Amendment_0005.pdf

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

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

30-105-04EXCEPTION TO SF 30

APPROVED BY OIRM 11-84

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

FAR (48 CFR) 53.243

1. CONTRACT ID CODE PAGE OF PAGES

J 1 7

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

16C. DATE SIGNED

BY 05-Apr-2019

16B. UNITED STATES OF AMERICA15C. DATE SIGNED15B. 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 N4008519R9022

X 9B. DATED (SEE ITEM 11)

19-Feb-2019

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 1 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)

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.)

P-310 Dry Dock 1 Super Flood Basin & P-1074 Extend Portal Crane, Portsmouth Naval Shipyard, Kittery, ME

The purpose of this amendment is to provide responses to Pre-Proposal Inquiries, provide an updated Attachment F, and extend the proposal due date.

The proposal due date is hereby extended from 23 April 2019 to 2 May 2019 at 2:00 PM EDT. The PPI due date has been extended to 12 April

2019.

See SF30 Block 14 Continuation Page.

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.

10A. MOD. OF CONTRACT/ORDER NO.

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

6. ISSUED BY

3. EFFECTIVE DATE

05-Apr-2019

CODE

NAVFAC MID ATLANTIC

ACQUISITION CORE

9324 VIRGINIA AVENUE

NORFOLK VA 23511-3095

N40085 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

N4008519R9022

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SUMMARY OF CHANGES

SECTION SF 30 - BLOCK 14 CONTINUATION PAGE (SF 30)

The following have been added by full text:

AMENDMENT 0005

CONTINUATION SHEET

TABLE OF CONTENTS

“PNSY – Stabilization of Berths 1, 2A & 2B Compaction Grout Record Logs” (total of 10 pages, including cover sheet) is added to the Appendix F Table of Contents. Logs are provided for locations S1 to S5, W1 and W2.

SECTION 01 45 00.00 20 QUALITY CONTROL PWD ME

3.2 Critical Submittal Process

After Section 03 21 29 MARINE CONCRETE, Item 6. Durability Modeling, add the following:

“7. Mass Concrete Temperature Control Plans”

After Section 03 45 33.00 01 PRECAST CONCRETE ENTRANCE STRUCTURE, add the following:

"SECTION 03 70 00 MASS CONCRETE

1. Temperature Control Plan”

SECTION 01 45 00.00 25 CAISSON AND BASIN ENTRANCE QUALITY CONTROL

Part 1 General

After line item – Caisson and Entrance Seat Compliance Report, add the following:

“- Caisson and Entrance Seat Quality Control (QC) Plan

- Surveyor Qualifications”

SECTION 03 31 29 MARINE CONCRETE

Part 1 General

Immediately following the title “Part 1 – General”, add the following:

“This section includes critical submittals that are considered of utmost importance to assuring success of the project and completion within the designated schedule.

-Concrete Qualification Program -Concrete Quality Control Program -Test Section -Concrete Mixture Requirements -Mixture Designs -Durability Modeling -Mass Concrete Temperature Control Plans”

In paragraph 2, first sentence, delete “mass”.

1.7.5.2.a (6)

In the first sentence, after the words “… four 5-gallon buckets”, add “or similarly sized sampling container suitable to the placement methods”.

1.7.6 Mass Concrete Temperature Control Plans

Delete subsection 1.7.6.a. and 1.7.6.b. in their entirety and replace with “In accordance with Section 03 70 00 MASS CONCRETE Paragraph 1.3 TEMPERATURE CONTROL PLAN.”

3.4 Placing Concrete

Before the first sentence, add the following:

“For placement of concrete below water, see Paragraph 3.4.6.”

SECTION 03 45 33.00 01 PRECAST CONCRETE ENTRANCE STRUCTURE

Part 1 General

Immediately following the title “Part 1 – General”, add the following:

“This section includes critical submittals that are considered of utmost importance to assuring success of the project and completion within the designated schedule.

- Temperature Control Plan”

3.7 Construction Records

At the end of the first sentence in subsection 3.7.b., add the following:

“This requirement is waived if no prestressed steel reinforcement is utilized.”

SECTION 03 70 00 MASS CONCRETE

3.1.2.3 Cold Weather Placing

Delete the paragraph in its entirety and replace with “In accordance with the requirements of 03 31 29 MARINE

CONCRETE.”

SECTION 31 68 13 MICROPILES

1.8.3 Pile Length

In subsection 1.8.3.a, delete “5 ft and”.

SECTION 33 82 00 TELECOMMUNICATIONS OUTSIDE PLANT (OSP)

2.2.3 Fiber Optic Terminations

After subsection 2.2.3, add the following:

“2.2.4 Fiber Optic Cable

Provide cable having 24 or 36 glass fibers as indicated on the drawings, Berk-Tek (Adventum) or approved equal, outdoor/indoor, plenum and riser rated, gel free water blocking system, single mode optical fibers, 62.5/125 um, listed for underground installations.”

SECTION 34 11 00 RAILROAD TRACK AND ACCESSORIES

2.5 Rail

After the second sentence, delete “For relay rail the required information shall include weight, section, lengths, and the name of the supplier. Provide the maximum allowable vertical wear on the rail head and the maximum allowable horizontal wear on the side of the rail.”

2.5.1.1.2 Rail Drilling

In the first sentence, delete “rail ends drilled” and replace with “undrilled ends.”

Delete the second sentence in its entirety and replace with the following:

“Drilling of temporary joints shall be uniform and to the patterns specified in plans.”

Delete table in its entirety.

2.5.2 Welded Rail

Delete subsection 2.5.2 Welded Rail in its entirety and replace with the following:

“2.5.2 New Welded Rail

New rail shall be a 115 lbs/yd section or heavier and shall conform to the specifications in Chapter 4, Part 1 and 2 of AREMA Eng Man that were in effect at the time of its manufacture. New rail shall be provided in 80 ft lengths.”

