Amendment_0007.pdf

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)

30-105-04EXCEPTION TO SF 30

APPROVED BY OIRM 11-84

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

FAR (48 CFR) 53.243

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.

The proposal due date of 02 May 2019 remains unchanged.

See SF30 Block 14 Continuation Page.

1. CONTRACT ID CODE PAGE OF PAGES

J 1 6

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

16C. DATE SIGNED

BY 18-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 is extended, X 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.)

10A. MOD. OF CONTRACT/ORDER NO.

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

6. ISSUED BY

3. EFFECTIVE DATE

18-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 0007

CONTINUATION SHEET

31 41 16 METAL SHEET PILING

3.2.2.1 Placing

Delete Item d. and replace with the following:

“d. Contractor is responsible for installing sufficient driving templates and supports to install sheet piles within the specified tolerances given the sheet pile lengths depicted and the site conditions, including overburden material and river tidal currents.”

31 63 26.01 DRILLED SHAFTS

1.6.1 Drilled Shaft Excavation

Delete subsection in its entirety and replace with the following:

“1.6.1 Drilled Shaft Excavation

Perform excavation of drilled shafts so that reinforcing steel and concrete placement is a continuous operation performed within 24 hours after Contracting Officer acceptance. If final excavation remains open longer than 24 hours then the shaft stability shall be maintained and the shaft shall be inspected again to confirm the cleanliness requirements are met. If cleanliness requirements are not met, then the shaft shall be cleaned prior to concrete placement. Disposal shall be in accordance with 35 20 23 DREDGING.”

1.6.2 Acceptance

Delete subsection in its entirety and replace with the following:

“1.6.1 Acceptance

Place concrete within 24 hours after approval by the Contracting Officer of the completed excavation.”

085g. DESIGN DEVELOPMENT DRAWINGS

Delete “Plating Layout Plan – According to the requirements of Section 111a” in its entirety.

095-330 LIGHTING SYSTEMS TEST

After this subsection, add the following:

“095-503 PUMPS

Test each Super Flood pump to demonstrate pump performance at Super Flood conditions. The original design capacity of each vertical turbine 50 hp pump is 10,000 gpm. Pump test data as observed, recorded and submitted to the Contractor quality control representative and to the Contracting Officer shall comply with the latest edition of the Standards of the Hydraulic Institute, Vertical Pumps, Test Code and to applicable testing requirements in Chapters 6, 7 and 9 of UFC-4-213-10 Design: Graving Dry Docks, with Change 1 (1 September 2012). All instruments shall be calibrated as specified in the paragraph Calibration of Instruments from the Hydraulic Institute Test Code.

The Pumps shall be tested with the material they are to pump and shall be operated and pump for a duration of time sufficient to satisfy the Contracting Officer that the various rates of discharge pumped against measured head conditions create curves identical to the original certified factory test pump curves (flow rate vs. TDH) provided by the Contracting Officer; and horsepower, NPSH, and efficiency curves. The tests shall be performed by independent/third party technician/engineer, hired by the Contractor, with 10 years of pump performance field testing experience. A formal field pump performance test procedure (including sketches of test setup, method to be utilized for flow measurement, list of test equipment to be used, sample test data sheet, sample calculations, etc.)

shall be submitted prior to testing. All data shall be tabulated and together with curves produced therefrom, as described herein before, shall be approved by the Contractor Quality Control representative and submitted to the Contracting Officer for record purposes. The pump controls shall be set to operate in the same mode as the existing caisson pump system, unless otherwise directed by the Contracting Officer.

The Contracting Officer will witness formal tests and approve all systems before they are accepted. Submit the request for formal inspection at least 15 days prior to the date the inspection is to take place. All temporary piping, pressure gauges, personnel and equipment required for field tests shall be furnished by the Contractor. The Contractor shall also furnish all required instruments and personnel for pump motor tests, such as tachometer and wattmeter. A recording watt meter shall be used. All test instruments (including test pressure gauges, tachometer, recording watt meter/electrical analyzer, etc.) shall have been calibrated within the prior one-year period. The Contractor shall provide all water for the tests.”

505e. SYSTEM CLEANING

After this subsection, add the following:

“504f. BLIND FLANGES

Blind flanges for steel piping shall conform to ANSI Class 150 and ASME B16.5. Provide one (1) blind flange/blank for 18" and 20" diameter pipes, as shown. Provide blind flanges with all required fasteners (nuts, bolts, washers). The hardware shall be made of Monel 400 alloy for corrosion-resistance. Blind flanges shall be coated in accordance with paragraph 631g. PIPING.”

988. CONTRACT DATA REQUIREMENTS LIST (CDRL)

Table 10 – Contract Data Requirements List (CDRL)

Delete Line Item 49 in its entirety.

Delete Line Item 50 in its entirety.

Delete Line Item 162 in its entirety.

Delete Line Item 163 in its entirety.

Delete Line Item 164 in its entirety.

Delete Line Item 165 in its entirety.

DOCUMENT 00 01 15 LIST OF DRAWINGS

1.2 CONTRACT DRAWINGS

The following drawings are revised as of 16 April 2019:

On NAVFAC Dwg. No. 12783493

CHANGE G-130 Composite Utility Plan – Sheet 4 of 9 as follows:

COMPOSITE UTILITY PLAN: Revised electrical limits per recent changes in Substation 8 North.

On NAVFAC Dwg. No. 12783571

CHANGE CS109 Crane Rail Alignment Plan – Dry Dock Complex as follows:

Keynote 7: Add “See sections A4 and B2 on drawing CS510.” to the end of the note.

