove fins and other projections that exceed specified limits on formed-surface irregularities. 1. C.

3.10

Apply to concrete surfaces exposed to public view,.

Related Unformed Surfaces: At tops of walls, horizontal offsets, and similar unformed surfaces adjacent to formed surfaces, strike off smooth and finish with a texture matching adjacent formed surfaces. Continue final surface treatment of formed surfaces uniformly across adjacent unformed surfaces unless otherwise indicated. CONCRETE PROTECTING AND CURING

A.

General: Protect freshly placed concrete from premature drying and excessive cold or hot temperatures. Comply with ACI 306.1 for cold-weather protection and ACI 301 (ACI 301M) for hot-weather protection during curing.

B.

Formed Surfaces: Cure formed concrete surfaces, including underside of beams, supported slabs, and other similar surfaces. If forms remain during curing period, moist cure after loosening forms. If removing forms before end of curing period, continue curing for remainder of curing period.

C.

Unformed Surfaces: Begin curing immediately after finishing concrete. Cure unformed surfaces, including floors and slabs, concrete floor toppings, and other surfaces.

D.

Cure concrete according to ACI 308.1, by one or a combination of the following methods: 1.

Moisture Curing: Keep surfaces continuously moist for not less than seven days with the following materials: a. b. c.

2.

Water. Continuous water-fog spray. Absorptive cover, water saturated, and kept continuously wet. Cover concrete surfaces and edges with 12-inch (300-mm) lap over adjacent absorptive covers.

Moisture-Retaining-Cover Curing: Cover concrete surfaces with moistureretaining cover for curing concrete, placed in widest practicable width, with sides and ends lapped at least 12 inches (300 mm), and sealed by waterproof tape or adhesive. Cure for not less than seven days. Immediately repair any holes or tears during curing period, using cover material and waterproof tape. a. b.

Moisture cure or use moisture-retaining covers to cure concrete surfaces to receive floor coverings. Moisture cure or use moisture-retaining covers to cure concrete surfaces to receive penetrating liquid floor treatments.

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c.

3.

3.11

Cure concrete surfaces to receive floor coverings with either a moistureretaining cover or a curing compound that the manufacturer certifies does not interfere with bonding of floor covering used on Project.

Curing Compound: Apply uniformly in continuous operation by power spray or roller according to manufacturer's written instructions. Recoat areas subjected to heavy rainfall within three hours after initial application. Maintain continuity of coating and repair damage during curing period.

CONCRETE SURFACE REPAIRS

A.

Defective Concrete: Repair and patch defective areas when approved by Architect. Remove and replace concrete that cannot be repaired and patched to Architect's approval.

B.

Patching Mortar: Mix dry-pack patching mortar, consisting of 1 part portland cement to 2-1/2 parts fine aggregate passing a No. 16 (1.18-mm) sieve, using only enough water for handling and placing.

C.

Repairing Formed Surfaces: Surface defects include color and texture irregularities, cracks, spalls, air bubbles, honeycombs, rock pockets, fins and other projections on the surface, and stains and other discolorations that cannot be removed by cleaning. 1.

2.

3. D.

Immediately after form removal, cut out honeycombs, rock pockets, and voids more than 1/2 inch (13 mm) in any dimension to solid concrete. Limit cut depth to 3/4 inch (19 mm). Make edges of cuts perpendicular to concrete surface. Clean, dampen with water, and brush-coat holes and voids with bonding agent. Fill and compact with patching mortar before bonding agent has dried. Fill formtie voids with patching mortar or cone plugs secured in place with bonding agent. Repair defects on surfaces exposed to view by blending white portland cement and standard portland cement so that, when dry, patching mortar matches surrounding color. Patch a test area at inconspicuous locations to verify mixture and color match before proceeding with patching. Compact mortar in place and strike off slightly higher than surrounding surface. Repair defects on concealed formed surfaces that affect concrete's durability and structural performance as determined by Architect.

Repairing Unformed Surfaces: Test unformed surfaces, such as floors and slabs, for finish and verify surface tolerances specified for each surface. Correct low and high areas. Test surfaces sloped to drain for trueness of slope and smoothness; use a sloped template. 1.

Repair finished surfaces containing defects. Surface defects include spalls, popouts, honeycombs, rock pockets, crazing and cracks in excess of 0.01 inch

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2. 3. 4.

5.

(0.25 mm) wide or that penetrate to reinforcement or completely through unreinforced sections regardless of width, and other objectionable conditions. After concrete has cured at least 14 days, correct high areas by grinding. Correct localized low areas during or immediately after completing surface finishing operations by cutting out low areas and replacing with patching mortar. Finish repaired areas to blend into adjacent concrete. Repair defective areas, except random cracks and single holes 1 inch (25 mm) or less in diameter, by cutting out and replacing with fresh concrete. Remove defective areas with clean, square cuts and expose steel reinforcement with at least a 3/4-inch (19-mm) clearance all around. Dampen concrete surfaces in contact with patching concrete and apply bonding agent. Mix patching concrete of same materials and mixture as original concrete, except without coarse aggregate. Place, compact, and finish to blend with adjacent finished concrete. Cure in same manner as adjacent concrete. Repair random cracks and single holes 1 inch (25 mm) or less in diameter with patching mortar. Groove top of cracks and cut out holes to sound concrete and clean off dust, dirt, and loose particles. Dampen cleaned concrete surfaces and apply bonding agent. Place patching mortar before bonding agent has dried. Compact patching mortar and finish to match adjacent concrete. Keep patched area continuously moist for at least 72 hours.

E.

Perform structural repairs of concrete, subject to Engineer’s approval, using epoxy adhesive and patching mortar.

F.

Repair materials and installation not specified above may be used, subject to Engineer’s approval.

3.12

FIELD QUALITY CONTROL

A.

Testing Agency: Engage a qualified testing and inspecting agency to perform tests and inspections and to submit reports.

B.

Inspections: 1. 2. 3. 4. 5.

C.

Steel reinforcement placement. Verification of use of required design mixture. Concrete placement, including conveying and depositing. Curing procedures and maintenance of curing temperature. Verification of concrete strength before removal of shores and forms from beams and slabs.

Concrete Tests: Testing of composite samples of fresh concrete obtained according to ASTM C 172/C 172M shall be performed according to the following requirements:

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1.

Testing Frequency: Obtain one composite sample for each day's pour of each concrete mixture exceeding 5 cu. yd. (4 cu. m), but less than 25 cu. yd. (19 cu. m), plus one set for each additional 50 cu. yd. (38 cu. m) or fraction thereof. a.

2. 3.

4. 5.

Slump: ASTM C 143/C 143M; one test at point of placement for each composite sample, but not less than one test for each day's pour of each concrete mixture. Perform additional tests when concrete consistency appears to change. Air Content: ASTM C 231/C 231M, pressure method, for normal-weight concrete;one test for each composite sample, but not less than one test for each day's pour of each concrete mixture. Concrete Temperature: ASTM C 1064/C 1064M; one test hourly when air temperature is 40 deg F (4.4 deg C) and below or 80 deg F (27 deg C) and above, and one test for each composite sample. Compression Test Specimens: ASTM C 31/C 31M. a.

6.

7.

8.

9.

10.

When frequency of testing provides fewer than five compressive-strength tests for each concrete mixture, testing shall be conducted from at least five randomly selected batches or from each batch if fewer than five are used.

Cast and laboratory cure two sets of two standard cylinder specimens for each composite sample.

