W912BU-14-B-0004_Specs-AM2.PDF

US ARMY ENGINEER DISTRICT, PHILADELPHIA

POC: GREGORY KEATON

WANAMAKER BUILDING

100 PENN SQUARE EAST

PHILADEPHIA PA 19107-3390

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

Except as provided herein, all terms and conditions of the document referenced in Item 9A or 10A, as heretofore changed, remains unchanged and in full force and effect.

15A. NAME AND TITLE OF SIGNER (Type or print)

30-105-04 EXCEPTION TO SF 30

APPROVED BY OIRM 11-84

STANDARD FORM 30 (Rev. 10-83) Prescribed by GSA

FAR (48 CFR) 53.243

THIS AMENDMENT EXTENDS THE BID OPENING DATE TO OCTOBER 30, 2014 AT 2:00 P.M.

NOTE: NO FURTHER RFI'S WILL BE ACCEPTED.

Continued on next page

1. CONTRACT ID CODE PAGE OF PAGES

J 1 2

16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)

16C. DATE SIGNED

BY

16B. UNITED STATES OF AMERICA 15C. DATE SIGNED 15B. CONTRACTOR/OFFEROR

(Signature of Contracting Officer) (Signature of person authorized to sign)

8. NAME AND ADDRESS OF CONTRACTOR (No., Street, County, State and Zip Code) X W912BU-14-B-0004

X 9B. DATED (SEE ITEM 11)

11-Sep-2014

10B. DATED (SEE ITEM 13)

9A. AMENDMENT OF SOLICITATION NO.

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

X The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offer X is extended, is not extended.

Offer must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended by one of the following methods:

(a) By completing Items 8 and 15, and returning 0 copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted;

or (c) By separate letter or telegram which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGMENT TO BE RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN REJECTION OF YOUR OFFER. If by virtue of this amendment you desire to change an offer already submitted, such change may be made by telegram or letter, provided each telegram or letter makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

12. ACCOUNTING AND APPROPRIATION DATA (If required) ABSECON INLET CDSR STRUCTURES, BRIGANTINE INLET TO GREAT EGG HARBOR, ATLANTIC COUNTY, NJ

13. THIS ITEM APPLIES ONLY TO MODIFICATIONS OF CONTRACTS/ORDERS.

IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE

CONTRACT ORDER NO. IN ITEM 10A.

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, appropriation date, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(B).

C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority)

E. IMPORTANT: Contractor is not, is required to sign this document and return copies to the issuing office.

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

10A. MOD. OF CONTRACT/ORDER NO.

2. AMENDMENT/MODIFICATION NO. 5. PROJECT NO.(If applicable)

6. ISSUED BY

3. EFFECTIVE DATE

15-Oct-2014

CODE

CONTR DIV-CONTRACTS BR

USAED, PHILA DISTRICT

WANAMAKER BUILDING

100 PENN SQUARE EAST

PHILADELPHIA PA 19107-3390

W912BU 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE W912BU

FACILITY CODE CODE

EMAIL: TEL:

THIS PAGE LEFT INTENTIONALLY BLANK FOR DUPLEX PRINTING

Amendment No. 0002

IFB W912BU-14-B-0004

14. DESCRIPTION OF AMENDMENT (continued)

a. REQUESTS FOR INFORMATION (RFI) WITH RESPONSES: RFI’s with responses, annotated Amendment No. 0002, are attached to this amendment.

b. BIDDING SCHEDULE: Please delete the Bidding Schedule page 00 10 00-3 in its entirety and substitute the revised Bidding Schedule page 00 10 00-3, annotated Amendment No. 0002, attached hereto.

c. SECTION 00 73 00 SPECIAL CLAUSES: Please delete page 00 73 00-10 in its entirety and substitute revised page 00 73 00-10, annotated Amendment No.

0002, attached hereto.

d. TECHNICAL SPECIFICATIONS:

(1) Section 01 11 00 – SUMMARY OF WORK: Please delete section 01 11 00 in its entirety and substitute revised section 01 11 00, annotated Amendment No.

0002, attached hereto.

(2) Section 01 33 00 – SUBMITTAL PROCEDURES: Please delete pages 01 33 00-15 through 26 in their entirety and substitute revised pages 01 33 00-15 through 26, annotated Amendment No. 0002, attached hereto.

(3) Section 31 34 10 – STONE-FILLED (SF) MARINE MATTRESSES: Please delete page 31 34 10-3 in its entirety and substitute revised page 31 34 10-3, annotated Amendment No. 0002, attached hereto.

(4) Section 31 37 00 – SEAWALL CONSTRUCTION: Please delete section 31 37 00 in its entirety and substitute revised pages 31 37 00, annotated Amendment No. 0002, attached hereto.

(5) Section 31 62 19 – STRUCTURE 2 BULKHEAD TIMBER PILES: Please delete pages 31 62 19-6 and 7 in their entirety and substitute revised pages 31 62 19-6 and 7, annotated Amendment No. 0002, attached hereto.

(6) Section 32 92 19 – SEEDING: Please delete section 32 92 19 in its entirety and substitute revised section 32 92 19, annotated Amendment No. 0002, attached hereto.

(7) Section 33 40 00 – STORM DRAINAGE UTILITIES: Please delete section 33 40 00 in its entirety and substitute revised section 33 40 00, annotated Amendment No. 0002, attached hereto.