SECTION 631 PAINTING

631a. General

After Submittal e., delete the sentence in its entirety and replace with the following:

“Prepare and provide corrosion preventing and cosmetic coatings for new steel and disturbed existing steel surfaces 6-inches all around new attachments (e.g. fenders, rubber seals, padeyes and parapet wall), except as otherwise specified in this section.”

APPENDIX E GEOTECHNICAL DATA REPORT

REVISIONS TO FILENAME: N4008519R9022p310_p1074_spec_appE_Part1.PDF

On sheet 7 of the PDF, the Second page of the Table of Contents after “Appendix E – Historic Laboratory Test Results” delete “NOT INCLUDED”.

REVISIONS TO FILENAME: N4008519R9022p310_p1074_spec_appE_Part2.PDF

Following sheet 175, “Figure 4 – Seismic Lines 5, 3 & 4”, Insert the Amendment 0005 Geotechnical Data Report file containing the P310 GEOTECHNICAL DATA REPORT, APPENDICES B, C, D, E, F, G.

DOCUMENT 00 01 15 LIST OF DRAWINGS

1.2 CONTRACT DRAWINGS

The following drawings are revised as of 05 April 2019:

On NAVFAC Dwg. No. 12783483

REPLACE G-120 Construction Sequencing & Phasing Plan – Phase 4 as follows:

PHASE 4:

Replace “See note 5” with “See notes 5 and 6”.

Replace “See note 6” with “See note 7”.

On NAVFAC Dwg. No. 12783528

CHANGE B-101 Boring Location Plan – Sheet 1 of 2 as follows:

BORING LOCATION PLAN: Add the following general note:

“10. See Appendix E of the Specifications for additional boring logs not shown.”

On NAVFAC Dwg. No. 12783603

CHANGE CS506 Rail Details – Sheet 1 of 8 as follows:

General Notes: After note 2, add the following:

“3. Contractor shall not drill any holes within 6” of end or rail to allow for future welding to satisfy final conditions.”

Detail – 115RE Bolted Rail Joint and End Detail – B3: Revise detail title to “115RE Bolted Temporary Rail Joint and End Detail”.

Add the following note pointing to the holes spaced 7 1/8” O.C. “No bolt to be threaded through these holes.”

Remove bolt hole spaced 3 1/2” from right end of rail.

Detail – 135CR Bolted Rail Joint and End Detail – A3: Revise detail title to “135CR Bolted Temporary Rail Joint and End Detail”.

Add the following note pointing to the holes spaced 8 1/8” O.C. “No bolt to be threaded through these holes.”

Remove bolt hole spaced 3 1/2” from right end of rail.

On NAVFAC Dwg. No. 12783787

CHANGE SK105 Berth 1 Improvements – Sheet 1 of 3 as follows:

General Note 1: Delete note in its entirety and replace with “Contractor must probe at 5 foot intervals along the length of the berth to locate the toe of the quaywall. Knee wall shall be driven parallel to the toe of the quaywall with a minimum of 12 inches and a maximum of 18 inches clearance.”

On NAVFAC Dwg. No. 12783788

CHANGE SK106 Berth 1 Improvements – Sheet 2 of 3 as follows:

General Note 1: Delete note in its entirety and replace with “Contractor must probe at 5 foot intervals along the length of the berth to locate the toe of the quaywall. Knee wall shall be driven parallel to the toe of the quaywall

On NAVFAC Dwg. No. 12783789

CHANGE SK107 Berth 1 Improvements – Sheet 3 of 3 as follows:

General Note 1: Delete note in its entirety and replace with “Contractor must probe at 5 foot intervals along the length of the berth to locate the toe of the quaywall. Knee wall shall be driven parallel to the toe of the quaywall

On NAVFAC Dwg. No. 12783931

CHANGE SM503 Trench Details as follows:

General Note: Add “Note: Coordinate location and number of utility penetrations and castings required in the removable concrete covers. Refer to CF101 and CR 101.”

On NAVFAC Dwg. No. 12783935

CHANGE D-001 Mechanical Process General Notes as follows:

PUMP SCHEDULE: Replace “Holland pump model A22000 – D6068HF485” with “See Note 29”.

Delete “

Add the following after note 27:

“PUMP NOTES

28. See Pump Schedule for rated flow and rated head requirements.

29. The pump cages (dimensions, attachment details, members, etc.) and the pump spacing were based on the Holland pump model OP6068HFC083225. If other pumps that meet the project specifications are proposed and accepted, the pump cages and spacing between pumps may need to be modified. These modifications will be done at no additional cost to the Government.”

On NAVFAC Dwg. No. 12783936

CHANGE D-101 Mechanical Process Pump and Gate Plan – Closure Wall as follows:

WEST CLOSURE WALL PUMP AND GATE PLAN: Add the following callout on the plan pointing to the pump cages and spacing between pumps: “See Note 2”.

GENERAL NOTES: Add the following note: “2. Pump and Cage layout and dimensions are dependent on the pump model that is used and may need to be adjusted. See note 28 on sheet D-001 for additional information.”

On NAVFAC Dwg. No. 12784087

CHANGE ES514 Lighting Details – Sheet 2 of 2 as follows:

LUMINAIRE SCHEDULE: Remove “50 Watt LED 5600 Lumens” and replace with “75 Watt LED 8800

LUMENS”.

Exit Light – C1: Delete note 9 in its entirety.

LED Tunnel Luminaire – C3: Delete note 7 in its entirety.

Emergency Battery Unit and Heads – C4: Delete note 7 in its entirety.

On NAVFAC Dwg. No. 12784164

CHANGE OM101 Deck Plans as follows:

OPERATIONS DECK PLAN: Delete keynote 24 and its callouts.