Compressive-Strength Tests: ASTM C 39/C 39M; test one set of two laboratorycured specimens at 7 days and one set of two specimens at 28 days. a. A compressive-strength test shall be the average compressive strength from a set of two specimens obtained from same composite sample and tested at age indicated. Strength of each concrete mixture will be satisfactory if every average of any three consecutive compressive-strength tests equals or exceeds specified compressive strength and no compressive-strength test value falls below specified compressive strength by more than 500 psi (3.4 MPa). Test results shall be reported in writing to Engineer, concrete manufacturer, and Contractor within 48 hours of testing. Reports of compressive-strength tests shall contain Project identification name and number, date of concrete placement, name of concrete testing and inspecting agency, location of concrete batch in Work, design compressive strength at 28 days, concrete mixture proportions and materials, compressive breaking strength, and type of break for both 7- and 28-day tests. Nondestructive Testing: Impact hammer, sonoscope, or other nondestructive device may be permitted by Engineer but will not be used as sole basis for approval or rejection of concrete. Additional Tests: Testing and inspecting agency shall make additional tests of concrete when test results indicate that slump, air entrainment, compressive strengths, or other requirements have not been met, as directed by Engineer. Testing and inspecting agency may conduct tests to determine adequacy of

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11. 12.

concrete by cored cylinders complying with ASTM C 42/C 42M or by other methods as directed by Engineer. Additional testing and inspecting, at Contractor's expense, will be performed to determine compliance of replaced or additional work with specified requirements. Correct deficiencies in the Work that test reports and inspections indicate do not comply with the Contract Documents.

END OF SECTION 033000

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SECTION 055000 – MISCELLANEOUS STEEL PART 1 - GENERAL 1.1 A.

SUMMARY Section Includes: 1.

B.

Products furnished, but not installed, under this Section include the following: 1.

1.2 A.

Miscellaneous steel framing and supports.

At Location ‘C’ – Culvert: Steel plate for casting into concrete base.

ACTION SUBMITTALS Shop Drawings: Show fabrication of structural-steel components. 1. 2. 3.

Include details of cuts, connections, splices, camber, holes, and other pertinent data. Include embedment Drawings. Indicate welds by standard AWS symbols, distinguishing between shop and field welds, and show size, length, and type of each weld. Show backing bars that are to be removed and supplemental fillet welds where backing bars are to remain.

PART 2 - PRODUCTS 2.1

METALS

A.

Steel Plates, Shapes, and Bars: ASTM A 36/A 36M.

B.

W shapes: ASTM A992, Grade 50.

2.2 A. 2.3 A.

FASTENERS General: Connections shall be welded according to AWS D1.1/D1.1M. MISCELLANEOUS MATERIALS Galvanizing Repair Paint: High-zinc-dust-content paint complying with SSPCPaint 20.

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B.

2.4

Coal Tar Epoxy: Coating shall be in accordance with USACE C-200, C200a and AWWA C-210 for exterior such as Bitumastic 300 M by Carboline or approved equivalent. Thickness shall be 16 mils, dry. FABRICATION, GENERAL

A.

Shop Assembly: Preassemble items in the shop to greatest extent possible. Use connections that maintain structural value of joined pieces.

B.

Cut, drill, and punch metals cleanly and accurately. Remove burrs and ease edges. Remove sharp or rough areas on exposed surfaces.

2.5

MISCELLANEOUS FRAMING AND SUPPORTS

A.

General: Provide steel framing and supports not specified in other Sections as needed to complete the Work.

B.

Fabricate units from steel shapes, plates, and bars of welded construction unless otherwise indicated. Fabricate to sizes, shapes, and profiles indicated and as necessary to receive adjacent construction.

2.6

STEEL AND IRON FINISHES

A.

Galvanizing: Hot-dip galvanize items as indicated to comply with ASTM A 153/A 153M for steel and iron hardware and with ASTM A 123/A 123M for other steel and iron products.

B.

Coal tar epoxy coating: Coal tar epoxy coating shall be in accordance with USACE C-200, C200a and AWWA C-210 for exterior such as Bitumastic 300 M by Carboline or approved equivalent. Thickness shall be 16 mils, dry.

PART 3 - EXECUTION 3.1

INSTALLATION, GENERAL

A.

Cutting, Fitting, and Placement: Perform cutting, drilling, and fitting required for installing metal fabrications. Set metal fabrications accurately in location, alignment, and elevation; with edges and surfaces level, plumb, true, and free of rack; and measured from established lines and levels.

B.

Field Welding shall comply with all provisions of the Structural Welding Code, AWS D1.1of the American Welding Society.

C.

Provide temporary bracing or anchors in formwork for items that are to be built into concrete, masonry, or similar construction.

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3.2 A.

FIELD QUALITY CONTROL Testing Agency: Engage a qualified testing agency to perform tests and inspections. 1. Verify structural-steel materials and inspect steel frame joint details. 2. Verify weld materials and inspect field welds according to AWS D1.1/D1.1M.

3.3

ADJUSTING AND CLEANING

A.

Touchup Coating: Immediately after erection, clean field welds, uncoated areas, and abraded areas. Coat areas with Coal tar epoxy. Coating shall be in accordance with USACE C-200, C200a and AWWA C-210 for exterior such as Bitumastic 300 M by Carboline or approved equivalent. Thickness shall be 16 mils, dry.

B.

Galvanized Surfaces: Clean field welds, bolted connections, and abraded areas and repair galvanizing to comply with ASTM A 780/A 780M.

END OF SECTION 055000

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SECTION 316219 - TIMBER PILES PART 1 - GENERAL 1.1 A.

1.2

SUMMARY Section includes round timber piles to be installed as part of bulkhead reinforcing system at Location ‘D’. UNIT PRICES

A.

Contract Sum: Base Contract Sum on number and dimensions of piles indicated from tip to cutoff, plus not less than 30 inches of overlength for cutting piles at cutoff elevations.

B.

Work of this Section is affected as follows: 1.

2. 3.

1.3 A.

1.4

Additional payment for number of piles in excess of that indicated, and credit for number of piles less than that indicated, is calculated at unit prices stated in the Contract. Unit prices include labor, materials, tools, equipment, and incidentals for furnishing, driving, cutting off, capping, and disposing of cutoffs. No payment is made for rejected piles, including piles driven out of tolerance, defective piles, or piles damaged during handling or driving.

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

A.

Qualification Data: For testing agency.

B.

Round timber pile treatment data as follows, including chemical treatment manufacturer's written instructions for handling, storing, installing, and finishing treated material: 1.

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

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2.

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

C.

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

D.

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

1.5 A.

1.6 A.

QUALITY ASSURANCE Contractor shall engage a qualified inspection agency under the supervision of a Registered Geotechnical Engineer to observe installation procedures, verify tip elevations and prepare pile-driving records. DELIVERY, STORAGE, AND HANDLING Deliver piles to Project site in such quantities and at such times to ensure continuity of installation. Handle and store piles at Project site to prevent breaks, cuts, abrasions, or other physical damage and as required by AWPA M4. 1.

1.7

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

FIELD CONDITIONS

A.

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

B.

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

PART 2 - PRODUCTS 2.1 A.

TIMBER PILES Round Timber Piles: ASTM D 25, unused, clean peeled, one piece from butt to tip; of the following species and size basis: 1. 2.

B.

Species: Southern yellow pine. Size Basis: Tip circumference 25 inch minimum.

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

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1. 2. 2.2 A.

PILE ACCESSORIES Driving Shoes: Fabricate from ASTM A 1011/A 1011M, hot-rolled carbon-steel strip to suit pile-tip diameter, of the following type and thickness, and secure to pile tip so as to not affect pile alignment during driving: 1. 2.

2.3

Service Condition: UC5B Marine Use Central Waters Treatment: Waterborne preservative.

Type: Arrow point. Thickness: 3/16 inch (4.8 mm).

FABRICATION

A.

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

B.

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

C.

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

D.

Pile Splices: Splices are not permitted.

E.

Pile-Length Markings: Mark each pile with horizontal lines at 12-inch (305-mm) intervals; label the distance from pile tip at 60-inch (1524-mm) intervals. Maintain markings on piles until driven.

PART 3 - EXECUTION 3.1

DRIVING EQUIPMENT

A.

Pile Hammer: Vibratory Driver Extractor capable of installing piles to elevations and locations shown on drawings.

B.

Hammer Cushions and Driving Caps: Between hammer and top of pile, provide appropriate attachment maintain proper alignment and to prevent damage to top of pile.

C.

Jetting may be used as an alternate installation method capable of installing piles to elevations and locations shown on drawings.

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D.

3.2

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

A.

General: Continuously install piles to elevations indicated. Establish and maintain axial alignment of leads and piles.