(8) SECTION 35 31 00 - ARTICULATED CONCRETE BLOCK(ACB) MATTRESSES: Please delete pages 35 31 00-5 through 7 in their entirety and substitute revised pages 35 31 00-5 through 7, annotated Amendment No. 0002, attached hereto.

e. CONTRACT DRAWINGS: Please delete the following drawings in their entirety and substitute the revised drawings of the same numbers, with the latest revision date of 10 October 2014, attached hereto:

CD-101 AC-102

C-200 AC-106

C-204 AC-108

C-303

f. Please indicate receipt of this amendment on Standard Form 1442 (SOLICITATION, OFFER, AND AWARD) as Amendment No. 0002. Failure to acknowledge all amendments may be cause for rejection of the bid.

This page was intentionally left blank for duplex printing.

RFI#

Dwg Sheet/ Spec Section Request for Information Response

Question regarding Pile Lengths and Pile testing for the Face piling and Back piling on the new Timber Bulkhead at Structure 2: Detail 1 sheet C-204 indicates the minimum tip elevation for the Face and Back piling. Bulkhead Note 10 on C- 204 says “Pile Lengths shown are minimum. Contractor shall be responsible to provide adequate length of piling to meet embedment and 20 Ton capacity on the Face piling as indicated in the specifications.” Bulkhead Note 15 on C-204 says “Final tip elevations or pile length shall be as required to obtain the pile tonnage capacity, and the tip shall be embedded into at least 5 feet of medium dense sand to resist horizontal sliding.” Specification Section 31 62 19 page 6 paragraph 3.1.2.1 “Test Piles” states that the contractor is to drive 8 test piles 15 feet longer than the length specified on the plans. Confirmation of the test piles capacity will be by load test. What is the “Load Test”? The specs. seem to infer that a static or tension or lateral pull test is to be performed because the spec states: “Every facility shall be provided by the Contractor for the Contracting Officer to inspect and measure deflection or settlement of the pile under test.

No static load test will be required.

See Amendment No. 0002 specifications for clarification.

On Drawing CD-101 there is a description "New Pile Bent (TYP) (See Note 7 on Sheet CD-100" with an arrow pointing to the Contract Work Limit line. Please clarify. There does not appear to be a pile bent where the arrow is pointing. See Amendment No. 0002

Please provide a demolition plan for Section 2, Options 1 & 2, similar to the demolition plan provided for Structure 1 area on sheet CD-100 and cross sections on sheet CD-300.

A detailed plan is not currently available. The current section at Station 22+00 is depicted on The McClintock Drawing ST-1 although the 21 Foot wide on the boardwalk is no longer present.

Decking is present on the ramp to the boardwalk, approximately 1,800 SF. Between Stations 17+25 to 18+00 there is approximately 1,600 SF of boardwalk decking and 1,200 SF of decking between Stations 20+50 and 21+50. See Amendment No. 0002 for clarification of Bid items.

Bid Items 7 & 18 reference "Capstone". Are we to assume that only stone meeting the captone specifications in 31 37 00 will be used? How are we to quantify this? Will the government consider providing quantities and making these unit price items? See Amendment No. 0002

Spec Section 31 37 00, Part 2, paragraph 2.1.1 states in part, "All existing stone excavated during construction activities that does not comply with the capstone gradation requirements specified herein, shall be used as stone backfill per the contract drawings." This seems to imply that what is not capstone gets used as corestone or riprap, but it raises several questions. How are we to quantify this?

What are we to do with stone that does not meet any of the gradations or material requirements. Are we to only use stone removed from the jetty or groins, or also use stone culled from the beach? Please clarify, and consider quantifying and making biditems for this work. See Amendment No. 0002

Bid Item 15 states a quantity 3,300 CY. Please verify your quantity is correct as our take off indicates otherwise. See Amendment No. 0002

Bid Item 9 states a quantity of 187,995 SF. Please verify your quantity as our take off indicates otherwise. See Amendment No. 0002

REQUESTS FOR INFORMATION with RESPONSES Solicitation No. W912BU-14-B-0004

Amendment No. 0002

RFI Page 1

For Options 1 & 2, there are location demolition biditems for Boardwalk Sections 2 & 3 (Bid Items 50 & 61) and there are also biditems for Concrete Pile Cap and Concrete Pile removal and disposal (Bid Items 59, 60, 71, & 72). The other sections only have location demolition. Please clarify the difference.

Items 50 & 61 would be for all the demolition work not included in the concrete Pile Cap removal, items 59 & 71 and Concrete Pile Removal, items 60 & 72. The remaining wood decking is noted above in the response to question

4. See Amendment No. 0002

From sheet C-200, will the stone to be removed from the jetty/groins need to have concrete infill material removed from its surfaces before being reused? See Amendment No. 0002

10 Does the government have an estimate for the area that will require seeding? See Amendment No. 0002

From sheet C-200, is the concrete grout in “all voids throughout layers replaced” only required where the jetty or groin stone is removed and replaced (i.e. the groin crossings)? Yes.

On sheet C-200, several sections show R-8 riprap, some of which gets sand fill, some grout fill, and some no fill is indicated. Please clarify the limits of each construction zone. See Amendment No. 0002

13 When does the USACOE anticipate this project will commence?

We can only anticipate/estimate when the successful bidder will be able to meet the requirements of the contract to gain award and subsequently the Notice to proceed to actual construction. In the past this has varied from 30 to 180 days after bids depending on the size and complexity of the contract requirements.

Section 01 57 20; part 3.1

Regarding Specification on the above referenced Project. Are there any Federal, Local, Regional or State environmental Permits required to be procured by the Contractor? In our experience the Army Corps. handles the environmental permitting.

All approvals that are required from the state and Federal level have been obtained.