Delete circular pipe symbols indicating pipe penetration and replace with symbols to indicate pipe down from weather deck.

On NAVFAC Dwg. No. 12784165

CHANGE OM301 Deck Sections - Sheet 1 of 2 as follows:

LONGITUDINAL SECTION – A1: Add “15 5/8”” dimension from weather deck down to centerline of Floor Drain Pipes (Keynote 1).

On NAVFAC Dwg. No. 12784166

CHANGE OM302 Deck Sections - Sheet 2 of 2 as follows:

SECTION – A3: Add “15 5/8”” dimension from weather deck down to centerline of Floor Drain Pipes (Keynote 1).

---END OF AMENDMENT---

(End of Summary of Changes)

P310/P1074 Drawing Changes for Amendment 0005 Date: 05APR2019 - rev. 0

Dwg Sheet

# NAVFAC # Drawing # Drawing Title Narrative Re-issued Reason for Change 1 12783483 G-120 CONSTRUCTION SEQUENCING & PHASING PLAN - PHASE 4 X Corrected note no. callout 2 12783528 B-101 BORING LOCATION PLAN - SHEET 1 OF 2 X Clarification for PPI response 3 12783603 CS506 RAIL DETAILS - SHEET 1 OF 8 X Clarification for PPI response 4 12783787 SK105 BERTH 1 IMPROVEMENTS SHEET PILE SECTIONS - SHEET 1 OF 3 X Clarification for PPI response 5 12783788 SK106 BERTH 1 IMPROVEMENTS SHEET PILE SECTIONS - SHEET 2 OF 3 X Clarification for PPI response 6 12783789 SK107 BERTH 1 IMPROVEMENTS SHEET PILE SECTIONS - SHEET 3 OF 3 X Clarification for PPI response 7 12783931 SM503 TRENCH DETAILS X Added note 8 12783935 D-001 MECHANICAL PROCESS GENERAL NOTES X Pump model note revision 9 12783936 D-101 MECHANICAL PROCESS PUMP AND GATE PLAN - CLOSURE WALL X Pump model note revision

10 12784087 ES514 LIGHTING DETAILS - SHEET 2 OF 2 X Clarification for PPI response 11 12784164 OM101 MECHANICAL GENERAL NOTES, LEGEND AND ABBREVIATIONS X Clarification for PPI response 12 12784165 OM301 DECK SECTIONS - SHEET 1 OF 2 X Clarification for PPI response 13 12784166 OM302 DECK SECTIONS - SHEET 2 OF 2 X Clarification for PPI response

U:\179410601\shared\bid phase\STN backup for amendment_0005\Amendment 0005_list of dwgs.xlsx 1 of 1 4/5/2019

SOLICITATION NO. N40085‐19‐R‐9022

PROJECT TITLE/LOCATION: P310 Dry Dock 1 Super Flood Basin/P1074 Extend Portal Crane PNSY, Kittery, ME

PREAWARD INQUIRY FORM (TEMPLATE)

Page Section Para.

23 3/27/2019 Is it possible to schedule another site visit? We attended the site visit on 3/19, but now having reviewed the plans, we feel it would be beneficial to see the site again.

Due to the secuirty coordination required another site visit is not possibe for these projects.

24 3/20/2019 Will you accept concrete produced from a local concrete producer, delivered through the commercial gate for this project?

Yes, concrete can be produced offsite and delivered to the shipyard. This is the current process on all projects.

25 3/20/2019 To avoid traffic and quality concerns, will night deliveries be allowed for larger concrete placements?

Off hour deliveries are dealt with on a case by case basis. These deliveries require advanced notice and coordination with the construction manager as well as security.

26 3/20/2019 Working with gate security, can we establish an expedited entry/exit process for concrete deliveries?

Expedited deliveries are dealt with on a case by case basis. These deliveries require advanced notice and coordination with the construction manager as well as security.

27 3/20/2019 Concrete and related material testing will likely take 6 months to complete. Will there be enough time between award and first placement to complete this?

The concrete design submissions and requirements are detailed in the specifications. Note the concrete submittals listed as critical submittals in Section 01 45 00.00 20 Paragraph 3.2 and require Contractor to begin progressing these submittals within 60 days of Notice to Proceed. CO review period of submittals is outlined in Section 01 33 00 Paragraph 1.8.

28 3/20/2019 Drawi ng ‐ 0479_ 001.p df / D‐ 001 / page 479 of

Pump Schedule in the drawing references Pump model as Holland Pump Model A22000 . D6068HFF485. MWI Pump model HAC324 , D6068HFF485 meets the same design reequipments as specified. Also, as per HI recommendation, hydraulic motor is mounted in the discharge side so it doesn’t disrupts intake flow patterns or become susceptible to clogging. Can you approve MWI model HAC324 , D6068HFF485?

Any pump proposed to be used on the project must meet the minimum performance characteristics specified by the Holland Model pump. Please note, the pump cage dimensions, etc. have been designed and detailed around the Holland Pump A22000 ‐ D6068HFF485. If a proposed pump meets all performance requirements, but requires changes to the cage, the changes will be required at no additional cost to the Government. Moving the pump to the discharge side will not be considered at this time but may be considered post‐ award. A note to clarify this requirement will be added to drawing D‐001 via Amendment 005.

29 3/23/2019 25 31 99 99.01

B. Section 01 57 20 ENVIROMENTAL PROTECTION is referenced in this paragraph, however this section does not exist in the current specification.Will this section be issued?