B.

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

C.

Heaved Piles: Redrive heaved piles to tip elevation at least as deep as original tip elevation.

D.

Driving Tolerances: Drive piles without exceeding the following tolerances, measured at pile heads: 1. 2. 3.

Location: 2 inches (102 mm) from location indicated. Plumb: Maintain 1 inch (25 mm) in 48 inches (1219 mm) from vertical, or a maximum of 4 inches (102 mm), measured when pile is aboveground in leads. Batter Angle: Maximum 1 inch (25 mm) in 48 inches (1219 mm) from required angle, measured when pile is aboveground in leads.

E.

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

F.

Cut off butts of driven piles square with pile axis and at elevations indicated. 1.

G.

Cover cut-off piling surfaces with caps overlapping pile end by minimum 2 inches (51 mm) and minimum three coats of preservative treatment according to AWPA M4.

Pile-Driving Records: Maintain accurate driving records for each pile. Include the following data: 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11.

Project name and number. Name of Contractor. Pile species. Pile location in pile group and designation of pile group. Sequence of driving in pile group. Pile dimensions. Ground elevation. Elevation of tips after driving. Final tip and cutoff elevations of piles after driving pile group. Records of redriving. Type, make, model, and rated energy of hammer.

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12. 13. 14. 15. 16. 17. 18. 3.3 A.

3.4 A.

Type of pile-driving cap used. Cushion material and thickness. Pile-driving start and finish times, and total driving time. Time, pile-tip elevation, and reason for interruptions. Pile deviations from location and plumb. Preboring, jetting, or special procedures used. Unusual occurrences during pile driving.

FIELD QUALITY CONTROL Testing Agency: Engage a qualified testing agency to perform inspections and to compile reports. DISPOSAL Remove withdrawn piles and cutoff sections of piles from site and legally dispose of them off Owner's property.

END OF SECTION 316219

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SECTION 02612 – REINFORCED CONCRETE PIPE PART 1 – GENERAL

1.1

A.

1.2

SUMMARY

Section includes requirements for providing reinforced concrete pipe, reinforced concrete elliptical pipe, fittings, and specials. SYSTEM DESCRIPTION

A.

Reinforced concrete pipe, fittings, and specials shall be capable of withstanding imposed design loadings, unless otherwise specified pipe shall be Class IV (ASTM C76) for the diameter indicated on the drawings. Pipe for each class shall be wall thickness b.

B.

Pipe joints shall be rubber and steel for conveying sewage or other fluids except for pipe used in storm drainage which shall have concrete bell and spigot joints with butyl rubber gaskets.

C.

Reinforced concrete elliptical pipe, fittings and specials shall be capable of withstanding imposed design loadings, unless otherwise specified, minimum wall thickness shall be as specified in ASTM C 507 for the size and class shown on the drawings. Joints shall be concrete tongue and groove slip joints.

D.

All joints shall be made in such a manner that when the sections of pipe, fittings and specials are laid together a smooth continuous waterway free of appreciable irregularities in the flow line shall be formed.

1.3

QUALITY ASSURANCE

A.

Materials, tests and inspection of the completed product shall conform to both requirements of subsection 5 of ASTM C 76 or ASTM C 507 as applicable.

B.

Submittals: 1. Shop drawings shall be submitted and shall comply with the provisions of the section "shop drawings and samples", division 1 and shall include: pipe specifications including fittings and specials; design calculations and certified three-edge bearing tests of similar sized pipe manufactured within the past year.

C.

References: 2. ASTM C 39 - standard test method for compressive strength of cylindrical concrete specimens. 3. ASTM C 76 - specifications for reinforced concrete culvert, storm drain and sewer pipe.

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4. ASTM C 443 - specification for joints for circular concrete sewer and culvert pipe, using rubber gaskets. 5. ASTM C 497 - standard methods of testing concrete pipe, sections, or tile. 6. ASTM C 507 - specifications for reinforced concrete elliptical culvert, storm drain, and sewer pipe. 7. AWWA C302 - standard for reinforced concrete pressure pipe, non-cylinder type, for water and other liquids. PART 2 – PRODUCTS

2.1

A.

2.2

ACCEPTABLE MANUFACTURERS

Pipe shall be as manufactured by Viannini Pipe, Branchburg, NJ; Kerr Concrete Pipe Co., Folsom, NJ; or equal. MATERIALS

A.

Concrete shall be type II cement and shall conform with the concrete strengths in ASTM C 76 for reinforced concrete pipe or ASTM C 507 for reinforced concrete elliptical pipe for the class and size indicated on the drawings.

B.

Wire, wire fabric, or bars used for reinforcement shall conform with ASTM C 76 for reinforced concrete pipe or ASTM C 507 for reinforced concrete elliptical pipe.

2.3

FABRICATION

A.

Fittings and specials for storm drainage pipe shall be of the same class as the adjacent pipe and shall be in accordance with the approved shop drawings.

B.

Reinforcement shall be circular for reinforced concrete pipe and elliptical for reinforced concrete elliptical pipe with circumferential reinforcement at both bell and spigot ends. circular pipe less than 36 inch in diameter shall have a double cage with longitudiual bars on the inner cage.

C.

Pipe shall conform to all tolerances as permitted in ASTM C 76 for reinforced concrete pipe or ASTM C 507 for reinforced concrete elliptical pipe.

D.

Pipe shall be cast of wet mix concrete, consolidated either by centrifical force, vibration, or a combination of the two.

E.

Concrete cast in vertical forms shall be consolidated by internal or external mechanical vibration or both. the vibrating equipment shall be operated at high speed (more than 5,000 rpm) and have a low amplitude.

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F.

Pipe shall be permanently marked with the pipe diameter or size, pipe class, wall designation, date of manufacture, and manufacturer's name or trade-mark.

G.

Pipe shall be steam cured for a period of not less than 24 hours. Wet cast process pipe shall be steam cured in forms.

H.

No pipe shall be moved from the manufacturer's yard until it has reached the age at which it will have the strength specified.

I.

Lifting holes shall only be permitted in unlined storm drainage pipe.

J.

The packerhead method may be used for reinforced concrete pipe and shall conform to the following requirements: 1.

Shall use a follower densifier and a counter rotating head.

2.

Shall have uniform o.d.

3.

Only wire fabric of the proper steel area shall be used for reinforcement. Mandral type cages will not be acceptable. Excessive cage twist will not be acceptable.

4.

Concrete shall achieve minimum compressive strength at 28 days.

PART 3 – EXECUATION

3.1

INSTALLATION AND JOINTING

A.

Installation and jointing shall be in accordance with the manufacturer's recommendations.

B.

Pipe, fittings and specials and any coatings and linings shall be inspected for damage prior to being installed. Damaged pieces shall be repaired or replaced in accordance with procedures approved by the engineer. Damaged pieces that are not repairable shall be immediately removed from the job site.

C.

Pipe ends shall be satisfactorily cleaned just before the laying of the pipe.

D.

For pipe from which a core has been cut and the resulting hole repaired, the pipe shall be placed with the cored hole located 45 degrees above or below the horizontal center line of the pipe or as directed.

E.

Pipe shall be protected from lateral displacement by installation of pipe bedding material as shown on the drawings and specified in the section "Pipe Embedment Zone", Division 2.

F.

Pipe shall be protected from floatation by placing adequate backfill as shown on the drawings and specified in the section "Pipe Embedment Zone", Division 2.

G.

The joint recesses after jointing shall be internally and externally mortared with mortar mix of 1 part portland cement and 2 parts sand.

H.

Provide flexible joint filler at each joint of reinforced concrete elliptical pipe. Install in accordance with recommendations of the manufacturer.

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3.2

FIELD QUALITY CONTROL

A.

Pipes shall be laid to line and grade by the use of lasers. Such laser equipment shall be furnished by the contractor and operated by competent personnel. Prior to laying the first section of pipe after each set up of the laser equipment, the bedding/pipe grade shall be checked by means of a surveyor's level or transit to verify the laser grade setting and in addition the grade shall be rechecked along the line of the pipe at intervals of not less than 100 feet.