On NAVFAC Dwg. No. 12783572

CHANGE CS110 Crane Rail Alignment Plan – Turnout as follows:

Keynote 5: Add “See sections A4 and B2 on drawing CS510.” to the end of the note.

On NAVFAC Dwg. No. 12783658

CHANGE S-001 Structural Notes – Sheet 1 of 2 as follows:

Micropiles Note 11: Delete “Bearing plate and bar nuts shall be galvanized per ASTM A153 or per manufacturer” in its entirety.

On NAVFAC Dwg. No. 12783897

CHANGE SY301 Enclosure Wall Sections – Sheet 1 of 2 as follows:

Section – Concrete Enclosure Wall: Replace callout “L4x3x3/8, typ” with “L4x3x3/8 with ¾” diameter wedge anchors with 5” min. embedment @ 1’-6” O.C., typ”.”

On NAVFAC Dwg. No. 12783927

CHANGE SM402 Crane Rail Spur Retaining Wall and Load Center 18 Enclosure as follows:

Crane Rail Spur Retaining Wall and Load Center 18 Enclosure – B4: Delete “12” thick equipment pads” and A2/SM402 detail callout in its entirety.

Detail – Equipment Pad – A2: Delete “1’-0”” pad thickness dimension.

On NAVFAC Dwg. No. 12784036

CHANGE ED604 Demolition – Conduit and Wire Schedule – Sheet 1 of 2 as follows:

DEMOLITION – CONDUIT AND WIRE SCHEDULE: For “From” column for Feeders D, E, F, G, delete “MH DC-1057” and replace with “MH DC-1057A”.

For “Via” column for Feeders A & B, delete “MH DC-1057” and replace with “MH DC-1057A”.

For “Via” column for Feeder C, delete “DC-1057,”.

On NAVFAC Dwg. No. 12784037

CHANGE ED605 Demolition – Conduit and Wire Schedule – Sheet 2 of 2 as follows:

DEMOLITION – CONDUIT AND WIRE SCHEDULE: For “Via” column for Feeder AN, delete “SC@SS8N, MH DC-1057A, DC-1057” and replace with “MH DC-1057A, SC@SS8N, DC-1057A”.

For “Via” column for Feeder AO, delete “MH DC-1057” and replace with “MH DC-1057A”.

On NAVFAC Dwg. No. 12784070

CHANGE ES407 Access Tunnel Part Plan as follows:

Keynote 11: Delete “Connect pad mounted equipment to ground whips provided up through pad under previous contract.” Replace with “Connect pad and pad mounted equipment to ground whips provided from ground ring under previous contract.”

On NAVFAC Dwg. No. 12784108

CHANGE E-601 480V One-Line Diagram – Sheet 1 of 2 as follows:

Keynotes 4&6: Delete “existing” and replace with “equipment”.

Keynote 12: Delete “existing”.

On NAVFAC Dwg. No. 12784109

CHANGE E-602 480V One-Line Diagram – Sheet 2 of 2 as follows:

Keynotes 9&10: Delete “existing” and replace with “equipment”.

Add Keynote 20: “Provide shore power station on existing equipment pad.”

Add Keynote 21: “Provide super shore power station on existing equipment pad.”

480V ONE LINE DIAGRAM – PART 2: Delete “MH DC-1057” and relocate feeder splice, indicated by solid dot, from “MH DC-1057” to “MH DC-1057A”.

Revise keynote reference for “SP B2” enclosure in drawing section A1 from 9 to 20.

Revise keynote reference for “SSP B2” enclosure in drawing section A1 from 10 to 21.

On NAVFAC Dwg. No. 12784110

CHANGE E-603 13.2kV One-Line Diagram – Sheet 1 of 2 as follows:

Keynote 2: Delete “pad” and replace with “vault”.

On NAVFAC Dwg. No. 12784112

CHANGE E-605 Conduit and Wire Schedule – Sheet 1 of 3 as follows:

CONDUIT AND WIRE SCHEDULE: For Feeders E & F, delete “MH DC-1057” and replace with “MH DC- 1057A” in “From” column. Delete “MH-1057” from “Via” column.

For Feeders A, B and D, delete “MH DC-1057” from “Via” column.

For Feeder AO, delete “MH DC-1057” and replace with “MH DC-1057A” in “Via” column.

On NAVFAC Dwg. No. 12784114

CHANGE E-607 Conduit and Wire Schedule – Sheet 3 of 3 as follows:

CONDUIT AND WIRE SCHEDULE: For Feeders 56, delete “MH DC-1057” and replace with “MH DC-1057A” in “Via” column.

On NAVFAC Dwg. No. 12784115

CHANGE E-608 Metering Diagram as follows:

METERING DIAGRAM: Delete “MH DC-1057” and replace with “MH DC-1057A”.

On NAVFAC Dwg. No. 12784160

CHANGE OP101 Deck and Ballast Tank Plans as follows:

Keynote 1: Delete “W/ 18-1” 8N.C. SST studs, 5” long.”

Keynote 2: Delete “W/ 18-1” 8N.C. SST studs, 5” long.”