Section 31 37 00, para 2.1.2

Section 31 37 00, page 7, 2.1.2 ‘Testing’, under Abrasion Resistance – the Acceptable Test Result using C-535 is shown as “Less than 20% loss for 1000 revolutions”. Typically the USACE requirement is - Less than 20% loss for 500 revolutions. Should the specification read 500 revolutions, as is typically the case on USACE projects? As currently written, the number of quarries that could meet the specification would be drastically reduced versus 500 revolutions.

Section 31 37 00, para 2.1.1

In Section 31 37 00, page 6 & 7, 2.1.1 ‘Quality’; the third sentence reads “The stone shall be either quarried or rehandled stone; angular, blocky, and uniform in shape with the largest stone dimension on an individual stone no more than three times the shortest dimension.” What is the expectation of the Army Corps, with regard to stone shape as described by the words ‘blocky, and uniform”. In other words, what is the ‘uniformity’ expected?

What is the intended location of the 800 SF of bid item 49 Concrete Slab – Steel Reinforced, 6 inches thick?

Section W-W on drawing AC-108

Please provide a spec for the 12” x 1-1/2” edge drain fabric called out in Boardwalk Detail Section W-W on drawing AC-108.

Amendment No. 0002

RFI Page 2

BIDDING SCHEDULE

(To be attached to SF 1442)

UNIT ESTIMATED

DESCRIPTION QUANTITY UNIT PRICE AMOUNT

00 10 00-3

BASE BID ITEMS

1. Mobilization / Demobilization 1 JOB LS $

2. Structures Monitoring 1 JOB LS $

3. Name NJDEP, Atlantic County and Atlantic City as 'Additional Insured' under General Liability Insurance 1 JOB LS $

STRUCTURE 1 - STATION -0+26 TO STATION 13+58

4. Structure 1 Location Demolition 1 JOB LS $

5. Removal/Disposal of Asbestos- Containing Flashing & Roofing 1,700 SF $ $

6. Concrete Pile 16-Inch Square by 38 Foot Long 185 EA $ $

7. Rehandled Stone - Structure 1 Groin / Jetty Stone 1 JOB LS $

8. Steel Sheet Pile 1,404 LF $ $

9. Articulated Concrete Block (ACB) or Stone-Filled Marine (SFM) Mattresses 134,600 SF $ $

10. Corestone under 11-Ton Capstone 12,340 TON $ $

11. 11 Ton Capstone 45,340 TON $ $

12. R-8 Riprap 16,000 TON $ $

13. Concrete Pile Cap 180 CY $ $

14. Stormwater Outfalls and Drainage Structures 1 JOB LS $

15. Sand Fill 14,000 TON $ $

16. Seeding 35,400 SY $ $

STRUCTURE 2 - STATION 25+10 TO STATION 28+60

17. Structure 2 Location Demolition 1 JOB LS $

18. Rehandled Stone - Structure 2 1 JOB LS $

BIDDING SCHEDULE

(To be attached to SF 1442)

UNIT ESTIMATED

DESCRIPTION QUANTITY UNIT PRICE AMOUNT

00 10 00-4

19. Construct Structure 2 - Timber Pile Bulkhead 241 LF $ $

20. Articulated Concrete Block (ACB) or Stone-Filled Marine (SFM) Mattresses 16,500 SF $ $

21. Corestone under 3.5-Ton Capstone 900 TON $ $

22. 3.5 Ton Capstone 5300 TON $ $

SECTION 1 BOARDWALK CONSTRUCTION - STATION -1+30 TO STATION 13+38

23. Section 1 Boardwalk Location Demolition 1 JOB LS $

24. Concrete Pile 16-Inch Square by 38 Foot Long 108 EA $ $

25. Concrete Bent 40 Foot Long 7 EA $ $

26. Concrete Bent 36 Foot Long 59 EA $ $

27. Concrete Bent 30 Foot Long 3 EA $ $

28. Concrete Bent 20 Foot Long 7 EA $ $

29. 4 inch X 14 inch SYP Joists, CCA Treated 60,610 LF $ $

30. Joist Anchors 654 EA $ $

31. Boardwalk Deck, IPE/Bethabara 52,000 SF $ $

32. Boardwalk Deck, SYP CCA TREATED 500 SF $ $

33. Boardwalk Railing, Post 444 EA $ $

34. Boardwalk Railing, Rails set of one 2” Diameter and two 1 ½” Diameter Rails 3,000 LF $ $

35. Vehicle Ramp at Pacific Avenue 1 JOB LS $

SECTION 4 BOARDWALK CONSTRUCTION - STATION 25+35 TO STATION 28+16

36. Concrete Pile 16-Inch Square by 38 Foot Long 77 EA $ $ producing an Excel spreadsheet-compatible electronic output of weekly payroll records (format at http://rms.usace.army.mil/guides.aspx) for export in an Excel spreadsheet to be imported into the contractor’s Quality Control System (QCS) version of Resident Management System (RMS), that in turn shall export payroll data to the Government’s Resident Management System (RMS); demonstrated security of data and data entry rights; ability to produce contractor-certified electronic versions of weekly payroll data;

ability to identify erroneous entries and track the data/time of all versions of the certified Davis-Bacon Act payrolls submitted to the government over the life of the contract; capable of generating a durable record copy, that is, a CD or DVD and PDF file record of data from the system database at end of the contract closeout. This durable record copy of data from the electronic D-B payroll processing system shall be provided to the Government during contract closeout.

(d) All contractor-incurred costs related to the contractor’s provision and use of an electronic payroll processing service shall be included in the contractor’s price for the overall work under the contract. The costs for Davis-Bacon Act compliance using electronic payroll processing services shall not be a separately bid or reimbursed item under this contract.