B.

The excavation shall not be backfilled until the pipe installation has been observed by the engineer.

C.

Testing of the work shall conform to the applicable provisions of Division 2.

D.

Joint openings shall not exceed 1/2 inch for diameters up to 48-inch inclusive nor 1 inch for pipe diameters greater than 48-inch.

PART 4 – MEASUREMENT AND PAYMENT

4.1

A.

4.2

MEASUREMENT

Measurement of reinforced concrete pipe, reinforced concrete elliptical pipe, fittings and specials is by the linear foot measured edge to edge of catch basins or manholes except where pipe enters a structure in which case the inside dimension of the structure will not be measured for payment. PAYMENT

A.

Unit price for reinforced concrete pipe, reinforced concrete elliptical pipe, fittings and specials includes clearing and grubbing; preparation of surfaces; excavation; pipe, fittings and specials; interior and exterior coating; corrosion resistant liners; trench backfill (other than select or imported suitable materials); pipe embedment zone backfill (other than crushed stone bedding); dewatering; protecting and shoring of trench walls; protection of existing utilities, structures and property and all else incidental and necessary to complete the work.

B.

Imported suitable or select materials and crushed stone bedding will be bid as separate unit prices unless such work is part of and described under another item, and will be as described in part four of their respective sections.

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GEOTEXTILE FABRIC PART 1 – DESCRIPTION The Contractor shall furnish all labor, material, equipment and incidentals necessary to furnish and install geotextile fabric as shown on plans, and in accordance with specifications and the directions of the Engineer. At Location ‘A’, as shown on drawings at face of existing bulkhead and on the slope above the existing bulkhead. Geotextile Fabric under the Geogrid Marine Mattress is part of and incidental to the Marine Mattress. At Location ‘F’, as shown on drawings. PART 2 – MATERIAL Geotextile fabric shall meet the requirements of PennDOT Specifications, Section 735 for Class 2, Type A, acquired from a manufacturer listed in Bulletin 15 Securing pins shall meet requirements of PennDot Specifications, Section 212.2. PART 3 – SUBMITTALS Geotextile company, brand and product designation conforming to PennDOT Material Specifications. PART 4 – CONSTRUCTION Contractor shall prepare area and install geotextile fabric and secure same in accordance with PennDOT Specifications, Section 212.3(c) Class 2 – Erosion Control. At location ‘A’, provide 2’-0” lap with Geogrid Marine Mattress fabric at bottom of existing bulkhead face. PART 5 - MEASUREMENT AND PAYMENT Square Yard

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REVETMENT STONE PART 1 – DESCRIPTION The Contractor shall furnish all labor, material, equipment and incidentals necessary to furnish and install core stone, bedding stone and armor stone as shown on plans, and in accordance with specifications and the directions of the Engineer. Work shall be in accordance with PennDOT Specifications, Section 850 – Rock Lining. At Location ‘A’, core stone, bedding stone and armor stone as shown on drawings.At Location ‘F’, bedding stone and armor stone as shown on drawings. PART 2 – MATERIAL Core stone shall meet the requirements of PennDOT Specifications, Section 703.2. Conform to Size and Grading Requirements for Coarse Aggregates shown on Table C for AASHTO Number 57 stone. Bedding stone shall meet the requirements of PennDOT Specifications, Section 850 – Rock Lining for Class, Size No. R-3. Armor stone shall meet the requirements of PennDOT Specifications, Section 850 – Rock Lining for Class, Size No. R-7. PART 3 – CONSTRUCTION Assure that all required environmental permits have been acquired and proceed in accordance with all requirements and restrictions that apply. Place stones in accordance with PennDOT Specifications, Section 850.3 and as follows. Contractor shall prepare the area where stones are to be placed. Preparation may include but is not limited to demolition and removal of existing structures where interference with new work will occur, excavation, preparation of base and installation of Geogrid Marine Mattress. Place geotextiles as specified in PennDOT Specification Section 212.3(c). Stones shall be placed by machine, not dumped, to provide close contact at proper lines and grades and a well-graded distribution of stone size. Any oversize stones shall be placed at the toe of the structure.

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PART 4 - MEASUREMENT AND PAYMENT Core Stone – Cubic Yard Bedding Stone – Square Yard Armor Stone – Square Yard

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SHEET PILE WALERS AND TIE-BACKS PART 1 – DESCRIPTION Provide all labor, material, equipment and incidentals necessary to furnish and install Walers and Tie Rods at Location ‘B’ as shown on drawings and as directed by the Engineer. All work shall be in accordance with the American Institute of Steel Construction, 13th edition. PART 2 – MATERIAL Channels and plates – ASTM A36 Bolts – ASTM A325 Nuts – ASTM A563, Grade C Washers – ASTM F436 Tie rods – ASTM A772, Fy = 150 ksi Dywidag threadbar, Willams grade 150 allthreadbar or approved equal. Tie rod nuts – Heavy duty hex nuts conforming to ASTM A29, Grade C1045. Tie rod washers – Hardened washers conforming to ASTM F436, Type 1. All Steel components of the walers to be hot dipped galvanized in accordance with ASTM A123 or ASTM A153 as applicable. Tie rods shall be shop coated with coal tar epoxy to a minimum thickness of 16 mils. Coal tar epoxy shall comply with USACE C-200, C200a and AWWA C-210 for exterior such as Bitumastic 300 M by Carboline or approved equivalent.

PART 3 – SUBMITTALS Steel shop drawings: Show fabrication of steel components. Include steel grades and details of cuts, connections, splices, curves, holes and other pertinent data. Tie rod manufacturer and grade of steel. Welding certificates PART 4 – CONSTRUCTION Install materials in accordance with contract drawings, shop drawings and manufacturer’s recommendations. Delaware River Trail Pier 70 to Washington Avenue Bulkhead Specifications

Page 125

Prior to welding, clean areas to be welded to bare metal. Upon completion, touch up welded areas with cold galvanizing compound and coal tar epoxy to replace material that was removed in kind. Coat tie rods and tie rod nuts with coal tar epoxy at any uncoated areas or areas where coating is damaged. Thickness shall be 16 mils, dry. Take care to prevent damage to tie rods during backfilling operations. PART 5 – INSPECTION The contractor shall engage a qualified steel inspection agency to inspect and verify the installation including visual inspection of all welds according to AWS D1.1. PART 6 - MEASUREMENT AND PAYMENT Walers – Linear feet Tie rods – Each Coal tar epoxy is incidental to the member being coated.

Delaware River Trail Pier 70 to Washington Avenue Bulkhead Specifications

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FORM CONSTRUCTION AGREEMENT

Each of the following described documents shall be an integral part of the Construction Agreement between the Corporation and the Contractor with respect to the Project; in the event of any conflict between any of the terms or conditions contained in any two or more of these documents, the terms and conditions contained in the following described documents shall govern and control in the following order of priority (beginning with the document whose terms and conditions have the highest priority and progressing to, and ending with, the document whose terms and conditions have the lowest priority): 1. Rider to AIA Document A102-2007 Edition between the Owner and the Contractor, Other Conditions or Services. 2.

Addendum to Construction Agreement for Funding Requirements;

3. AIA Document A102-2007 Edition of "Standard Form of Agreement between Owner and Contractor.� 4. AIA Document A201, 2007 Edition, "General Conditions of the Contract for Construction" as modified by the Corporations supplemental conditions; 5. Drawings and Specifications prepared by RBA Group, included in the Bid Set including Project Manual dated ______________, Bid set drawings dated _______________, and Addenda ____. 6.