---END OF AMENDMENT---

(End of Summary of Changes)

P310/P1074 Drawing Changes for Amendment 0007 Date: 16APR2019 - rev. 0

Dwg Sheet

# NAVFAC # Drawing # Drawing Title Narrative Re-issued Reason for Change

1 12783493 G-130 COMPOSITE UTILITY PLAN - SHEET 4 OF 9 X updated background per P371 changes

2 12783571 CS109 CRANE RAIL ALIGNMENT PLAN - DRY DOCK COMPLEX X In response to PPI

3 12783572 CS110 CRANE RAIL ALIGNMENT PLAN - TURNOUT X In response to PPI

4 12783658 S-001 STRUCTURAL NOTES - SHEET 1 OF 2 X In response to PPI

5 12783782 SW504 WEST CLOSURE WALL DETAILS - SHEET 4 OF 4 X In response to PPI

6 12783897 SY301 ENCLOSURE WALL SECTIONS - SHEET 1 OF 2 X In response to PPI

7 12783927 SM402 CRANE RAIL SPUR RETAINING WALL AND LOAD CENTER 18 ENCLOSURE X updated notes per P371 changes

8 12784036 ED604 DEMOLITION - CONDUIT AND WIRE SCHEDULE - SHEET 1 OF 2 X updated background per P371 changes

9 12784037 ED605 DEMOLITION - CONDUIT AND WIRE SCHEDULE - SHEET 2 OF 2 X updated background per P371 changes

10 12784070 ES407 ACCESS TUNNEL PART PLAN X updated background per P371 changes

11 12784108 E-601 480V ONE-LINE DIAGRAM - SHEET 1 OF 2 X updated background per P371 changes

12 12784109 E-602 480V ONE-LINE DIAGRAM - SHEET 2 OF 2 X updated background per P371 changes

13 12784110 E-603 13.2KV ONE-LINE DIAGRAM - SHEET 1 OF 2 X updated background per P371 changes

14 12784112 E-605 CONDUIT AND WIRE SCHEDULE - SHEET 1 OF 3 X updated background per P371 changes

15 12784114 E-607 CONDUIT AND WIRE SCHEDULE - SHEET 3 OF 3 X updated background per P371 changes

16 12784115 E-608 METERING DIAGRAM X updated background per P371 changes

17 12784160 OP101 DECK AND BALLAST TANK PLANS X In response to PPI

C:\Users\john.p.bishop1\Desktop\P-310 to be uploaded\Amendment 0007\Amendment 0007_list of dwgs 1 of 2 4/18/2019

0 0 0 0

PW PPI P371 Other

C:\Users\john.p.bishop1\Desktop\P-310 to be uploaded\Amendment 0007\Amendment 0007_list of dwgs 2 of 2 4/18/2019

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.

2 2/25/2019

G‐117

The chart provided in General Phasing Note 5 on Drawing G‐117 identifies other projects that will occur within and adjacent to the P‐310/P‐1074 work area.

Several dates are denoted as "TBD". We request that NAVFAC identify anticipated dates in lieu of "TBD".

Without these dates, the contractor can only assume that the impact will be throughout the duration of this project and this may result in the inclusion of unnecessary costs in the proposals submitted.

This response superseeds the response previously provided in Amendment #4 All dates provided are subject to change:

1. P‐371 under construction ‐ October 2020

2. Dry Dock Complex under construction – Site work completed Sept 2020, in dock work required during Phase 4

3. Building 2 Ocotober 2019‐ March 2021

4. Floating Barrier Extension TBD, work will be coordinated to not impact basin construction

5. RM 18‐0583 under construction – December 2019

6. RM 12‐3499 under construction ‐ December 2019

140 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.

Refer to sections B2 and A4 and the notes on CS510. Reference to these details from CS109 and CS110 will be added.

141 3/23/2019

01 45 00.00

45 Page 2 of section 01 45 00.00 25 subsection 1.4.a states that three dimensional laser scanning surveyor must be a documented Professional Surveyor in the state the survey is being completed. Will this requirement be waived if surveyor holds a Professional Surveyors License in another jurisdiction? Requirement will be modified to allow other jurisdictions. Survey must hold a Professional

License in the United States.

142 3/23/2019 Please confirm that flush threaded casing joints are acceptable for all permanent micropile casing. Flush threaded casing joints are acceptable. Threaded casing must provide tension capacity as described in FHWA Micropile Design and Construction Manual.

143 3/23/2019 045b Specification Volume 3, section 045b “Docking”;

“Provide a certified dry dock adequate for the modification of Caisson #3B.” Please provide further details on the definition of “certified”, ie. applicable NAVSEA standards or a list of required documentation to meet the “certified” requirement

Certification requirement will be removed. The Contractor's facility for overhaul of the caisson must be sufficient to allow for the caisson to be fully insured and to provide protection of the asset during construction.

REFERENCE

Question No. QUESTION

GOVERNMENT RESPONSE

Date Received

July 2011

PNSY, Kittery, ME

PREAWARD INQUIRY FORM (TEMPLATE)

Page Section Para.

Question No. QUESTION

GOVERNMENT RESPONSE

Date Received

144 3/23/2019 988 Specification Volume 3, Section 988 “Contract Data Requirements List (CDRL)”; in table 10, line items 127 to 131, 164, 165, reference the Caisson pumps, these are neither supplied or modified by the contractor, nor are there any requirements for their performance in the specifications, are the listed tests and reports going to be required as part of this contract, and if so, please provide additional information as to what will be required to satisfy the reporting requirements

The existing Super Flood pumping system will need to be tested following the installation of a new check valve on the discharge pipe to demonstrate pump performance. The check valve supplied must be capable of meeting the existing system performance characteristics described by 095-503 PUMPS. This specification will be added to Vol. 3 of the Specifications.

145 3/23/2019

31 41 c On page 5 of Specification Section 31 41 16 c, it states, "Use two templates, at least, when placing each piling at third points." If final result meets the planned specification tolerances, will it be allowed to use a single template and not two if the contractor's means and methods show this?