(UAI 22.406-6-100)

SC-16 TIME EXTENSIONS FOR UNUSUALLY SEVERE WEATHER (OCT 1989)

a. This clause specifies the procedure for determination of time extensions for unusually severe weather in accordance with the Contract Clause titled:

"Default (Fixed-Price Construction)". In order for the Contracting Officer to award a time extension under this clause, the following conditions must be satisfied:

(1) The weather experienced at the project site during the contract period must be found to be unusually severe, that is, more severe than the adverse weather anticipated for the project location during any given month.

(2) The unusually severe weather must actually cause a delay to the completion of the project. The delay must be beyond the control and without the fault or negligence of the Contractor.

b. The following schedule of monthly anticipated adverse weather delays is based on National Oceanic and Atmospheric Administration (NOAA) or similar data for the project location and will constitute the base line for monthly weather time evaluations. The Contractor's progress schedule must reflect these anticipated adverse weather delays in all weather dependent activities. For the purpose of this contract, unusually severe weather is defined as daily precipitation equal to or exceeding 0.5 inches and/or maximum daily temperature not exceeding 32 degrees F.

MONTHLY ANTICIPATED ADVERSE WEATHER DELAY

WORK DAYS BASED ON (5) DAY WORK WEEK

JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC

6 4 2 2 2 1 1 2 1 2 2 2

c. Upon acknowledgment of the Notice to Proceed (NTP) and continuing throughout the contract, the Contractor shall record on the daily CQC report, the occurrence of adverse weather and resultant impact to normal scheduled work. Actual adverse weather days must prevent work on critical

Section 00 73 00 Page 9 activities for 50 percent or more of the Contractor's scheduled work day.

The number of actual adverse weather delay days shall include days impacted by actual adverse weather (even if adverse weather occurred in previous month), be calculated chronologically from the first to the last day of each month, and be recorded as full days. If the number of actual adverse weather delay days exceeds the number of days anticipated in paragraph b.

above, the Contracting Officer will convert any qualifying delays to calendar days, giving full consideration for equivalent fair weather work days, and issue a modification in accordance with the contract clause titled: "Default (Fixed Price Construction)". (ER 415-1-15)

SC-17 INSURANCE REQUIREMENTS

Evidence of the following insurance shall be provided to the Contracting Officer prior to commencement of work and shall be maintained throughout the period of performance. Contractor shall co-insure the State of New Jersey and the City of Atlantic City under General Liability Insurance, as noted below in paragraph (a).

a. General Liability Insurance (Comprehensive form of policy): Bodily Injury Liability - $500,000 per occurrence.

In addition, the Contractor shall name the State of New Jersey, Atlantic County and the City of Atlantic City as "Additional Insured" under their General Liability Insurance. Any additional premiums incurred to accomplish this shall be included as Base Bid Item titled "Name the State of New Jersey, Atlantic County and Atlantic City as 'Additional Insured' under General Liability Insurance".

b. Automobile Liability Insurance (Comprehensive form of policy): Bodily Injury Liability - $200,000 per person and $500,000 per accident. Property Damage Liability - $20,000 per accident.

c. Workmen's Compensation and Employer's Liability Insurance: Compliance with applicable workmen's compensation and occupational disease statutes is required. Employer's liability coverage in the minimum amount of $100,000 is also required."

d. Applicable Marine Casualty Insurance and appropriate Marine Workmen's Compensation Insurance.

-- End of Special Clauses --

Section 00 73 00 Page 10

SECTION 01 11 00

SUMMARY OF WORK

PART 1 GENERAL

1.1 SCOPE OF SECTION

This section presents a general description of the work to be accomplished under this contract.

1.2 DESCRIPTION OF BASE BID WORK

The contract work consists of of a Base Bid for constructing a steel sheet pile bulkhead with a stone seawall along approximately 1,340 feet between Stations 0+00 and 13+30, and constructing a timber pile bulkhead with a protective stone seawall for approximately 241 ft between Stations 25+15 and 28+60, as shown on the contract drawings, along Absecon Inlet, Atlantic City, New Jersey. The major items of work to be performed under the base bid portion of this contract include, but are not limited to: demolition of remaining existing boardwalk, concrete piles, and bents; demolition of existing timber pile remnants and bulkhead remnants; removal of concrete rubble, debris and concrete infill; excavation, removal and reuse of existing stone; placement of articulated concrete block foundation mattress, placement of corestone and stone fill; placement of 9 ton to 13 ton capstone; installing steel sheet piling; construction of a concrete cap on the steel sheet piling; driving of wooden piles; timber bulkhead construction; placement of 2.5 ton to 5 ton capstone; and construction of outfall / drainage structures and extension of existing outfall piping. .

The Base Bid contract work also includes, but is not limited to: installing new boardwalk support piles, bents; construction of access ramps;

construction of Section 1 of the boardwalk from Station -1+30 to Station 13+38; construction of Section 4 of the boardwalk from Station 25+35 to Station 28+16; and structures monitoring. Option 1 work includes, but is not limited to, construction of Section 2 of the boardwalk from Station 13+38 to Station 17+19 and Option 2 work includes, but is not limited to, construction of Section 3 of the boardwalk from Station 17+19 to Station 22+16.

All project specifications are included on the drawings numbered AC-100 through AC-110, for the boardwalk construction work depicted on those drawings. For AC drawings numbered AC-100 through AC-110, references to "Engineer", "City Engineers Office", or "the City", shall be Government COR. The new boardwalk support piles that penetrate the footprint of Structure 1 shall be constructed concurrently with Structure 1.