Performance Bond (AIA Document A311) (Included by reference)

ATTACHMENT C DISCLOSURE FORMS

City-Related Agency Disclosure Forms DRWC Conflict of Interest Disclosure Certificate Solicitation for Participation and Commitment Form

Disclosure Forms Directions: 1. Please read the following information regarding the completion of these disclosure forms. Please review the definitions prior to completing any form. 2. Date and initial the top of each form after you have completed it and sign the form on the last page. 3. NOTE: There are two different types of campaign contribution disclosure forms: one for those who are applying as individuals and one for those applying as businesses. Only fill out one type of form. (If you have used a consultant with respect to applying for this non-competitively bid contract you will have to fill out a campaign contribution disclosure form for them as well.) Getting Started There are five sets of disclosure forms enclosed in this packet. You must provide information for each disclosure form. The information you must disclose includes: 1. Any contributions (defined as a provision of money, in-kind assistance, discounts, forbearance or any other valuable thing) made during the two years prior to the application deadline for this noncompetitively bid contract opportunity; 2. The name of any consultant(s) you used to help in obtaining the non-competitively bid contract and any campaign contributions they have made during the two years prior to the application deadline; 3. Any subcontractors you are planning to use if awarded this contract; 4. Whether a City of Philadelphia or Delaware River Waterfront Corporation employee or official asked you to give money, services, or any other thing of value to any individual or entity; and 5. Whether a City of Philadelphia or Delaware River Waterfront Corporation employee or official gave you any advice on how to satisfy any minority, women, disabled or disadvantaged business participation goals. More information on Disclosing Campaign Contributions Applicants for contract opportunities must disclose any contributions they made to: A candidate for nomination or election in any public office in the Commonwealth of Pennsylvania An incumbent in any public office in the Commonwealth of Pennsylvania A political committee or state party in the Commonwealth of Pennsylvania A group, committee, or association organized in support of any candidate, office holder, political committee or state party in the Commonwealth of Pennsylvania Attribution Rules. In addition to disclosing contributions made directly by the applicant, the applicant will be asked to supply information on other types of contributions. The campaign contribution disclosure forms will include questions that specifically ask for information on these other types of contributions. These contributions will be attributed to the individual or business and will be used to determine the applicant’s eligibility to be awarded a contract. Businesses (i.e. corporation, limited liability company, partnership association, joint venture, or any other legal entity) have to disclose contributions made by the following: Applicant business Parent, subsidiary, or otherwise affiliated entity of the applicant business (“affiliate�) An individual or business that is then reimbursed by the applicant business or affiliate Officers, directors, controlling shareholders, or partners of the for-profit applicant business or forprofit affiliate Political action committee controlled by applicant business or affiliate Political action committee controlled by officer, director, controlling shareholder, or partner of the for-profit applicant business or for-profit affiliate

Disclosure Forms, Contracts, City-Related Agencies

1

Revised: March 20, 2009

Individuals have to disclose contributions made by the following: Applicant individual Member of individual’s immediate family (i.e., spouse, life partner, or dependent child living at home), when contributions are in excess of $2600 In addition to direct contributions to candidates, incumbents, or political committees in the Commonwealth of Pennsylvania, applicants are also required to disclose: 1. Contributions not directly given to a candidate, incumbent, or political committee but made with the intent that the contribution will benefit the candidate, incumbent, or political committee; 2. Solicitation of contributions on behalf of a candidate, incumbent, or political committee, including the hosting of or solicitation at fundraising events (required to disclose details regarding the date of event and amount raised); and 3. Contributions not made directly by the individual/business to a candidate, incumbent, or political committee but furnished by the individual / business (as an “intermediary”). Eligibility Restrictions If an individual makes contributions totaling over $2,600 in one calendar year to a candidate for City elective office or to an incumbent, the individual is not eligible to receive a non-competitively bid contract during that candidate’s or incumbent’s term of office. If a business makes contributions totaling over $10,600 in one calendar year to a candidate for City elective office or to an incumbent, the business is not eligible to receive a non-competitively bid contract during that candidate’s or incumbent’s term of office. Although individuals and businesses have to disclose campaign contributions made during the two years prior to the deadline for completing these forms, the eligibility restrictions take into consideration only those contributions made on or after January 1, 2006.  Note on Eligibility: If a candidate for any City elective office contributes $250,000 or more from his or her personal resources to his or her campaign, then the eligibility thresholds for individuals and businesses shall double with respect to contributions to all candidates for that same elective office (i.e. $5,200 for individuals and $21,200 for businesses).

Disclosure Forms, Contracts, City-Related Agencies

2

Revised: March 20, 2009

Definitions

Affiliate

A parent, subsidiary, or otherwise affiliated entity of a business

Applicant

An individual or business who has filed an application to be awarded a noncompetitively bid contract

Business

A corporation, limited liability company, partnership, association, joint venture or any other legal entity (including non-profit organizations) that is not an Individual

Candidate

Any individual who seeks nomination or election to public office, other than a judge of elections or inspector of elections, whether or not such individual is nominated or elected. An individual shall be deemed to be seeking nomination or election to such office if he or she has (1) received a contribution or made an expenditure or has given his consent for any other person or committee to receive a contribution or make an expenditure, for the purpose of influencing his or her nomination or election to such office, whether or not the individual has made known the specific office for which he or she will seek nomination or election at the time the contribution is received or the expenditure is made; or (2) taken the action necessary under the laws of the Commonwealth of Pennsylvania to qualify himself or herself for nomination or election to such office.

Consultant

A person used by an applicant to assist in obtaining a non-competitively bid contract through direct or indirect communication by such individual or business with any City agency or City officer or employee or any Delaware River Waterfront Corporation officer or employee, if the communication is undertaken by such individual or business in exchange for, or with the understanding of receiving, payment from the applicant; provided, however, that “Consultant� shall not include a full-time employee of the applicant.

Contributions

The provision of money, in-kind assistance, discounts, forbearance or any other valuable thing, during the two years prior to the deadline for the filing of the application for the contract opportunity, to any of the following: a candidate for nomination or election to any public office in the Commonwealth of Pennsylvania; an incumbent in any public office in the Commonwealth; a political committee or state party in the Commonwealth; or a group, committee or association organized in support of any candidate, office holder, political committee or state party in the Commonwealth.

Immediate family

A spouse or life partner residing in the individual’s household or minor dependent children

Incumbent

An individual who holds elective office

Intermediary

A person, who, other than in the regular course of business as a postal, delivery or messenger service, delivers a contribution from another individual or business to the recipient of such contribution

NonCompetitively Bid Contract

A contract for the purchase of goods or services to which the City or City Agency is a party that is not subject to the lowest responsible bidder requirements of Section 8200 of the Home Rule Charter, including, but not limited to, a Professional Services Contract, and any renewal of such a contract (other than a renewal term pursuant to an option to renew contained in an executed contract)

Person

An individual, corporation, limited liability company, partnership, association, joint

Disclosure Forms, Contracts, City-Related Agencies

3

Revised: March 20, 2009

venture, or any other legal entity Political committee

Any committee, club, association or other group of persons which receives money or makes expenditures for purposes of influencing any election

Professional Services Contract

A contract to which the City or a City Agency is a party that is not subject to the lowest competitive bidding requirements of Section 8-200 of the Home Rule Charter because it involves the rendition of professional services, including any renewal of such a contract (other than a renewal term pursuant to an option to renew contained in an executed contract)

Solicit a Contribution

Requesting or suggesting that a person make a contribution. The sponsoring or hosting of a fundraising event is considered soliciting a contribution from the attendees of the event. Any contributions raised at such event are counted as a contribution made by the host of the event.

Disclosure Forms, Contracts, City-Related Agencies

4

Revised: March 20, 2009

Date:

Initials: If Applying as an Individual: Campaign Contribution Disclosure Form

Please read through the directions and definitions before filling out this disclosure form to make sure that each question is answered appropriately and thoroughly. Note that you must provide information for the two years prior to the application deadline.

Yes

No

Have you made any contributions? Have you solicited or served as an intermediary for any contributions? Has a member of your immediate family made any contributions over and above $2,600? Has a member of your immediate family solicited or served as an intermediary for contributions over and above $2,600? Check here to certify that no contributions were made.

Additional information on every contribution must be disclosed. Please use the table provided on the next page.

Disclosure Forms, Contracts, City-Related Agencies

5

Revised: March 20, 2009

Date:

Initials: If Applying as an Individual: Campaign Contribution Disclosure Form

For relationship, please indicate whether the contributor was the Individual or Family Member.