If the Contractor's means and methods can be shown to provide specified tolerances it will be acceptable to use a single template. Note that if planned tolerances are not able to be maintained any and all costs associated with the removal and replacement of the unacceptable piles will be the responsibility of the Contractor at no additional cost to the Government and with no schedule relief provided.

146 3/25/2019 Drawing CS508 shows thermite welded joints typical for switches and frogs. These are very expensive items and if a weld does not pass for any reason, the switch or frog could not be used. It would be a risk of hundreds of thousands of dollars to the contractor. In addition, having to order new components could delay the project by 6‐12 months. Can these connections be bolted joints?

Bolted joints between the components (switches and frogs) and the rail are acceptable.

147 3/25/2019

34 3.3.8 This section calls for placement of rail anchors in the pattern indicated on the project drawings. Where is that detail?

These rails are considered anchored via the encasement and they do not require the longitudinal Rail Anchors that are described in para. 3.3.8.

148 3/30/2019 Drawing SW107 page 310, note 7 refers to the gate well and sluiceway (culvert) as precast concrete components. We have found no detail drawings regarding dimensions or reinforcing details for these components. Please clarify. Details for the precast gate well and culvert will be provided and issued in Amendment 7.

149 3/30/2019

G‐110

Drawing G‐110 provides quantities for the Berth 11 Dredging Options. It is broken into 4 zones. It does not appear that the area at elev ‐44 from the dashed line out to the side slopes has been accounted for. Please advise on the correct volume for the dredging.

The dredge volumes depicted on G-110 are accurate and they do include the area from the dashed line to the dredge side slopes. Amendment 6 drawings provide additional clarification.

PNSY, Kittery, ME

PREAWARD INQUIRY FORM (TEMPLATE)

Page Section Para.

Question No. QUESTION

GOVERNMENT RESPONSE

Date Received

150 3/30/2019 31 68

Part 1.1.1.1 Payment, 1.1.1.2 Measurement, and 1.1.1.3 Unit of Measure refer to payment of the Micropile as a unit price. However the Price Proposal Form does not list any quantity of pile or location to enter a unit price.

Please clarify if this work is unit price, fixed price, or fixed price with add/deducts.

This is unit price work. Attachment F - Price Proposal Form has been revised and reissued to include the quantity and table to enter the pricing for the micropiles.

151 3/30/2019 31 68

2.2.1 Part 2.2.1 states the bearing plates shall be hot dip

galvanized. The typical details for all piles show the bearing plate heavily welded to the top of casing. Can the requirement for welding the bearing plate to the casing be removed, if not can the plate be uncoated?

The welding is required. The bearing plates can be uncoated.

152 3/30/2019 31 68

3.2.1 Part 3.2.1 states that Method of Pile installation is

subject to review of the Contracting Officer. The following paragraphs describe a drilling method of wet rotary with temporary casing and a roller bit. The rock will be very hard and a down‐the‐hole air hammer will be required to productively drill.

Is it acceptable if the Contractor proposes a drilling methods such as air rotary, or other non‐displacement method which meet the remaining criteria discussed in this Part 3.2.1?

The specification requires that “drilling shall be made in such a manner to prevent loss of ground beyond the specified pile diameter.” For air rotary or other methods to be permitted, the contractor will need to demonstrate that their methods satisfy all criteria including confirmation that ground loss beyond the pile diameter can successfully be prevented. Please note that on a previous project on Berths 1 and 2 some micropiles were installed with air rotary methods and that method generated air bubbles 100 feet away and likely experienced ground loss beyond the pile diameter.

153 3/30/2019 01 45 00.00

Section 1.4 states, "Provide construction grade 3D laser scanners with 1/8" single point accuracy, dual axis compensator with published verifiable accuracy.

Provide calibration report/certificate completed within 6 months of survey." Typical recalibration for the 3D laser scanner is every 12 months. Will spec requirement for 6 month recalibration be extended to 12 months?

The specification requirement will be changed to 12 months.

154 3/30/2019

03 31

1.8.5.8

a. & b.

1.8.5.8 a. & b.

Are horizontal and vertical concrete test section placements required for both underwater concrete elements and above water concrete elements? One vertical and one horizontal test placement are required for each condition above and below water for a total of four test placements.

PNSY, Kittery, ME

PREAWARD INQUIRY FORM (TEMPLATE)

Page Section Para.

Question No. QUESTION

GOVERNMENT RESPONSE

Date Received

155 4/3/2019 31 63

1.6 Paragraph 1.6.1 requires reinforcing steel and concrete

to be placed the same day as excavation is completed and Paragraph 1.6.2 requires concrete for drilled shafts to be placed within 3 hours after approval of the completed excavation. These requirements cannot be achieved due to the logistical challenges of placing reinforcing steel cages and supplying concrete to the drilled shafts while working in marine conditions.

Please consider revising these paragraphs to:

Concrete placement will be required within 24 hours after acceptance.

If final excavation remains open longer than 24 hours then the shaft stability will be maintained and the shaft will be inspected again to confirm the cleanliness requirements are met. If cleanliness requirements are not met, then the shaft will be cleaned prior to concrete placement.

Specification section has been modified to allow placement within 24 hours after acceptance.

156 4/3/2019 31 63

3.3.B 3.3.b.(1) provides a horizontal location of shaft of 2 inch. Typical drilled shaft location tolerance is 3 inch.

Please confirm the 2 inch tolerance is at top of shaft elevation (elevation ‐45.9). The 2 inch tolerance is at the top of the shaft.