1.3 WORK CONDITIONS

1.3.1 Absecon Inlet Conditions

The conditions in and about the work site are extremely dynamic and dangerous. The tidal currents are strong and the waves are generally rough. The frequent passing of large commercial and recreational vessels can create large wakes that may affect construction operations. Conduct all operations in a manner so to protect equipment, materials, and personnel from the overtopping of the new and existing structures that may occur. Barges and any other floating plants or vessels, utilized by the Contractor, must be large enough to withstand the large wakes created by

Section 01 11 00 Page 1 large passing commercial and recreational vessels.

1.3.2 Inlet Bottom

The inlet bottom in the vicinity of the work area may not be soft sand and may contain scattered stone, broken concrete piles, and concrete rubble.

1.3.3 Protection Of Existing Structures During Construction

Ensure the stability of, and protect the existing timber and steel bulkheads, the existing stone revetment and groins, and all other existing public structures and utilities during all contract operations. The Contractor may construct temporary access ramps over existing structures, as necessary and as approved by the COR, if the stability of the existing structures is ensured. The Contractor shall be solely responsible for repair and/or replacement of any structures damaged due to his contract operations, at no additional cost to the Government.

1.4 RESTRICTIONS ON WORK

a. Should the contractor place any equipment or materials in such manner that it places lateral pressure on any existing structures or newly constructed structures, calculations shall be provided, stamped by a Professional Engineer registered in the State of New Jersey, showing that no adverse effects to these structures will occur.

b. The Contractor may perform work from the land or water side. The Contractor shall not excavate any area seaward of the proposed revetment footprint except as necessary to lay back slopes.

c. The proposed sheet pile is intended to be a seepage barrier and was not designed to retain any unbalanced loading during construction. Based on the specified embedment, the steel sheeting is stable only in the final condition with the seaward stone and landward backfill in place. The contractor is responsible for maintaining the stability of the steel sheeting during the entire duration of construction, and shall submit a work plan developed by a New Jersey licensed Professional Engineer for stabilizing the wall.

d. Protect existing wooden bulkheads during all construction operations (except where indicated to be demolished) and especially when exposed during construction of the new bulkhead and seawall in these areas.

e. The hazard of low flying aircraft shall require cranes to be lowered or inactive on the following days of the Annual Atlantic City Air Show.

Low flying aircraft will be present on August 11, 12 and 13, 2014; and the dates of the 2015 Air Show which are not known at this time.

f. Pile driving below mean low water between Stations 13+38 to 17+19, and Stations 17+19 to 22+16 will not be allowed between 1 March and 30 June.

1.5 EXISTING UTILITIES

The existing utility locations shown on the drawings are approximate and not complete. The Contractor is responsible for field verifying all existing utility locations, including those not shown on the drawings.

Section 01 11 00 Page 2

For marking underground utility lines, call for free markouts a minimum of 3 work days before you dig at 811 or 1-800-272-1000.

1.6 EXISTING WORK

In addition to "FAR 52.236-9, Protection of Existing Vegetation, Structures, Equipment, Utilities, and Improvements":

a. Remove or alter existing work in such a manner as to prevent injury or damage to any portions of the existing work which remain.

b. Repair or replace portions of existing work which have been altered during construction operations to match existing or adjoining work, as approved by the Contracting Officer.

1.7 ACCESS TO WORK SITE

Access to the work site shall be as shown on the plans. Restore all access areas to original condition upon completion of the project work. Provide continuous access to private residences and commercial businesses.

PART 2 PRODUCTS (Not Applicable)

PART 3 EXECUTION (Not Applicable)

-- End of Section --

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Section 01 33 00 Page 26 drawings. The mattresses may be fabricated and filled off-site or on-site, for lifting into place.

NOTE: Mattresses, larger (but not thicker) than shown on the contract drawings, may be utilized, if approved by the manufacturer. The proper lifting equipment (including spreader bar) to lift and place the larger mattresses shall be employed. The final approval for the use of larger mattresses shall be obtained from the Contracting Officer.

1.5 STORAGE

Store mattress materials in conditions as recommended by the manufacturer.

Prevent excessive mud, wet cement, epoxy, and like materials from affixing to the mattress materials. Cover stockpiles of mattresses, at the point of fabrication and at the project site, and protect if not installed within one month of production.

1.6 ON-SITE TECHNICAL ASSISTANCE

Coordinate for a qualified representative of the SF marine mattress supplier to be present at the job site during the entire first week of installation to provide technical assistance as needed. The Contractor shall remain solely responsible for the quality of installation.

PART 2 PRODUCTS

2.1 STRUCTURAL GEOGRID

2.1.1 Material Specifications

Fabricate stone-filled marine mattresses from structural geogrid. The structural geogrid shall be an integrally formed grid structure manufactured of a high density polyethylene and polypropylene material with molecular weight and molecular characteristics which impart high resistance to loss of load capacity or structural integrity when the geogrid is subjected to mechanical stress in installation and/or long-term environmental stress. Geogrid shall be integrally formed biaxial geogrid.

The geogrid shall possess the following properties:

Product Properties Internal Top, Bottom Diaphragms and Sides

Units MD Values1 MD Values1

Load Capacity

True Initial Modulus at 1% Strain2 lb/ft 51,400 113,090 Index Properties

Junction Strength3 lb/ft 3,330 6,908

Flexural Stiffness4 mg-cm 700,000 6,500,000 Durability Resistance to Installation Damage %GP 85 85 Resistance to Long Term

Degradation5 % 100 100

Resistance to UV Degradation6 % 98 98

NOTES:

1. Machine Direction (MD) dimension is along roll length. Unless indicated otherwise, values shown are minimum average roll values determined in accordance with ASTM D4759.