Change Specification Section 31 99 99.01 para 3.1.5 reference from "01 57 20 ENVIROMENTAL PROTECTION" to "01 57 19. 00 22 Temporary Environmental Controls ‐ Portsmouth Naval Shipyard PWD ME"

30 3/23/2019 19 RFP On page 19 of 64 in document, "N4008519R9022RFP_N4008519R9022." Under Factor 1 ‐ Corporate Experience, please consider lowering the size value from $25,000,000 to $20,000,000.

This is acceptable. The size value under factor 1 has been changed from $25,000,000 to $20,000,000.

31 3/23/2019 158 of

Sheet CF101 (158 of 720) was not provided. Can you please issue this drawing?

Provided as part of Amendment #4. 5

REFERENCE

Question No. QUESTION GOVERNMENT RESPONSEDate Received

Posted on Amend No.

July 2011

PNSY, Kittery, ME

PREAWARD INQUIRY FORM (TEMPLATE)

Page Section Para.

Question No. QUESTION GOVERNMENT RESPONSEDate Received

Amend No.

32 3/23/2019 7 31 00

2.4 At the West Closure Wall, we have the option to utilize

a MaineDOT 3/4" crushed stone in lieu of the material gradation provided for backfill material. Do the same compaction requirements apply to the crushed stone as the granular backfill material?

Refer to Section 31 00 00 Paragraph 2.4. Vibratory probe compaction and density testing is not required for the alternate backfill material.

33 3/23/2019 15 31 23 00.00

3.3.4 Will blasted rock from the Super Flood Basin have to

be loaded on trucks and go through the shipyard security gates?

Clean blasted rock does not have the same requirements as dedge spoils.

Details on rock excavation and disposal are provided in Specification Section 31

23 00.00 20 EXCAVATION AND FILL PWD ME.

34 3/23/2019 15 31 23 00.00

3.3.4 Will blasted rock from the Super Flood Basin be

considered surplus non‐hazardous material and have to be transported to a Government approved licensed disposal facility?

Clean blasted rock does not have the same requirements as dedge spoils.

Details on rock excavation and disposal are provided in Specification Section 31

23 00.00 20 EXCAVATION AND FILL PWD ME.

35 3/23/2019 195 CG303 Dredge Sections show varying bottom elevations, with alluvial deposits being removed down to the glaciofluvial deposits or glacial till. What method will the government use to verify that the allivial material has been sufficiently removed and that the contractor is far enough into the glaciofluvial or glacial deposits?

Observations of dredge spoil materials and rate of excavation will be made during dredging to verify that the alluvial deposits have been removed.

Hydrographic surveys are required to confirm dredged elevations as described in the Specifications Section 35 20 23 DREDGING. Any additional dredge depth necessary to achieve requird material competency will be negotiated as a part of a post‐award modification. Basis of bid is the removal of the quanity established by the contract documents.

36 3/23/2019

ES514

Drawing ES514 Lighting Details, Fixture types X, C and EBU all have requirements stating to “Provide fixture to match that provided under Reactor Servicing Complex Project”. Please provide fixture schedule from this project.

The notes calling for fixtures to match the Complex will be deleted via this amendment. Other fixtures that meet the project requirements and are considered an ‘or equal’ to the fixtures noted herein would be acceptable.

37 3/23/2019

E606

Drawing E606 “Conduit and Wire Schedule” Feeder #’s 36 and 37 only list “Fiber Optic Cable” in the description. Please provide more information on this cable.

36‐strand, single mode. Paragraph 2.2.4 will be added to Specification Section 33 82 00 TELECOMMUNICATIONS OUTSIDE PLANT (OSP) via Amendment.

38 3/23/2019

E503

Drawing ES503 Miscellaneous Details, Detail A4 indicates RGS conduit to be used for ductbanks crossing underneath crane rails. Detail A5 indicates “conduit as indicated in Specs”. Can we assume all other ductbank conduit to be Schedule 40 PVC except that which crosses under crane rail?

No. See Specification Section 33 71 02 Paragraph 3.6.1 ("unless indicated otherwise"), Detail ES505/A2, etc.

PNSY, Kittery, ME

PREAWARD INQUIRY FORM (TEMPLATE)

Page Section Para.

Question No. QUESTION GOVERNMENT RESPONSEDate Received

Amend No.

39 3/23/2019

SK102

SK105

SK106

CG301

, CG

General Note 1 on Sheet SK105 states, "Contractor must probe at 5 foot intervals along the length of the berth to locate the toe fo the quaywall. Kneewall shall be driven parralel to the tow of the quayway with minimum 12 inches clearance." Sheet SK102 shows the Berth 1 Kneewall extending in a straight line parallel to the edge of deck of Berth 1.

The structural sections on Sheets SK105‐SK106 and the dredging sections on Sheets CG301‐CG302 both show variation in the bottom depth of the existing quaywall.

Because the quaywall has an angled face, variations in the depth will result in a variation of the toe location with respect to the top of the wall. Confirm that it will be acceptable to install the kneewall 12" minimum for the farthest toe location, found by probing, and continuous along the wall parralel to Berth 1.

The sheet piles shall be driven a minimum of 12 inches and a maximum of 18 inches from the toe of the quaywall.

40 3/23/2019

The easterly cell location on SS102 (132/720) is shown to be about 10 feet away from the quaywall foundation at the closest point. Given the proposed temporary shoring location being close to the existing quaywall foundation, shown on CG104 (191/720), it would seem that there should be at least five feet or more between the cell sheets and the temporary shoring wall sheets. The cell sheets are shown very close to the temporary shoring sheets on SS103 (133/720), SS104 (134/720) and SS106 (136/720).

What is the intended distance between the cell and the temporary shoring, and the temporary shoring and the quaywall?

The temporary shoring is shown schematically and it is intended this will be designed by the contractor based on their construction means and methods.