Name of Contributor

Relationship

Name of Recipient

(to individual or business completing this form)

Date of Contribution

Amount of Contribution

Please use additional pages as needed.

Disclosure Forms, Contracts, City-Related Agencies

6

Revised: March 20, 2009

Date:

Initials: If Applying as a Business: Campaign Contribution Disclosure Form

Please read through the directions and definitions before filling out this disclosure form to make sure that each question is answered appropriately and thoroughly. Where “non-profit� is an option, indicate whether the business is a non-profit; non-profits are not required to disclose contribution information on these questions. Note that you must provide information for the two years prior to the application deadline. Yes

No

NonProfit

Has the business made any contributions? Has the business solicited or served as an intermediary for any contributions? Has an officer, director, controlling shareholder, or partner of the business made any contributions? See note below. Has an officer, director, controlling shareholder, or partner of the business solicited or served as an intermediary for any contributions? See note below. Has an affiliate of the business made any contributions? Has an affiliate of the business solicited or served as an intermediary for any contributions? Has an officer, director, controlling shareholder, or partner of a for-profit affiliate of the business made any contributions? See note below. Has an officer, director, controlling shareholder, or partner of a for-profit affiliate of the business solicited or served as an intermediary for any contributions? See note below. Has the business or an affiliate of the business reimbursed another individual or business for a contribution that the individual or business has made? Has an officer, director, controlling shareholder, or partner of a for-profit business, or of a for-profit affiliate of the business, reimbursed another individual or business for a contribution that the individual or business has made? Has a political committee controlled by the business or by an affiliate of the business made any contributions? Has a political committee controlled by an officer, director, controlling shareholder, or partner of the for-profit business, or of a for-profit affiliate of the business, made any contributions? Check here to certify that no contributions were made. Note: Applicants must disclose all contributions to candidates or incumbents which are attributed to an immediate family member of an officer, director, controlling shareholder or partner of the for-profit Applicant or the for-profit affiliate of the Applicant. Please disclose the full amount of the contribution, although only the amount above $2600 will be attributed to the officer, director, controlling shareholder or partner (and, by extension, the Applicant business).

Additional information on every contribution must be disclosed. Please use the table provided on the next page. Disclosure Forms, Contracts, City-Related Agencies

7

Revised: March 20, 2009

Date:

Initials: If Applying as a Business: Campaign Contribution Disclosure Form

For relationship, indicate whether the contributor was the Business, Affiliate, Controlled Political Committee, Controlling Shareholder, Director, Officer, Parent, Partner, Reimbursed Contributor, Solicited Contributor, Subsidiary, or Other. Relationship Name of Contributor

Name of Recipient

(to individual or business completing this form)

Date of Contribution

Amount of Contribution

Please use additional pages as needed. Disclosure Forms, Contracts, City-Related Agencies

8

Revised: March 20, 2009

Date:

Initials: Use of Consultant Disclosure Form

Please list all consultant(s) used in the year prior to the application deadline for this contract opportunity and the corresponding information for that consultant in the space provided below. Please note that a Consultant, for the purposes of the required disclosures, is defined as an individual or business used by an applicant or contractor to assist in obtaining a non-competitively bid contract through direct or indirect communication by such individual or business with a City agency or City employee or official or Delaware River Waterfront Corporation or any Delaware River Waterfront Corporation officer or employee, if the communications is undertaken in exchange for, or with the understanding of receiving, payment from the applicant or contractor or any other individual or business (however, “Consultant� shall not include a full-time employee of the Applicant or Contractor). Check here to certify that no consultant(s) was used in the year prior to the application deadline for this contract opportunity. Consultant Name Address 1 Address 2 City, State, Zip Phone Amount Paid or to be Paid Consultant Name Address 1 Address 2 City, State, Zip Phone Amount Paid or to be Paid Consultant Name Address 1 Address 2 City, State, Zip Phone Amount Paid or to be Paid Consultant Name Address 1 Address 2 City, State, Zip Phone Amount Paid or to be Paid

Disclosure Forms, Contracts, City-Related Agencies

9

Revised: March 20, 2009

Date:

Initials: Consultant: Individual Campaign Contribution Disclosure Form

Use this form if the Consultant used is an Individual. Please read through the directions and definitions before filling out this disclosure form to make sure that each question is answered appropriately and thoroughly. Note that you must provide information for the two years prior to the application deadline.

Yes

No

Has the Consultant made any contributions? Has the Consultant solicited or served as an intermediary for any contributions? Has a member of the Consultant’s immediate family made any contributions over and above $2,600? Has a member of the Consultant’s immediate family solicited or served as an intermediary for contributions over and above $2,600? Check here to certify that no contributions were made.

Additional information on every contribution must be disclosed. Please use the table provided on the next page.

Disclosure Forms, Contracts, City-Related Agencies

10

Revised: March 20, 2009

Date:

Initials: Consultant: Individual Campaign Contribution Disclosure Form

Use this form if the Consultant used is an Individual. For relationship, please indicate whether the contributor was the Individual or Family Member.

Name of Contributor

Relationship to Consultant

Name of Recipient

Date of Contribution

Amount of Contribution

Please use additional pages as needed. Disclosure Forms, Contracts, City-Related Agencies

11

Revised: March 20, 2009

Date:

Initials: Consultant: Business Campaign Contribution Disclosure Form

Use this form if the Consultant used is a Business. Please read through the directions and definitions before filling out this disclosure form to make sure that each question is answered appropriately and thoroughly. Where “non-profit� is an option, indicate whether the business is a non-profit; non-profits are not required to disclose contribution information on these questions. Note that you must provide information for the two years prior to the application deadline. Yes

No

NonProfit

Has the Consultant business made any contributions? Has the Consultant business solicited or served as an intermediary for any contributions? Has an officer, director, controlling shareholder, or partner of the Consultant business made any contributions? See note below. Has an officer, director, controlling shareholder, or partner of the Consultant business solicited or served as an intermediary for any contributions? See note below. Has an affiliate of the Consultant business made any contributions? Has an affiliate of the Consultant business solicited or served as an intermediary for any contributions? Has an officer, director, controlling shareholder, or partner of a for-profit affiliate of the Consultant business made any contributions? See note below. Has an officer, director, controlling shareholder, or partner of a for-profit affiliate of the Consultant business solicited or served as an intermediary for any contributions? See note below. Has the Consultant business or an affiliate of the business reimbursed another individual or business for a contribution that the individual or business has made? Has an officer, director, controlling shareholder, or partner of the for-profit Consultant business, or of a for-profit affiliate of the Consultant business, reimbursed another individual or business for a contribution that the individual or business has made? Has a political committee controlled by the Consultant business or by an affiliate of the business made any contributions? Has a political committee controlled by an officer, director, controlling shareholder, or partner of the for-profit Consultant business, or of a forprofit affiliate of the Consultant business, made any contributions? Check here to certify that no contributions were made. Note: Consultants must disclose all contributions to candidates or incumbents which are attributed to an immediate family member of an officer, director, controlling shareholder or partner of the for-profit Consultant or the for-profit affiliate of the Consultant. Please disclose the full amount of the contribution, although only the amount above $2500 will be attributed to the officer, director, controlling shareholder or partner (and, by extension, the Consultant business).

Additional information on every contribution must be disclosed. Please use the table provided on the next page. Disclosure Forms, Contracts, City-Related Agencies

12

Revised: March 20, 2009

Date:

Initials: Consultant: Business Campaign Contribution Disclosure Form

Use this form if the Consultant used is a Business. For relationship, indicate whether the contributor was the Consultant Business, Affiliate, Controlled Political Committee, Controlling Shareholder, Director, Officer, Parent, Partner, Reimbursed Contributor, Solicited Contributor, Subsidiary, or Other.