157 4/3/2019

1E+07

31 63

3.5.4 Typical Drilled Shaft Note 3 states "Drilled Shafts shall be load tested to the ultimate loads shown below."

Paragraph 3.5.4 states one bi‐directional static load test shall be completed on the first production drilled shaft.

Please confirm the number of load tests required and specifically which shaft shall be load tested.

One load test is required. The test should be performed on drilled shaft no. 4, 6 or 8.

PNSY, Kittery, ME

PREAWARD INQUIRY FORM (TEMPLATE)

Page Section Para.

Question No. QUESTION

GOVERNMENT RESPONSE

Date Received

158 4/3/2019

DWG

SW50

2/Sht

On Sheet 324 of 720, the concrete plug between the sheet piles and entrance structure refers to Note 3, which states the plug should be from top of bedrock to top of sheet pile. At the entrance structure, we do not dredge down to bedrock and the west wall is backfilled on top of existing mudline. Please clarify if we need to install concrete plug to top of bedrock. Are there any other requirements for this concrete plug such as height of pour, etc.?

The design intent of the concrete plug is to cut off water flow between the Entrance Structure and West Closure Wall and therefore concrete shall be installed from the bedrock to the top of the sheeting.

159 4/3/2019 Please clarify if the schedule durations for options work listed in Attachment F, are included in the 850 Calendar Days to complete the project. When will the option work in Attachment F be approved and executed.

The period of performance for this contract is 850 calendar days from the date of award.

CLINs 0003 through 0019 may be awarded unilaterally at the contractors price within 365 calendar days after contract award. If any or all of CLINs 0003 through 0019 are exercised, the contract completion date remains unchanged. The work will be executed in accordance with the milestone and phasing plans provided in the contract drawings.

160 4/3/2019 In Instructions to Proposers, Page 48, the solicitation sets forth liquidated damages by phase per calendar day for each of the 6 phases. The dates for phases are spelled out on Drawings G‐117 through G‐122, while the Milestones are spelled out on G‐116. Please clarify if the Milestone Dates or Phase Dates govern the liquidated damages.

Phase dates govern.

161 4/3/2019 If the Notice of Award is delayed will the milestone and phase dates be adjusted to reflect the new dates. The milestone and phasing dates will not change. The contract completion date marking the end of Phase 6 will be 850 calendar days from the date of award.

162 4/3/2019 Do the joints between concrete lifts in the Cells and Combo wall have to be cleaned of latents prior to the next pour? Yes, laitance must be removed between placements.

163 4/3/2019 Please provide the design loading and criteria for the temporary shoring to be installed west of Berth 1/2 prior to dredging of the South Closure Wall as depicted on Drawing CG103.

Contractor is ultimately responsible for submitting for approval a stamped design for the temporary shoring. Surcharge loads must be determined by the Contractor in accordance with the reference drawings noted on CG401 under "TEMPORARY SHORING NOTES".

Design load diagrams are provided on sheet S-003 for Contractor's reference only.

164 4/3/2019 31 63 26.01

3.5.4 Spec Section 31 63 26.01, 3.5.4 Bi‐Directional Static

Load Test (BDSLT) states the number and locations of load tests shall be shown on plans. After reviewing the plans, there are no locations identified. Please clarify if any tests are required or the number and locations of the BDSLT tests needed.

One load test is required. The test should be performed on drilled shaft no. 4, 6 or 8.

PNSY, Kittery, ME

PREAWARD INQUIRY FORM (TEMPLATE)

Page Section Para.

Question No. QUESTION

GOVERNMENT RESPONSE

Date Received

165 4/3/2019

DWG

SJ301/

Sht

Drawing SJ301(sheet 364 of 720) Note 1, states for contractor to place a minimum 18” thick grout cap in areas where gap exists between existing grout at panel base and top of rock and between existing grout at panel base and bottom of shutter panel, as well as perform local excavation as needed such that group cap is in contact with top of weathered/ fractured rock.

Please clarify where these gaps exist so the contractors can quantify the scope of work.

Detail A1 on SJ501 shows the detail at the base of the shutter panels that will be left by the Berth 11 Repairs project. The extent of the concrete in front of the panel on the water side is not known until as-builts are provided. If the concrete installed by Berth 11 is sufficient to be used as the grout cap for the P310 grouting, the P310 grout cap will not be required in those areas. Bidders should assume that 150 LF of the bulkhead will require the grout cap referred to in Note 1. Please note that the grout cap is incidental to the grouting work and will not be measured for payment as part of CLIN 000101d - Grouting Bedrock at Berth 11.

166 4/3/2019

DWG

SJ301/

Sht

Drawing SJ301 shows the typical Berth 11 grouting around the existing king piles. If this is done from the water side, it will be a very expensive operation. Would the owner entertain performing this grouting operation from the top of berth 11 instead of from the water for a more constructible operation.

A different project is in the process of constructing a utility tunnel between the Berth 11 bulkhead and the existing wharf deck. Drilling through the new tunnel roof deck will not be permitted. Please note that the drill holes for grouting will be done between the king pile rock sockets and does not required drilling behind the king piles.

167 4/3/2019 31 32

2.1.7 Specification Section 31 32 23 Part 2.1.7 identifies sand to be used for grouting. Please clarify if sand is required in the grout mix.

Grout mixes shall be developed by the Contractor in accordance with Specification Section 31 32 23 Part 3.3.6.1. Sand is not required as part of the grout mixes.

168 4/3/2019 The process of rock drilling and grouting is highly variable given uncertainties with rock quality/take, pressure washing durations, and time to move from hole to hole depending on sequencing requirements and re‐grouting requirements. Given these uncertainties, please consider the inclusion of additional payment items with identified quantities:

grouting connections (EA), Grouting Time (HR), Pressure Washing (HR), drilling of additional grout holes (LF) and placing grout (CF).