41 3/23/2019

S‐107

Please provide the drilling and compaction grouting information for the 2016 quaywall repairs shown on sheet S‐107 of FP1‐12‐054

S‐107 is from the Berth 1 and 2 Stabilization project and is already included as a Reference Drawing. With respect to the request for compaction grouting information, the Field Reports will be add as Reference Information via Amendment.

PNSY, Kittery, ME

PREAWARD INQUIRY FORM (TEMPLATE)

Page Section Para.

Question No. QUESTION GOVERNMENT RESPONSEDate Received

Amend No.

42 3/23/2019 Is it the intent of this project that the existing quaywalls are adequately stable to sustain the driving of the sheet piles immediately in front of the quaywall? If additional compaction grouting or micropile underpinning is required, will that be considered a change of condition to the contract?

Correct, it is the assumption of this project that the existing quaywall is stable. 5

43 3/23/2019 Appendix E to the Specifications is the Geotechnical Report. Appendix B to the Geotechnical Report is Recent Test Boring Logs. The Recent Subsurface Explorations section of the report refers to the SFB series of test borings and probes. Appendix B to the Report does not contain the SFB series of borings, but instead contains the DD series of borings that do not appear to be referenced in the Geotechnical Report.

Can the SFB boring logs be made available in 8½ x 11 format?

The SFB logs that are shown on the drawings will be provided in 8 1/2 x 11 format in Appendix E (it will be added to Appendix B of the P310 Geotechnical Data Report). Please note that the Appendices B, C, D, F & G at the end of the Geotech Data Report as part of the bid documents represent logs and associated data taken for a future project (P381). Appendices B, C, D F & G for the SFB (P310) that includes the SFB boring logs and other information will be included in Amendment 5.

44 3/23/2019

Appendix E to the Specifications is the Geotechnical Report. Appendix A to the Geotechnical Report is Historic Test Boring Logs. The Historic Subsurface Explorations section of the report refers to several series of test borings and probes, one of which is the 2916‐2917 Explorations. None of this series of borings appear on Sheet B101 (72 of 720). Should these borings be shown on that drawing?

The 2016‐2017 boring locations are shown on Figure 2 of the Geotechnical Data Report. A note will be added to drawing B‐101 indicating that those boring logs can be found in the Geotechnical Data Report (Appendix E of the specifications).

45 3/23/2019

S‐001

Steel Sheet Pile Note 6 on Sheet S‐001 states that steel sheet pile splices will not be permitted without special authorization. Specification Section 31 41 16 (Part 2.1.2) states that sheet piling must be full‐length, and that splices, if allowed, shall be located deeper than 10 feet from the finish riverbed elevation.

Can we assume that the splicing restriction does not apply to the temporary shoring shown on Sheet

CG401?

Correct, the splice limitation is intended to apply to the steel sheet piles that are structural support elements, not temporary support elements.

PNSY, Kittery, ME

PREAWARD INQUIRY FORM (TEMPLATE)

Page Section Para.

Question No. QUESTION GOVERNMENT RESPONSEDate Received

Amend No.

46 3/23/2019 At the Berth 1 Kneewall and the Entrance Structure Cut‐ off Wall, can we assume that the splicing restriction only applies to sheets that are left in place in the finished structure? Splices will be allowed in the portion of sheets that are removed after installation.

Correct, the splice limitation is intended to apply to the steel sheet piles that are structural support elements in the final, completed state.

47 3/23/2019 Steel Sheet Pile Note 14 on Sheet S‐001 states that the steel sheet piles used in the South Closure Wall cells and the Closure Wall Connection Combi‐wall are stay‐ in‐place formwork, and that the structural integrity of the Superflood Basin is not reliant on their structural capacity.

Due to this statement these sheetpiles are not contributing to the structure in the final condition.

Can we assume that splices in the sheetpiles for these structures (Closure Wall cells and Combi‐walls), as needed for constructability, will be allowed?

Splicing in sheet pile cells and combi‐walls shall be deeper than 10 ft of the finished river bed elevation per Specification 31 41 16, Paragraph 2.1.2.

48 3/23/2019

SS407,

SR109

Sheet SS407, detail D2 shows the crane rail being placed on top of mass concrete. On Sheet SR407 there is a pile cap #3 shown. Please clarify that this pile cap is shown in error.

The pile cap at bent 3 shown on drawing SR109 is not shown in error. Refer to drawings SR304, SR305, and SR503 for additional sections and details.

Contractor shall assume compressible filler will be required between the crane rail support structure and the mass concrete.

49 3/23/2019

CD‐

102,C D‐ 105,C‐

The above designation is shown on Sheet C‐001, the Civil Legend. Sheet CD‐102 Geneal Note 4 states, "Replace splice plates and bolts at the rail removal limit. Reuse of the rail, rail hardware or rail materials unless otherwise noted is not allowed." On plan sheet CD‐105, demolition keynote 2 state, "Remove and dispose rail, plates, splices, bars and bolts." It is our understanding that all existing crane/train rail will not be reused on the project. Please verify.

Correct, all existing crane/train rail will not be reused on the project. Please note that if Bid Option 15 (replacement of switches 55 and 56) is not awarded, these switches need to be removed and reinstalled, but the plates, bars, anchor bolts, for these switches shall be replaced. Existing switch 125 is also required to be maintained and any impacted rails, plates, anchors bolts impacted by new work need to be replaced with new as well.

50 3/23/2019 Can existing line striping that is not disturbed by this contact be painted over without removal?

Existing paint can be painted over provided all dirt. loose material etc. are removed and surface is prepared in accordance with paint manufacturer's requirements. The new lines must be the width, spacing, etc. as indicated on the drawings.

51 3/23/2019 Volum e 2

Please provide additional information for the Crane Rail replacement from STA 9+17.20 to 11+93.88 on the crane rail West Baseline.