Name of Contributor

Relationship to Consultant

Name of Recipient

Date of Contribution

Amount of Contribution

Please use additional pages as needed. Disclosure Forms, Contracts, City-Related Agencies

13

Revised: March 20, 2009

Date:

Initials: Use of Subcontractor Disclosure Form

Please list all subcontractor(s) you are planning to use if awarded this non-competitively bid contract by filling out the appropriate information in the space provided below. Check here to certify that no subcontractor(s) are to be used. Subcontractor Name Address 1 Address 2 City, State, Zip Phone Amount Paid or to be Paid, or Percentage to be Paid Subcontractor Name Address 1 Address 2 City, State, Zip Phone Amount Paid or to be Paid, or Percentage to be Paid Subcontractor Name Address 1 Address 2 City, State, Zip Phone Amount Paid or to be Paid, or Percentage to be Paid Subcontractor Name Address 1 Address 2 City, State, Zip Phone Amount Paid or to be Paid, or Percentage to be Paid

Disclosure Forms, Contracts, City-Related Agencies

14

Revised: March 20, 2009

Date:

Initials: Employee Request Disclosure Form

Please list any City of Philadelphia or Delaware River Waterfront Corporation employees or officers who have asked you (the Applicant), any officer director, or management employee of the Applicant, or any person representing the Applicant to give money, services, or any other thing of value (other than contributions as defined above) during the two years prior to the application deadline for this contract opportunity. Check here to certify that no City of Philadelphia or Delaware River Waterfront Corporation employees or officers who have asked you (the Applicant), any officer director, or management employee of the Applicant, or any person representing the Applicant to give money, services, or any other thing of value (other than contributions as defined above) during the two years prior to the application deadline for this contract opportunity. Name of Employee/Officer Title Money Services, or Thing of Value Requested Money, Services, or Thing of Value Given (If none, write “none”) Date Requested Date of Payment Name of Employee/Officer Title Money Services, or Thing of Value Requested Money, Services, or Thing of Value Given (If none, write “none”) Date Requested Date of Payment Name of Employee/Officer Title Money Services, or Thing of Value Requested Money, Services, or Thing of Value Given (If none, write “none”) Date Requested Date of Payment

Disclosure Forms, Contracts, City-Related Agencies

15

Revised: March 20, 2009

Date:

Initials: Employee Participation Advice Disclosure Form

Please list any City of Philadelphia or Delaware River Waterfront Corporation employees or officers who gave you (the Applicant), any officer director, or management employee of the Applicant, or any person representing the Applicant advice that a particular individual or business could be used by the Applicant to satisfy any goals established in the contract for the participation of minority, women, disabled, or disadvantaged business enterprises during the two years prior to the application deadline for this contract opportunity. Check here to certify that no City of Philadelphia or Delaware River Waterfront Corporation employees or officers gave you (the Applicant), any officer director, or management employee of the Applicant, or any person representing the Applicant advice that a particular individual or business could be used by the Applicant to satisfy any goals established in the contract for the participation of minority, women, disabled, or disadvantaged business enterprises during the two years prior to the application deadline for this contract opportunity. Name of Employee/Officer Title Date of Advice Individual or Business Recommended to Satisfy Participation Goals Name of Employee/Officer Title Date of Advice Individual or Business Recommended to Satisfy Participation Goals Name of Employee/Officer Title Date of Advice Individual or Business Recommended to Satisfy Participation Goals Name of Employee/Officer Title Date of Advice Individual or Business Recommended to Satisfy Participation Goals

Disclosure Forms, Contracts, City-Related Agencies

16

Revised: March 20, 2009

Date:

Initials: Signature Page

In order for the submission of these disclosure forms to be considered valid, they must be properly signed below by the respondent. Disclosure forms that are not signed will be rejected. By signing your name and title in the signature space below, you, as the applicant, signify your intent to sign these disclosure forms. The signatory hereby declares and certifies themselves to be the applicant, declares and certifies that they are properly authorized to execute these disclosure forms, and represents and covenants that all of the information and disclosures provided to the best of their knowledge are true and contain no material misstatements or omissions. Breach of such representation and covenant may render any subsequent contract voidable, and entitle Delaware River Waterfront Corporation to all rights and remedies provided by law or equity. If these disclosure forms are being submitted by an INDIVIDUAL, PARTNERSHIP, LIMITED LIABILITY COMPANY OR MANAGED LIMITED LIABILITY COMPANY, sign the forms here: Signature

Date

Name

Title

If these disclosure forms are being submitted by a CORPORATION, sign the forms here, with signatures by (a) President or Vice-President of the corporation AND (b) Secretary, Assistant Secretary, Treasurer or Assistant Treasurer of the corporation. If the disclosure forms are not signed by the above mentioned, you hereby certify that you are authorized pursuant to a certified corporate resolution to sign in place of such officers.

Signature

Date

Name

President/Vice President, if other, please specify

Signature

Date

Name

Disclosure Forms, Contracts, City-Related Agencies

Secretary/Asst. Secretary/Treasurer/Asst. Treasurer If other, please specify

17

Revised: March 20, 2009

DELAWARE RIVER WATERFRONT CORPORATION CONFLICT OF INTEREST DISCLOSURE CERTIFICATION The Delaware River Waterfront Corporation ( “DRWC ”) exists to promote redevelopment along the Delaware River waterfront to benefit the City of Philadelphia and all of its citizens, regardless of race or economic status. To effectively carry out this mission, the DRWC and its Directors, Officers, and Employees have an absolute obligation to uphold the public trust. In connection with its operations and activities, the DRWC is open, transparent and accountable to the public and to the City of Philadelphia. It strives to earn a reputation for honesty, fairness, and judicious use of public and private funds. To that end, DRWC requests that the respondent/bidder certify that it does not have any professional engagements (including, but not limited to contracts or grants), relationships (including, but not limited to fiduciary, familial, marital, property or any other relationship that might result in a conflict of interest), conflicts of interest, or potential conflicts of interest with any DRWC Director, Officer, or Employee. If the respondent/bidder is uncertain whether or not a relationship could be considered to be a conflict of interest or potential conflict of interest, the matter in question should be disclosed. Disclosure of a conflict of interest or potential conflict of interest will not necessarily preclude the respondent/bidder from consideration. To the best of our knowledge, no conflict of interest or potential conflict of interest exists that would impact our involvement in this project. A conflict of interest or potential conflict of interest is disclosed and more fully reported in the proposal/bid under the “Disclosure Statement ” section. __________________________________________ ____________________ Company Name Date __________________________________________ ____________________ Authorized Signature Title __________________________________________ Print Name

SOLICITATION FOR PARTICIPATION AND COMMITMENT FORM (RFP)

DELAWARE RIVER WATERFRONT CORPORATION

Minority (MBE), Women (WBE), and Disabled (DSBE) Business Enterprises

RFP TITLE

Name of Respondent

MBE Company Name

RFP Submission Date

List below ALL MBE/WBE/DSBEs that were solicited regardless of whether a commitment resulted therefrom. - Photocopy this form as necessary. Commitment Made WBE DSBE Work to be Performed Date Solicited NO By Phone By Mail Yes (If Yes, give date )

Give Reason(s) If No Commitment

Address Contact Person Telephone Number

Quote Received YES NO

Fax #

MBEC CERTIFICATION #

MBE

WBE

DSBE

Work to be Performed

Company Name

Date Solicited By Phone By Mail

Amount Committed To Dollar Amount $ Percent of Total Bid % Commitment Made Yes (If Yes, give date )

NO

Give Reason(s) If No Commitment

Address Contact Person Quote Received YES NO

Fax #

p Number Telephone MBEC CERTIFICATION #

MBE

WBE

DSBE

Company Name

Work to be Performed

Date Solicited By Phone By Mail

Amount Committed To Dollar Amount $ Percent of Total Bid % Commitment Made Yes (If Yes, give date )

NO

Address Contact Person Telephone Number

Fax #

MBEC CERTIFICATION #

1 2

Quote Received YES NO

Amount Committed To Dollar Amount $ Percent of Total Bid %

MBE/WBE/DSBEs listed above must be certified by the MBEC prior to proposal submission date. Failure to give reason may result in rejection of your proposal. Use additional pages if necessary.

Give Reason(s) If No Commitment

DELAWARE RIVER WATERFRONT CORPORATION DRAWINGS FOR

CONSTRUCTION OF THE

delaware river TRAIL (south segment, phase 1) IN

PHILADELPHIA COUNTY STA._____________ TO STA._______________ LENGTH_________FT.________ MI.