Section 31 34 10 Page 3

2. True resistance to elongation when initially subjected to a load measured via ASTM D6637 without deforming test materials under load before measuring such resistance or employing "secant" or "offset" tangent methods of measurement so as to overstate tensile properties.

3. Load transfer capability determined in accordance with ASTM D7737.

4. Resistance to bending force determined in accordance with ASTM D1388 Option A, using specimen dimensions of 864 millimeters in length by one aperture in width.

5. Resistance to loss of load capacity or structural integrity when subjected to chemically aggressive environments in accordance with EPA Method 9090 immersion testing.

6. Resistance to loss of load capacity or structural integrity when subjected to 500 hours of ultraviolet light and aggressive weathering in accordance with ASTM D4355.

2.1.2 Braid

The braid material shall be a hollow-core polyethylene braid and shall have a minimum diameter of 3/16 inch (nominal) with a breaking strength of not less than 400 lb load on a test specimen 36 inches in length. For UV stability, the braid material shall have a minimum carbon black content of 2.0% throughout.

2.1.3 Connectors

Bodkin connector rods shall be 3/8" diameter, round and composed of high density polyethylene (HDPE).

2.2 GEOTEXTILE

Geotextile shall be as specified in Section 31 05 19 GEOTEXTILE.

2.3 STONE FOR FILLING MATTRESSES

2.3.1 Quality

Stone for filling marine mattresses shall be crushed stone meeting the quality for capstone as specified in Section 31 37 00 SEAWALL CONSTRUCTION.

The stone shall be durable and of suitable quality to ensure suitable performance in the mattresses 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 mattresses. The inclusion of objectionable quantities of dirt, sand, clay, and rock fines shall not be permitted.

2.3.2 Evaluation Testing of Stone

Perform evaluation tests on stone samples collected from the proposed source as specified in Section 31 37 00 SEAWALL CONSTRUCTION.

2.3.3 Gradation

Stone for filling marine mattresses shall be a well-graded mixture with the following gradation:

Sieve Size %, by Weight, Passing (inches)

3 100

Section 31 34 10 Page 4

SECTION 31 37 00

SEAWALL CONSTRUCTION

PART 1 GENERAL

1.1 SUMMARY

The work covered by this section consists of furnishing all labor, materials, plant, and equipment, and performing all operations required for construction of Structure 1 and the seawall construction for Structure 2, including handling, transportation, stockpiling and placing of materials.

Also included is the excavation and placement of articulated concrete block (ACB) mattresses or stone filled (SF) marine mattresses for construction of Structure 1 and Structure 2, and concrete grout fill on the Structure 1 capstone, as shown on the drawings.

1.2 REFERENCES

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

AMERICAN CONCRETE INSTITUTE INTERNATIONAL (ACI)

ACI 301 (2010; Errata 2011) Specifications for Structural Concrete

ASTM INTERNATIONAL (ASTM)

ASTM C1017/C1017M (2007) Standard Specification for Chemical Admixtures for Use in Producing Flowing Concrete

ASTM C127 (2012) Density, Relative Density (Specific Gravity), and Absorption of Coarse Aggregate

ASTM C143/C143M (2010a) Standard Test Method for Slump of Hydraulic-Cement Concrete

ASTM C172/C172M (2010) Standard Practice for Sampling Freshly Mixed Concrete

ASTM C231/C231M (2010) Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method

ASTM C260/C260M (2010a) Standard Specification for Air-Entraining Admixtures for Concrete

ASTM C295/C295M (2012) Petrographic Examination of Aggregates for Concrete

ASTM C31/C31M (2010) Standard Practice for Making and Curing Concrete Test Specimens in the Field

ASTM C39/C39M (2012) Standard Test Method for

Section 31 37 00 Page 1

Compressive Strength of Cylindrical Concrete Specimens

ASTM C494/C494M (2013) Standard Specification for Chemical Admixtures for Concrete

ASTM C535 (2012) Standard Test Method for Resistance to Degradation of Large-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine

ASTM D5312 (2012; R2013) Evaluation of Durability of Rock for Erosion Control Under Freezing and Thawing Conditions

ASTM D75/D75M (2009) Standard Practice for Sampling Aggregates

COMMONWEALTH OF PENNSYLVANIA DEPARTMENT OF TRANSPORTATION (PennDOT)

PennDOT Specifications (2011)Publication 408 Specifications

NEW JERSEY DEPARTMENT OF TRANSPORTATION (NJDOT)

NJDOT Specifications (2007) Standard Specifications for Road and Bridge Construction

U.S. ARMY CORPS OF ENGINEERS (USACE)

COE CRD-C 61 (1989A) Test Method for Determining the Resistance of Freshly Mixed Concrete to Washing Out in Water

1.3 SUBMITTALS

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. The following shall be submitted in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

NOTE: Any submittals classified as "SD-01 Preconstruction Submittals" are submittals required to be submitted to, and approved by, the office indicated prior to mobilization to the contract work site. All other submittals, classified as "SD-02" through "SD-11," shall be submitted to, and approved or reviewed by, the office indicated prior to commencing the particular task to which the submittal is associated.

SD-01 Preconstruction Submittals

Stone Source and Records; G,DO

The proposed source of each size of stone specified herein shall be submitted for approval by the Contracting Officer no less than 30 days in advance of delivery of material to the work site.

The test data specified herein for those sources shall be submitted. In the event such data is unavailable, the Contractor shall procure the services of a Corps of Engineers-validated

Section 31 37 00 Page 2 testing laboratory to perform the required acceptance tests. The results of all acceptance tests shall be furnished to the Contracting Officer at least 30 days prior to the delivery of the stone to the work site. All testing shall be entirely at the Contractor's expense.