PNSY, Kittery, ME

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52 3/23/2019

SR403

The Berth 11 Turn out on sheet SR403 Note 3 states, "Contractor shall perform vacuum excavation at each pile location, prior to pile installation, to confirm interferences do not occur. Contracting Officer shall be notified if interferences occur." Please confirm this is the only location that require vacuum excavation.

Piles shown on sheet SR403 are the only pile locations where vacuum excavation is mandated due to the extensive subsurface utilities in this area.

Please note that Dig Safe requirements apply to all subsurface work including all other pile locations.

53 3/23/2019 Do Rail areas that will receive an adjacent paved surface require Concrete Fill in Rail Pockets?

Yes, all rail pockets, including rail adjacent to paved areas) require concrete fill as shown on drawing CS510.

54 3/23/2019 Please confirm that both CSL and TIP are required for drilled shaft integrity verification. It is typical to use one of these test methods.

Both CSL and TIP are required. 5

55 3/23/2019

Volum e 3

631a Specification Volume 3, section 631a “General”;

“Prepare and provide corrosion preventing and cosmetic coatings for the attachments of the entire Caisson, except as otherwise specified in this section.”

Please clarify this statement. Is the contractor required to paint the entire Caisson exterior or only repair coatings on areas disturbed during refurbishement activities?

The intent is to coat new steel and to recoat existing steel surfaces to a minimum of 6‐inches beyond the limits of new attachments (i.e. fenders, rubber seals, padeyes and parapet wall). The sentence referenced in this PPI will be deleted and replaced with the following: "Prepare and provide corrosion preventing and cosmetic coatings for new steel and disturbed existing steel surfaces a minimum of 6‐inches beyond/all‐around the limits of the new attachments (i.e. fenders, rubber seals, padeyes and parapet wall), except as otherwise specified in this section".

56 3/23/2019 Please provide the existing Dry Dock #3 Caisson Drawings.

The following record information has been added to Appendix F as reference information (Please note the original drawings may not be represent the latest or as‐built conditions and is being provided for reference only): 1‐ Existing Caisson #3 drawings (1963) and; 2‐ "Material Conditions Survey of Caisson No.

3" PNSY (dated October 2017).

57 3/23/2019

Drawings sheet 479 of 720 in the Pump Schedule chart list a D6068HF485 for the engine model. According to John Deere that model is rated for 194‐209 horsepower. Section 35 45 02.00 10 Page 9 paragraph

2.3.3.2 Diesel Engine ‐ states 250hp +. Please clarify

which is correct.

The specifications are correct. The engine model in the PUMP NOTES on drawing D‐001 will be revised to Model OP6068HFC083225.

58 3/23/2019

35 45 02.00

Section 35 45 02.00 10 page 8 section

2.3.2.4. Impeller, States that impeller is made of cast

stainless steel.

Is fabricated from 316 stainless steel acceptable?

Fabricated 316L has a Brinell hardness of 217 Castings of 316L has a Brinell hardness of 150

Fabricated 316L stainless steel is acceptable for the impeller. 5

59 3/23/2019 Please provide CADD files for the contract drawings. CADD files will not be provided until project award. 5

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60 3/23/2019 Append ix A Please provide the State of Maine ‐ Department of Environmental Protection and Department of the Army Premits that should be included in Appendix A. If they are not available please provide the permit applications. Please provide the date the permits are expected to be received.

State of Maine Department of Environmental Protection Permit was provided in Amendment #4. The Army Corps Permit is not available at this time.

Agencies are still reviewing the final version. All negotiated requirements are provided in the project specifications.

61 3/23/2019

03 30

Per specification section 03 30 00 page 5, it states, "all concrete elements with a section thickness of 3 feet or more regardless of temperature." should be considered Mass Concrete. Please confirm that the 3 feet dimension is correct.

Mass concrete shall be in accordance with ACI 301 definitions and guidelines. 5

62 3/23/2019 How many construction vehicles is the contractor allowed to keep on site in the CIA?

This project has been identified by security as a Controlled Construction Area (CCA). The purpose of the CCA is to consolidate all equipment, materials, tools, personnel, and contractor vehicles within a defined area in order to control movement and parking while best supporting construction. Contractors will have towork with the construction manager to develop a plan covering the following items: CCA area showing the laydown per the phasing plans. On the drawing designated contractor parking within the CCA to include overnight parking and show locations of fencing and barriers to delineate CCA, where possible. Do not install fencing or other barriers where when doing so impedes safety, construction efforts, or shipyard production. CCA Security Plan requires NAVFAC and PNSY approval prior to implementing. Updates will required as construction laydown/phasing changes.

63 3/23/2019 What are the hours of the truck inspection? How long does a truck inspection usually take?

Truck inspection is open 0500‐1430. The timeframe to go through inspection varies depending on the time of day, there is no standard.

64 3/23/2019 Is there hard wire power and internet for the contractor in the CIA area?

Hard wire power is available on the shipyard. Internet is accessible depending on the location and status of outages in the area. Contractors can submit a request for internet access to the consturction manager and gain approval to work with Code 109. Code 109 can assit in the process, however the cost to connect is the responsiblity of the contractor.

65 3/23/2019 Can the contractor transmit data from inside the CIA to the outside using wireless devices?

Yes 5

66 3/23/2019 What are the longest loads and heaviest loads that can navigate through the shiyard to the CIA?

The heaviest acceptable loads are H20. The longest load that manuever through the shipyard is variable and should be evaluated on a case by case basis as laydown and equipment changes on a daily basis.

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67 3/23/2019 When work is completed offsite for this project, is that portion of the work required to have a Project Managerm Superintendent, Saftey Supervisor and Quality Control Manager at the offsite location separate from the work happening at the Shipyard?