TYPICAL TRAIL CROSS-SECTION DETAIL #1 (TRAILHEAD) NOT TO SCALE

TYPICAL TRAIL CROSS-SECTION DETAIL #2 (CROWNED, MILL & OVERLAY) NOT TO SCALE

TYPICAL TRAIL CROSS-SECTION DETAIL #3 (CROWNED, MILL & OVERLAY) NOT TO SCALE

"

RIM: 9.10

RIM: 12.06

RIM: 12.06

4 .5 1 112.0 C 1 B TC

0 .6 02 11 2. C 1 B TC

9 .7 2 112.2 C 1 BC T

B TC C 8 9. .74 30

B TC C 8 9. .50 14

B TC C 9.8.8 46 8

2 .9 1 112.4 C 1 B TC

B TC C 8 8. .31 90 B TCC 8 9. .5 14 5

8.33

B TC C 7 8. .93 46 B TCC

9.23 9.229.08

7.67 7.60 7.64 6.81

6.76 6.05

6.07 6.40

6.20

5.90

9.19

BC 12.02 TC 12.42

BC 11.85 TC 12.15

BC 6.77 TC 7.32

BC 7.40 TC 7.97

6.88

6.86 6.80

6.76 6.97

6.95

6.31 6.24

6.13

5.93 6.14 6.24 6.15 6.13 5.96

6.06

6.12 6.26

6.07 6.05 6.08 5.99

6.04

5.98

6.14 5.99

6.15

6.95

6.12

6.25

6.12

7.25

6.75

6.29

6.40

6.20

6.32

6.35

7.48 7.51

9.08 9.08

6.78 6.57

7.25

9

9.58 9.23

8.32

6.95

6.70

10 RK: HMA UND C N BE E FO SPIKV. 7.57 ELE

9.30 9.31

6.57 7.30 BOB 2804 6.16

1001004 7.57 COORDS PROVIDED BY CLIENT MAP1004

8.00

9.61

9.84

BC 7.62 TC 8.15

BC 8.38 TC 8.88

BC 8.80 TC 9.37

BC 9.33 TC 9.90

BC 9.94 TC 10.50

BC 9.69 TC 10.33

BC 6.45 TC 7.13

BC 7.041 TC 7.6

BC 7.73 TC 8.28

BC 8.25 TC 8.78

4 BC 8.62 TC 9.2

BC 9.40 TC 9.92

BC 9. TC 10.162 5

BC 11.25 TC 11.60

BC 10.71 TC 11.06

BC 10.71 TC 11.10

BC 10.54 TC 10.94

B TC C 1 10 0.6 .9 0 6

BC 10.06 TC 10.57

BC 9.49 TC 10.02 BC 9.47 TC 10.08

02 7. .68 C 7 B TC

BC 8.90 TC 9.39

14

7.

BC 10.07 TC 10.56

C

9.71

10.32

6.06

B

7.65

9.08

10.06

5 6..735 7 BC TC

9.94

6.02 7.90

9.69 9.67

10.36 10.40

83 6. 1 BC 7.4 TC

9.49

10.01

10.33

6.47

5 6.4 5 BCC 7.0 T

9.48 9.61

10.09

69 6. 8 BC 7.2 TC

10.23 10.18

6.93

6.19

6.17 6.18

6.12 6.21

6.15

6.15

6.10

6.31 6.25 6.296.29

8.35

7.65

7.79

6 6.733 7. BC TC

RIM: 9.88

10.68

B TCC 7 8. .5 11 0

7. 73

B TCC 1 121.9 .1 3 1

8.17 8.64

8.86

TC

6.90

9.43 9.59

7.55

TC 6.95 BENCHMARK: 110 MAG AND WASHER SET ELEV. 9.52

66 9. .18 0 C 1 BC T

.14 122.58 1 BC TC

1 .8 112.09 BCC 1 T

0 .4 100.80 BCC 1 T

TC 9.28

BC 10.49 TC 10.74

.95 BC 9 .48 TC 10

8.74 8.82

BC 11.76 TC 12.08

"

9.02 8.90 8.86

2 .2 9 122.6 C 1 BC T

100 FT OFFSET OF RIVER

88. .1 79 9

7.49

12.5'

8.80 10.56

'

.4

28 10.22

21.1' B TCC 8 9. .5 14 5

B TC C 7 8. .93 46

B TCC

88. .1 799

8.90

8.82

BC 8.23 TC 8.82

BC 7.77 TC 8.33

BC 8.45 TC 9.04

BC 9.02 TC 9.63

BC 7.84 TC 8.44

9.47

BC 9.81 TC 10.36

TCBC 9. 9.4 8 1 BC 9.61 6 TC 9.61

BC 8.28 TC 8.79

BC 7.58 TC 8.29

BC 8.33 TC 8.76

BC 9.05 TC 9.44

BC 9.61 TC 10.03

BC 10.14 TC 10.55

BC 9.89 TC 10.34 BC 9.79 TC 10.30 BC 9.71 TC 10.24

6 9.1.78 BCC 9 T

B TC C 8 8. .31 90

0 BC 8.9 3 TC 8.9

40.1'

319.9' 0 9.0 6 BC 9.5 TC

9 .7 2 112.2 C 1 BC T

B TCC 9.8.8 46 8

10.19

8.35

7.83

8.44 9.00

8.55

BENCHMARK: 107 MAG AND WASHER SET ELEV. 7.82

7.87

11.93

8.52 8.63

5.62 10.51

10.87

8.15

RIM: 9.10

8.02 10.40

4 OMG74 23 9 8.2

4 .115 1111.

4 .5 1 112.0 C 1 B TC

0 .6 02 1112. C B TC

8.94

B TC C 8 9. .50 14

8.33

11.16

10.43

9.50 9.59

11.79

10.79

12.07

9.74

26 0 99. .8

C B TC

12.31

10.07

C B TC

10.97 11.20

12.33

11.75

12.34

RIM: 12.06 BENCHMARK: 108 SCRIBE SET ELEV. 11.50

B TC C 8 9. .74 30

11.11

BC 9.27 TC 9.79

' 8.91 BC .95 8 TC

98. .7 213 8.73

BC 9.28 TC 9.79

.3

51 B TCC

8.38 8.26 8.58 8.60 8.66 8.65

12" MIN

· · · · · · · 2" X 2" X 36" WOODEN STAKES PLACED 10' O.C. FILTREXX® SOXX™ (12" TYPICAL)

CURB FILTREXX® 8" SOXX™

BLOWN/PLACED FILTER MEDIA™ AREA TO BE PROTECTED

WORK AREA

CURB

2" X 2" X 36" WOODEN STAKES PLACED 10' O.C.

FILTREXX® 8" SOXX™

FLOW

AREA TO BE PROTECTED

SPACING VARIES REFER TO SPECS

FILTREXX® SOXX™ (8" TYPICAL)

FILTREXX® 8" SOXX™ WATER FLOW

LENGTH VARIES

WORK AREA

· ·

12"MIN

EXCESS SOXX™ MATERIAL TO BE DRAWN IN AND TIED OFF TO STAKE

· ·

NOTES: 1. ALL MATERIAL TO MEET FILTREXX® SPECIFICATIONS. 2. FILTER MEDIA™ FILL TO MEET APPLICATION REQUIREMENTS. 3. COMPOST MATERIAL TO BE DISPERSED ON SITE, AS DETERMINED BY ENGINEER.

“

“

”

”

SCE

RIM: 12.06

100 FT OFFSET OF RIVER

"

RIM: 9.88

SCE

SCE

SCE

100 FT OFFSET OF RIVER

RIM: 9.10

RIM: 12.06

EXISTING TRAIL

KEEP LEFT RIGHT

STOP

TRAIL X-ING

NO MOTOR VEHICLES

Pier 70 Blvd

NO OUTLET

"

RIM: 12.06

NIC

NIC

NIC

NIC

NIC

NIC

NIC

NIC

NIC

NIC

NIC

NIC

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