Payment for rock grouting at the base of the Berth 11 Bulkhead will be made on unit price basis (Rock Drilling per LF and Grouting Bedrock per CF). The estimated quantities and CLIN numbers were provided in a revised Attachment F - Price Proposal Form via a previous Amendment.

169 4/3/2019 If additional grouting is needed due to poor rock quality, how will the contractor be compensated for the additional time and materials required?

Payment for rock grouting at the base of the Berth 11 Bulkhead will be made on unit price basis (Rock Drilling per LF and Grouting Bedrock per CF). The estimated quantities and CLIN numbers were provided in a revised Attachment F - Price Proposal Form via a previous Amendment.

170 4/3/2019 Appendix E has recent borings (DD1 through DD14) performed in Fall of 2018 by Terracon Drilling and reported by Haley Aldrich. Please send location plan for these borings. Locations for borings DD1 through DD14 are shown on drawing B-102

PNSY, Kittery, ME

PREAWARD INQUIRY FORM (TEMPLATE)

Page Section Para.

Question No. QUESTION

GOVERNMENT RESPONSE

Date Received

171 4/3/2019 31 63 26.01

3.1d Specification section 31 63 26.01 Part 3.1d states the permanent casing for the drilled shafts shall be completed by augering and advancing the casing. No vibratory and/ or pile hammers shall be permitted for casing installation. There are stringent tolerance requirements for the drilled shafts, as well as the contract schedule, so we are requesting to install a temporary oversized casing with a vibratory hammer.

The permanent casing will still be augered into the rock interface. Please confirm it is acceptable for the contractor to install a temporary oversized casing with a vibratory hammer for the drilled shafts.

This is not acceptable.

172 4/3/2019

DWG

SK110

/ Sht

Drawing SK110 (Sht 336 of 720) Section A4 shows the concrete plug for kneewall poured below mudline to dredge limits, but dredging does not occur until after the kneewall is installed. Can this typical section be dredged ahead of the sheeting?

Dredging cannot occur until Berth 1 improvements are installed in accordance with Note 4 on CG103. Any excavation behind the Berth 1 kneewall must be completed using non-dredging techniques.

173 4/3/2019 31 41

3.2.2.1d Specification Section 31 41 16 Part 3.2.2.1d states master pilings are needed in placing piling in cofferdam cells over 90 feet and in water flowing at a velocity of more than 4 feet per second. Is the velocity at the cell location over 4 feet per second? Please clarify if master piles are required due to high velocity of water flow at this location.

Contractor is responsible for installing sufficient driving templates and supports to install sheet piles within the specified tolerances given the sheet pile lengths depicted and the site conditions, including overburden material and river tidal currents. See amended specifications.

174 4/3/2019

DWG

EC501

/ Sht

Drawing EC501 (Sheet 662 of 720) shows the anode welded to the sheet pile, since these sheets are basically a permanent form, can we weld the anodes on before installing the sheet pile?

Anodes may be welded to the PS sheets prior to installation if integrity of the completed anodes are maintained. If the anode is damaged during installation the contractor shall replace it at no additional cost to the Government.

175 4/3/2019

DWG

CG401

/ Sht

The temporary turbidity curtain system plan on drawing CG401(sheet 197 of 720) shows a line of temporary sheet pile. Please provide section modulus and toe depth of the sheeting so we can properly price the design.

The temporary sheeting is to be designed by the contractor, per Note 6 on CG401, in order to adequately restrain the turbidity curtain along its entire length.

PNSY, Kittery, ME

PREAWARD INQUIRY FORM (TEMPLATE)

Page Section Para.

Question No. QUESTION

GOVERNMENT RESPONSE

Date Received

176 4/3/2019

DWG

SW50

4/ Sht

On drawing SW504 (Sheet 326 or 720), General Notes 1, states contractor must from and fill steel sheet pile wall with non‐shrink grout. Please clarify this scope of work.

Non-shrink grout is to be used to fill voids/annulus between steel sheet piles and precast concrete sluiceway/conduit. See amended drawings

177 4/3/2019 Considering that the proposed rock blasted material is classified as inert, please confirm that this material will not be required to go through the testing and manifesting guidelines to process the material on base.

Rock material by itself is considered inert and clean and in order to be handled without hazardous material testing must be washed clean to separate the rock from additional materials. Washed bedrock material does not required hazardous testing, however it must be handled in accordance with Specification Section 31 23 00.00 20 - EXCAVATION AND FILL PWDE ME Paragraph 3.3.4. Rock material mixed with overburden soil must be tested, handled, and disposed of in accordance with Paragraph 3.3.

178 4/3/2019 Please confirm that the security barrier location will be relocated by others to accommodate all construction activities required and provide the contractor enough room to complete this project.

Relocation and operation of the security barrier will be performed by the Government.

Access for construction activities will be provided as shown on the project phasing plans.

This may result in contractor equipment and work activities being located inside the barrier, outside the barrier, or a combination of both at different phases of the project.

179 4/4/2019 Please confirm that Owner will indemnify the Contractor for any loss, cost, expense, or fine related to any pre‐existing hazardous material.

A survey has confirmed the presence of hazardous materials within the project site. The results of the survey are provided in the soliciation documents. Any hazardous materials identified in the solicitation documents must be handled and disposed in accordance with State, Local, and Federal regulations and the project plans and specifications. If hazardous materials are encountered outside of those identified in the solicitation documents, they would be addressed through the changes clause FAR 52.243-4.