Overall management and oversight of the contract and required work is the responsibility of the Project Manager, Superintendent, Safety, and QC Managers. Per 01 45 00.00 20 several critical elements of the project require QC Specialists. Those personnel are required to oversee the offsite work related to their responsiblity and work closely with the rest of the management team.

68 3/23/2019 Will a security inspection be required each time a barge/boat come and go through the floating security fence?

Yes inspections are required prior to entering the floating security barrier. 5

69 3/23/2019 What will the safety inspection entail? Will there be a gas free inspection of each compartment and a hole watch person provided by the contractor be necessary?

Safety inspections are completed in accordance with EM385. 5

70 3/23/2019 Do back up cameras on trucks and equipment in the CIA area need to be removed. Please clarify the specific requirements.

Back up cameras with no recording capabilities are acceptable. 5

71 3/23/2019 How often will the contract be required to perform water rescue drills? Will the contractor be allowed to perform work while a drill is being performed?

Water rescue drills are required to be completed in accordance with EM385.

These are not required to shut down the entire project site.

72 3/23/2019 Can NAVFAC provide one of the existing dry docks at PNSY to complete the Caisson 3 refurbishment work?

No, there is no dry dock space available on the yard for caisson overhaul. 5

73 3/25/2019

41 2.3.2 Specifications call for ASTM A183 square head anchor bolts. The drawings page CS510 call for swedge bolts.

Please clarify

Rail anchor bolts shall be ASTM F1554 grade 55 swedge bolts 5

74 3/25/2019

34 2.5.1.1.1 Specifications call for new rail to be provided in 80' lengths. This will make it very difficult for the contractor to handle the rail. There is no place to stockpile material on site. These rail would need to be hauled in using a special stretch truck and crane. In addition, many of the rails need to be pre‐curved and it may be impossible to move them to the site. While it would save some welding, the extra cost of handling would make up for it. Can we use 40 foot rails for this project?

The 80‐ft requirement will not be waived, however, requests for relief at areas such as the curved sections will be considered on a case‐by‐case basis.

75 3/25/2019

34 2.5.1.1.2 Specifications call for the rail provided with rail ends drilled. Standard practice for rail to be thermite welded is to be provided with blank ends. This eliminates unnecessary holes in the rail. In any case there cannot be a hole within 6 inches of a weld. Can the rails be blank ends?

Specification 2.5.1.1.2 is for new jointed rail; for new welded rail see specification 2.5.2 "Welded Rail". Jointed rail is to only be used in temporary conditions.

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76 3/25/2019 Drawing CS10 shows flat tie plates with screw spikes typical. Section 34 11 00 has no specification for screw spikes.

Screw Spike specification can be found in Section 34 11 00 2.9.5 "Threaded Fasteners and Screw Spikes"

77 3/25/2019

34 2.6.1 This paragraph states that canted tie plates shall be used in all new rail. Please clarify.

Canted tie plates are not to be used. Section 34 11 00 2.6.1 "General" to be edited; and 2.6.2 "Used Tie Plates" to be deleted since no used material is to be used.

78 3/25/2019

34 2.10.1.1 This calls for track spikes. Please clarify. Track to be embedded in pavement, such as a road crossing; See response to Item No. 87.

79 3/25/2019 Is it the designers intention to have rail/crane bolted joints or thermite welded joints?

Rail/crane joints to be thermite welded. See General Note 1 on DWG CS506. 5

80 3/25/2019 I could not find a pay item for replacing the crane rails at the Berth 11 turnout on sheet G‐105.

This is included in CLIN 000201. Refer to Attachment F, Explanation of P1074 Bid Items, 4th paragraph under "The P1074 crane rail limits are defined below:"

81 3/25/2019 Detail A4 on sheet SR303 shows an approach slab landing on a concrete beam, but no dimension from the top of the slab to the top of the beam. This needs to be deep enough for 6" of ballast under the tie.

There is a 2'‐0" dimension provided from the top of the beam to the bottom of the slab on section A4. The resultant dimension from the top of the approach slab to the top of beam is greater than 6".

82 3/25/2019 Sheet G‐105 shows crane rails being changed between switch 55 and 56 and Berth 11 through the entire length of reverse curves. Sheet CS‐110 shows the work area stopping part way into the LH curve. CLIN 000201 describes the cut in location as "the eastern most existing rail splices on the Berth 11 wharf deck." This implies a cut in location on the tangent not part way into the curve. Please clarify this cut in location.

The rail removal will be extended to the nearest rail splice beyond the limit of the support beam construction. The contractor will be required to remove and dispose of existing concrete fill and replace rail, anchor/tie plates and anchors bolts. The replacement details will be as shown on CS510 ‐ sections B2 and A4.

The contractor shall assume the splices are 20 feet past the end of the new support beams. A note will be added to CS110 via Amendment.

83 3/25/2019 Details B2 and B3 on sheet CS510 do not provide an opening for the contractor to pour grout when formed as shown. Can the detail be revised so the grout under the plate is the same width as the top of the grade beam?

We do not object with the grout pad extending to the full width of the beam pending the grout surface is prepared as appropriate to create a proper bond with the concrete fill.

84 3/25/2019 In section C3 on sheet SR303, one crane rail sits on top of a tunnel wall. If core holes are drilled, the reinforcing steel in the wall will be compromised. Can hammer drilled holes at a random spacing not to exceed 24" C‐C be drilled and then 4"x24" leveling plates be installed to support the 14"x10' plate under the rail?

Notes and details are provided on drawing SR502 for this condition. Alternate means and methods could be considered to avoid drilling through existing reinforcing.

PNSY, Kittery, ME

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85 3/30/2019

Volume 1 Plans

On plan sheet 23 of 720, the milestone dates are listed with required major work elements to be completed and the phase that this work is associated with.