The Government will visit the proposed quarry(s) to inspect rock quality, weight, and dimensions at least 14 days before any stone delivery to the work site.

Submittal Deleted.

Qualifications of Contractor; G,COR

Qualifications of contractor completing the contract work shall be provided. Submit qualifications of the specific team of employees assigned to the contract work, particularly the crane/equipment operator placing the stone and mattresses.

Seawall Construction - General Work Plan; G,DO

Submit the procedures proposed for the accomplishment of the work specified in this section prior to the commencement of the work. Provide in the procedures for safe conduct of the work, careful removal and disposition of materials and protection of property which is to remain undisturbed. The work plan shall include, but not be limited to, the following: a detailed description of the personnel, materials, equipment, and methods to be used for each operation, including, but not limited to:

excavation; transporting, handling, storing, and placing the ACB or SF marine mattresses, stone fill, corestone, capstone, geotextile, and concrete grout; a detailed description of personnel, equipment and methods proposed for use when removing, classifying, weighing, and stockpiling both new stone and existing stone for reuse: a detailed description of personnel, equipment and methods proposed for use to ensure capstone meets quality, weight, and shape requirements specified herein both at the quarry and at the project site prior to placing the stone in the new seawall; describe the method for identifying, separating and stockpiling specific capstones, apart from all other capstones, to ensure the appearance specified herein (in paragraph titled "PLACING CAPSTONE") is achieved; describe the method of weighing the rehandled stone and locations of various stockpiles; proposed procedures (and frequency of same) for verification that contract requirements have been satisfied (including layer thicknesses and lateral and vertical alignment) by utilization of divers, hydrographic and/or topographic surveys, and/or other methods proposed and/or required per these specifications for this purpose.

SD-06 Test Reports

Admixtures; G, DO

SD-07 Certificates

Section 31 37 00 Page 3

Stone Source and Records; G,DO

The proposed source of each size of stone specified herein shall be submitted no less than 30 days in advance of delivery of material to the work site.

Submit test data specified herein for those sources. In the event such data is unavailable, the Contractor shall procure the services of a Corps of Engineers-validated testing laboratory to perform the required acceptance tests. The results of all acceptance tests shall be furnished to the Contracting Officer at least 30 days prior to the delivery of the stone to the work site. All testing shall be entirely at the Contractor's expense.

Minimum 14 days prior to any stone delivery to the work site, the Government may visit the proposed quarry(s) to inspect rock quality, weight, and dimensions.

Concrete Grout Work Plan; G,DO

Submit a work plan, including a detailed description of the personnel, materials, equipment, and methods to be used to construct concrete grout on the capstone, at the locations and in the manner indicated on the drawings.

Concrete Grout Mixture Proportions

Submit the mixture proportions that will produce concrete grout of the qualities required, a minimum of ten days prior to placement.

Viscosity Modifying Admixtures

Laboratory; G,DO

Weigh Scale Certification

Submit Weigh Scale Certification, by a copy of the certification from the regulation agency, attesting to the scale's accuracy

Certified Weight Scale Tickets

Submit certified weight scale tickets indicating the delivery time, quarry name and address, and the weight of material delivered. The slip shall be signed by the inspector or other designated person at the quarry, for each load of stone delivered to the work site, certifying that the stone meets the quality and weight requirements specified herein.

1.4 COORDINATION

Provide 72-hour advance notification to the COR prior to commencing the construction of any test section and prior to any diving operations (if required). This advance notification to the COR will serve to facilitate coordination with the Government's various technical and project engineers and safety personnel.

Section 31 37 00 Page 4

1.5 CONSTRUCTION TOLERANCES

The finished surface shall not deviate from the lines and grades shown by more than the tolerances listed below. Tolerances are measured perpendicular to the indicated lines on the contract drawings. Extreme limits of the tolerances given shall not be continuous in any direction for more than 5 times the nominal stone dimension nor for an area greater than 200 square feet of the structure surface. Individual capstone surface elevations shall be obtained from the average elevation across the surface of the stone. Measure the elevation of the highest and lowest points on the surface of the stone and calculate the average elevation between these points.

VERTICAL TOLERANCES

Capstone on Crest -0.0 +1.0 foot

LATERAL TOLERANCES

Capstone (Edge of Crest) +/- 1.0 foot

The intention is that the work shall be built to the required elevations, slopes and grades indicated on the contract drawings. Placed material not meeting these limits shall be removed or reworked at the Contractor's expense. It is anticipated that stones shall require multiple adjustments to achieve the tolerances indicated above.

1.6 QUALIFICATIONS

The Contractor's Superintendent shall have 5 years of current experience in heavy construction in a marine environment with work similar to the work under this contract. The crane / equipment operator placing the stone and either type of mattress shall have 5 years of current experience in stone and mattress placement in a marine environment. The experience shall be with similar size/weight of stone being placed in this project.

1.7 CONCRETE GROUT

1.7.1 General

The Government reserves the right to sample and test the aggregates and cement to determine compliance with the specifications. Provide facilities and labor as may be necessary to assist the government in procurement of representative test samples. Samples of aggregates will be obtained at the point of batching in accordance with ASTM D75/D75M. Concrete fill will be sampled in accordance with ASTM C172/C172M. The slump and air content will be determined when cylinders are molded in accordance with ASTM C143/C143M and ASTM C231/C231M, respectively. Compression test specimens will be made, cured and transported in accordance with ASTM C31/C31M. Compression test specimens will be tested in accordance with ASTM C39/C39M. Samples for strength tests will be taken not less than once each shift in which concrete grout is produced. A minimum of three specimens will be made from each sample, two will be tested at 28 days for acceptance and one will be tested at 7 days for information.