180 4/4/2019 Please confirm that The Owner is the generator of all unknown pre‐existing hazardous material and will sign transportation manifests as such in the event that abatement is necessary.

Hazardous waste / debris management procedures are covered in specificaton 01 57

19.00 22. Hazardous waste generated within the confines of Government facilities will be identified as being generated by the Government. Prior to removal of any hazardous waste from Government property, all hazardous waste manifests must be signed by Shipyard personnel from the Shipyard Environmental Office. These procedures are applicable regardless of whether the hazardous materials are known or unknown at the start of the project.

181 4/4/2019 03 45 33.00

Specification Section 03 45 33.00 01 lists the following "Manufacturer's Qualifications": "Plants must be certified by the PCI Plant Certification Program for Category C1 C3 C4 work. At the contracting Officer's option, PCI Plant quality control program records must be available for review." Can you clarify if the intent of this specification is to mandate that the entrance structure be cast in an existing/certified precast facility?

If not what requirements would be imposed upon the contractor if he were to cast the structure at a temporary location?

It is the intention that the entrance structure is constructed as a precast unit. The location of where the unit is fabricated is the Contractor's discretion. 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".

PNSY, Kittery, ME

PREAWARD INQUIRY FORM (TEMPLATE)

Page Section Para.

Question No. QUESTION

GOVERNMENT RESPONSE

Date Received

182 4/4/2019 The specifications call to clean the surface of the Quay walls prior to pouring concrete against the existing wall.

Please clarify surface prep requirements. Quay wall shall be cleaned to remove all loose material, including marine growth, that would otherwise negatively impact concrete bonding.

183 4/4/2019 31 99 99.01

Confined Underwater Blasting; Section 31 99 99.01;

Exhibit A in the bid documents shows a Blast Impact Zone Limitation. Is this drawing referring to the long term storage of explosives? If explosives are on site only for the purposes of loading into blast holes is this drawing still relevant?

The exhibit depicts the impact limits for all explosives safety quantity-distance (EQSD) arcs calculated in accordance with NOSSA OP5. Contract must prepare a blast plan such that buildings and structures beyond the limitations depicted are not impacted. Refer to NOSSA OP5 requirements for EQSD arc definitions and requirements.

184 4/4/2019 31 99 99.01

Confined Underwater Blasting; Section 31 99 99.01; Can explosives be brought through the main entrance at PNSY by a truck with an ATF approved magazine? Explosives transport shall be approved by the Controacting Officer. Both barge and truck transit will be considered. Both are regulated by OP5 and other DOD requlations.

185 4/4/2019 01 14 00.00

Section 01 14 00.00 22 Page 4; Part 1.6; Work Hours are listed as 7:30 to 3:30 – 8 hour work day; This is a short work day for drilling work. Can we qualify a minimum 10 hour work day? Will a second shift be allowed for drilling?

Work outside regular working hours is generally allowed with prior notification and coordination. All work that is completed on the project, including work outside of regular working hours must comply with the environmental mitigation measures and maximum noise levels outlined in specification 01 57 19.00 22.

186 4/4/2019 Maine DEP permit provided in addemdum 4 states that the applicant does not intend to beneficially reuse the bedrock and so will dispose of this ledge material as inert fill. Since this material is inert, does this excavated rock need to be manifested by the NAVFAC as generator at building 357 prior to disposal. If the material does not require manifestation, we assume the contractor will be permitted to transport and dispose of the rock at its sole discretion. 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.

187 4/4/2019 Will NAVFAC allow the contractor to furnish and install additional scaling devices to temporarily increase the output capacity of building 357. If yes, what additional requirements will NAVFAC impose on the contractor provided scales.

Not at this time. NAVFAC has coordinated 357's capacity to support this and other work at PNSY .

PNSY, Kittery, ME

PREAWARD INQUIRY FORM (TEMPLATE)

Page Section Para.

Question No. QUESTION

GOVERNMENT RESPONSE

Date Received

188 4/4/2019 Sheet SW107 and D‐302, precast concrete sluiceway and gate well. Please provide dimensions and structural design and applicable spec section for this scope of work. If spec section 03 42 13.00 10 applies to this element, please clarify and provide design criteria for these structures so they can be properly sized by others.

Sheet SW107 stage 4, note 7 states contractor to sequence installation of sluiceway to avoid settlement or damage of sluiceway during compaction. If the allowable settlement is zero for this structure, NAVFAC should consider revising the sluiceway design to a pile supported structure. Details for the gate well and culvert are being provided on sheets SM502 and D302 via amendment. Spec section 03 42 13.00 is applicable to both the Access Tunnel precast sections and the precast gate well and culvert. Allowance for settlement is being made via the connection between the precast culvert and the sheeting.

189 4/4/2019 Sheet SW502, general note 2. Please provide material specifications, performance and acceptance criteria for the combination bond breaker membrane detailed. The bond breakers/membrane must prevent concrete plug from adhering to the precast entrance structure while also maintaining a water-tight seal.

190 4/5/2019

631g Table 6 calls for coating of the internals of piping 12 inches and larger. Does this include the existing piping that is not to be replaced?

No. The Specification refers to new material for the modification only, with touch up and retesting of disturbed surfaces and systems.

191 4/5/2019

42 &

505c.1 & 505d

Paragraph call for "all interior and exterior surfaces of the gate valves to be protected by a factory applied fusion boded epoxy coating.. Does this include existing gate valves that are not to be replaced? No. The Specification refers to new material for the modification only, with touch up and retesting of disturbed surfaces and systems.