Milestone 1 has a completion date of 10/31/2020 and is associated with Phast 2. Phase 2 which contains the elements require to be completed before the undocking of vessels has a completion date of December 4, 2020. Please clarify why these activities need to be completed a month earlier than the Phase 2 completion date.

Certain Milestone 1 elements (example: crane rail) require testing and prep work by the Shipyard prior to the actual date that Shipyard needs these elements for their operations.

86 3/30/2019

27, 28

Please confirm that dredging and bedrock removal between Berth 11 and Berth 1 can happen in both Phases 4 and 5 between the dates of 1/4/21 and 7/30/21.

Confirmed. 5

87 3/30/2019

SR501

SL503

& SL

Micropile details on Sheet SR501, SL503 & SL 504 show an annulus (to be filed with grout) between the permanent micropile casing and the surrounding soil.

Note that the micropiles shown on SA 505 do not show this annulus. Mention of ‘temporary casing’ is made in the micropile specifications. Please clarify the intent.

Are micropiles to be drilled with a larger temporary casing to top of rock and if yes, what diameter temporary casing (and therefore the annulus diameter) is required?

It is not the intent to require temporary casing at all micropile locations. The casings shown on drawings SR501, SL503, SL504, and SA 505 are all permanent including the outer casing shown on SL503. Temporary casings will only be required to facilitate permanent casing installation. In this condition, the annular space shall be filled with grout..

88 3/30/2019 Where is the intended location for unloading of dredge spoil barges?

Depending on PNSY and other Contractor workload throughout the project some or all of the following locations may be used: Berth 1, Berth 2, Berth 11, Berth 7.

89 3/30/2019 Specification 22 15 13.00 20 Section 2.1 calls for a temporary high pressure air compressor system. The drawings do not show where this system is to be located. Is this system needed? Please clarfy.

Yes the system is needed. The Contracting Officer will provide direction on where this system will be located during construction..

90 3/30/2019 Specification 22 15 13.00 20 Sections 2.1.1 thru 2.1.14 calls for various items. We cannot locate these items on drawings MA‐101 thru MA‐503. Please clarify if this equipment is needed and if so where is it to be located?

The Contracting Officer will provide direction on where this system will be located during construction..

91 3/30/2019

CO30

Bed rock removal sections depict a flat elevation of ‐44 after bed rock removal. Blasting will leave an irregular surface. The specifications do not contain a tolerance, what is the required surface tolerance after blasting?

The depths depicted are minimum requirements and it is anticipated that some level of over blasting is acceptable to ensure the minimum depths depicted are achieved.

PNSY, Kittery, ME

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92 3/30/2019

CO30

Will over blasting of depth to ensure rock breakage to at least elevation ‐44 be permitted?

The depths depicted are minimum requirements and it is anticipated that some level of over blasting is acceptable to ensure the minimum depths depicted are achieved.

93 3/30/2019 31 68

1.8.3 Part 1.8.3 states the minimum embedment into

bedrock shall be 5 feet or as listed on the drawings.

The drawings do note that the bond length listed in the pile schedules as a minimum (casing and rock sockets diameters are labeled as minimums). Please clarify if the Bond Length listed on the Pile Schedule sheets 352,353,408,409,410,411,429 is a minimum length.

The minimum bond length shall be as listed on the various pile schedule drawings as listed on the drawings.

94 3/30/2019

Plan Sheets

Note 3 on Drawing SL501 (350 of 720) requires the contractor to “Clean marine growth from existing granite blocks prior to placing concrete” at the Berth 2 Fender Panels. Please clarify if this is the only location where marine groth needs to be removed.

This note refers to marine growth removal within the limits of the fender panels only as required to facilitate installation of the fender panels.

95 3/30/2019

SL‐

On drawing SL‐504, Detail – Relieving Platform Micropile notes a minimum 7.75” rock socket diameter while detail C5 notes at 7.625” rock socket diameter.

Confirm 7.625” is correct to match the diameter of the required permanent casing.

Confirmed. The minimum rock socket can match the casing OD. This will be clarified via Amendment.

96 3/30/2019

SA‐

On drawing SA‐505, rock socket diameter is shown as 7.75” and steel casing is shown as 7.625”. Please confirm these dimensions are correct or if the rock socket should be 7.625”.

Confirmed. The minimum rock socket can match the casing OD. This will be clarified via Amendment.

97 3/30/2019 31 63 26.01

3.5.4 Spec section 31 63 26.01 subsection 3.5.4 states “One

BDSLT shall be completed on the first production drilled shafts.” Please clarify there is only one BDSLT to be completed for the project.

This is correct, only one BDSLT should be completed for the project. 5

98 3/30/2019 31 63 26.01

3.5.4 Spec section 31 63 26.01 subsection 3.5.4 states “The

Contractor shall allow 10 working days for analysis of the load test data by the Contracting Officer before estimated drilled shaft tip elevations are provided for production drilled shafts.” Please clarify if a test shaft will be required for bi‐directional load testing. If a test shaft is required, where is this shaft located and will the requirement for testing on the production shaft be waved?

A test shaft is not required for bi‐directional load testing. 5

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99 3/30/2019 03 45

33.00

1.4.11 Spec section 03 45 33.00 01 subsection 1.4.11 states

precast plants must be certified by the PCI plant certification program for category C1, C3, C4. Will this be required if the entrance structure is fabricated in a cast in place manner? Meaning there will be no precast segments?

It is the intention that the entrance structure is constructed as a precast unit and not cast‐in‐place. If the entrance structure is precast on‐site or at an off‐ site facility operated by the contractor, the PCI plant certification is not required provided the Contractor can demonstrate conformance with the guidelines of the latest edition of MNL‐116, "Manual for Quality Control for Plant and Production of Structural Precast Concrete Products".

100 3/30/2019 Spec section…