1.7.2 Concrete Grout Mixture Proportions

Concrete grout mixture proportions shall be the responsibility of the Contractor. Submit the mixture proportions that will produce concrete

Section 31 37 00 Page 5 grout of the qualities required, ten days prior to placement. Mixture proportions shall include the dry weights of cementitious material(s); the specific gravities, absorptions, and saturated surface-dry weights of the fine and coarse aggregates; the quantities, types, and names of admixtures;

and quantity of water per cubic yard of concrete grout. Type II cement shall be used. Also, applicable test reports, such as air content, water/cement ratio, slump, compressive strength, and unit weight of the concrete grout, shall be submitted to verify the proportions selected will produce concrete grout of the quality specified. The approved concrete grout mixture proportions shall not be changed without approval. The air content shall be between 4.5 and 7.5 percent. The specified compressive strength f'c shall be 2500 pounds per square inch at 28 days. The maximum water cement ratio shall be 0.577. The slump of the grout mix shall be 6 inches plus or minus 1 inch.

1.7.3 Admixtures

Submit test results in accordance with ASTM C494/C494M and ASTM C1017/C1017M for concrete admixtures, ASTM C260/C260M for air-entraining admixture, and manufacturer's literature and test reports for corrosion inhibitors and anti-washout admixture. Submitted data shall be based upon tests performed within 6 months of submittal. Submit certified copies of test results for the specific lots or batches to be used on the project. Test results shall be not more than 6 months old prior to use in the work. Chemical admixtures that have been in storage at the project site for longer than 6 months or that has been subjected to freezing will be retested at the expense of the Contractor.

1.7.4 Evaluation and Acceptance of Concrete

The acceptance test results will be the average of the strengths of the two specimens tested at 28 days. The strength of the concrete grout will be considered satisfactory so long as the average of three consecutive acceptance test results equal or exceed the specified compressive strength f'c and no individual acceptance test result falls below the specified strength f'c by more than 500 pounds per square inch.

1.8 CALIBRATION OF SCALES

Scales shall be calibrated daily utilizing a standard known weight. The COR shall be present at each daily calibration.

PART 2 PRODUCTS

2.1 STONE

2.1.1 Quality

All stone shall be sound, durable and of suitable quality to ensure performance in the work and in the climate in which it is to be used.

Stone shall be free from cracks, blast fractures, bedding, seams, weathering, and other defects that would tend to increase its deterioration from natural causes or cause it to break apart due to the stresses caused by handling and placing operations. The stone shall be either quarried or rehandled stone; angular, blocky, and uniform in shape with the largest stone dimension on an individual stone no more than three times the shortest dimension. Rehandled capstone is permitted for reuse.

Section 31 37 00 Page 6

Deleted Sentence Flat slabs, boulder-shaped stones, and parts of boulder-shaped stones will not be acceptable. The stone shall be clean and adequately free from all foreign matter. Loose or protruding concrete shall be removed from rehandled groin / jetty stones prior to reuse. Any foreign material adhering to or combined with the stone as a result of stockpiling shall be removed prior to placement.

2.1.2 Testing

Perform evaluation tests on stone samples collected from the proposed source as specified below. The quarry investigation shall be performed by a registered geologist or registered engineer. The laboratory to perform the required testing shall be a Corps of Engineers-validated testing laboratory to perform the required acceptance tests, and no work requiring testing shall be permitted until the laboratory has been inspected and validated. The individual tests shall be listed for which the validation covers along with the date of the inspection. The first inspection of the facilities shall be at the expense of the Government and any subsequent inspections required because of failure of the first inspection shall be at the expense of the Contractor.

Perform the following tests on the proposed stone and the test results will be used by the Government to determine the acceptability of the stone selected by the Contractor.

PROPERTY TEST METHOD ACCEPTABLE TEST RESULTS

Petrographic ASTM C295/C295M Fresh, interlocking, crystalline, with few vugs, no clay minerals and no soluble minerals.

Specific Gravity and Absorption ASTM C127 Minimum Unit Weight (dry) of 165 pounds per cubic foot. Absorption less than 1 percent.

Abrasion Resistance ASTM C535 Less than 20 percent loss for 1000 revolutions.

Freezing/ Thawing ASTM D5312 Less than 10 percent loss for 20 cycles.

Additional testing is required if results from the tests, specified above, are close to the limits of acceptability.

2.1.3 Acceptance

Approval of a source of stone is not to be construed as approval of all material from that source. The right is reserved to reject materials from certain localized areas, zones, strata, or channels, when such materials are unacceptable. The Contracting Officer also reserves the right to reject individual units of produced specified materials in stockpiles at the quarry, all transfer points, and at the project construction site when such materials are determined to be unacceptable. The Contractor's

Section 31 37 00 Page 7 inspector or any other designated person shall inspect the stone at the quarry to ensure it meets the requirements specified herein. If any quantity of unacceptable stone is placed, the Contractor is responsible for removing it and replacing it at his own expense, regardless of the extent of removal work required. During the contract period, both prior to and after materials are delivered to the job site, visual inspections and measurements of the stone materials will be performed by the Contracting Officer. If the Contracting Officer, during the inspections, finds that the stone quality, gradation, weights, and/or shapes of the stone being furnished is not as specified, the stone will be deemed unacceptable and rejected. Any material rejected shall be removed or disposed of as specified and at the Contractor's expense.

2.1.4 Weight…