192 4/5/2019

095‐505 Specification calls for all piping systems to be tested to 50 psi. Does this include existing piping that is not to be replaced?

No. The Specification refers to new material for the modification only, with touch up and retesting of disturbed surfaces and systems.

193 4/5/2019

28 &

095‐505 Specification calls for shop testing of all gate valves to 50 psi and all check valves to 20 psi. Does this include the existing gate and check valves that are not to be replaced and what action should be taken if they fail?

No. The Specification refers to new gate valves and check valves for the modification only.

194 4/5/2019

N/A

General Is testing required for existing components and systems such as grating, handrails and electrical systems? No. The Specification refers to new material for the modification only, with touch up and retesting of disturbed surfaces and systems.

PNSY, Kittery, ME

PREAWARD INQUIRY FORM (TEMPLATE)

Page Section Para.

Question No. QUESTION

GOVERNMENT RESPONSE

Date Received

195 4/5/2019

073a Specification calls for a noise analysis report a references Section 095‐073 which is not included in the specifications. Is there a noise requirement and how is the existing equipment affected? Noise analysis as specified in paragraph 073a is for new machinery added to the operation deck. There is no noise requirement for existing machinery.

196 4/5/2019

DWG

OP‐

Note 1 & 2 Keynotes 1 and 2 states to provide Blind Flanges. What are the rquired thicknesses and material grade? Add the following paragraph to Volume 3 Specifications: 505f. Blind Flanges - Blind flanges for steel piping shall conform to ANSI Class 150 and ASME B16.5. Provide one

(1) blind flange/blank for 18" and 20" diameter pipes, as shown. Provide blind flanges with all required fasteners (nuts, bolts, washers). The hardware shall be made of Monel 400 alloy for corrosion-resistance. Blind flanges shall be coated in accordance with paragraph 631g. PIPING. on Sheet OP101 Notes 1 and 2 delete "w/18-1" 8N.C. SST studs, 5" long".

The gasket material is specified in 505b.

197 4/5/2019 DWG

OS‐

The drawing does not provide the required radius for the seals. Please provide a radius dimension at the centerline of the seal.

Principal gate dimensions including the radius for the seals are provided on the original drawing set. See response to PPI number 61 for original drawing set.

198 4/5/2019

085g The extent of new plating required for the re‐ furbishment is mostly the construction of the parapet.

A plating layout plan as defined by 085a and 111a is normally used for large shell plating. Please confirm that a plating layout plan is required for the parapet plating fabrication.

Delete sentence "Plating Layout Plan - According to the requirements of Section 111a" under paragraph 085g.

199 4/5/2019

100a Will a sign and seal by a PE from a State other than the project location be acceptable if the PE has prior caisson engineering experience? This is the only place among all PE requirements in the Spec that requires PE to be in the State.

Drawings signed and sealed by PE from state where engineer resides is acceptable.

Delete "registered in the State where the project resides".

200 4/5/2019

988 CDRL 49 calls for laminated as‐built of electrical drawing per Section 085a. Section 085a has no such requirement. Please clarify. Delete Item No. 50 from Table 10 CDRL under paragraph 988.

201 4/5/2019

988 CDRL 50 calls for laminated as‐built of seawater piping schematic drawing per Section 085a. Section 085a has no such requirement. Please clarify.

Delete Item No. 49 from Table 10 CDRL under paragraph 988.

202 4/5/2019

988 CDRL 162 calls for proposed revisions to structural frames per Section 120a. Please confirm that no submittal is required if the Contract Drawing is followed. Note that CDRL 167 calling for cleat and chock foundations essentially duplicates this requirement. Delete Item No. 162 from Table 10 CDRL under paragraph 988.

PNSY, Kittery, ME

PREAWARD INQUIRY FORM (TEMPLATE)

Page Section Para.

Question No. QUESTION

GOVERNMENT RESPONSE

Date Received

203 4/5/2019

988 CDRL 163 calls for proposed revisions to structural bulkheads per Section 120a. Please confirm that no submittal is required if the Contract Drawing is followed. Note that CDRL 168 calling for bitt foundations essentially duplicates this requirement.

Delete Item No. 163 from Table 10 CDRL under paragraph 988.

204 4/5/2019

988 CDRL 164 calls for design development drawings for superflood pump foundations per section 180a.

Superflood Pumps are not being replaced. Please clarify requirement for superflood pump foundation drawings.

Delete Item No. 164 from Table 10 CDRL under paragraph 988.

205 4/5/2019

988 CDRL 165 calls for design development drawings for dewatering pump foundations per section 180a.

Dewatering Pumps are not being replaced. Please clarify requirement for dewatering pump foundation drawings. Delete Item No. 165 from Table 10 CDRL under paragraph 988.

206 4/5/2019

37 & Dwg.

OE101

302a Specification 302a calls for all new motor controllers.

Sheet OE101 only tells us to furnish arc flash labels on the controllers. I'm not sure what to quote. Will need motor data if they want new controllers.

The motor controllers indicated in Specification 302a only applies to the starter/disconnect for Fan F-1, indicated by Keynote 10 on OE101. Keynote 6 on OE101 only applies to the specifically indicated existing electrical equipment. Arc flash hazard category labels for proposed equipment shall be provided in accordance with UFC-3-560-01, per Specification 305a.

207 4/5/2019

528 Section 528 calls for four Weather Deck 6" floor drains connected to 3" diameter drain piping as shown in the drawings. We cannot locate any info in the drawings for these drains. Where are they located on weather deck? What 3" pipe do they connect to?