Amendment_0008.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 7

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

16C. DATE SIGNED

BY 23-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

23-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 0008

CONTINUATION SHEET

PROJECT TABLE OF CONTENTS

Section 03 31 29, MARINE CONCRETE, is deleted and Section 03 31 29, MARINE CONCRETE is added to the Project Table of Contents and accompanies this Amendment.

Section 03 45 33.00 01, PRECAST CONCRETE ENTRANCE STRUCTURE, is deleted and Section 03 45 33.00 01, PRECAST CONCRETE ENTRANCE STRUCTURE is added to the Project Table of Contents and accompanies this Amendment.

Section 03 70 00 MASS CONCRETE, is deleted and Section 03 70 00, MASS CONCRETE is added to the Project Table of Contents and accompanies this Amendment.

Section 34 11 00 RAILROAD TRACK AND ACCESSORIES, is deleted and Section 34 11 00 RAILROAD TRACK AND ACCESSORIES is added to the Project Table of Contents and accompanies this Amendment.

Delete the sentence “See Section 01 11 00 for 3D model requirements.” from the following subsections:

Section No. Title Subsection No.

1 22 15 13.00 20 High-Pressure Compressed Air Piping 1.9.2.a.

2 22 15 26.00 20 Medium-Pressure Compressed Air Piping 1.4.1.a.

3 22 15 43 Nitrogen Piping 1.3.1.a.

4 26 05 19.21 Heat Tracing 1.4.1.a.

5 26 05 33 Dockside Power Connection Stations 1.5.2.a.

6 26 11 16 Secondary Unit Substations 1.5.1.3.a.

7 26 11 18 Transportable Substations Liquid Filled 1.5.1.5.a.

8 26 11 19 Transportable Substations Dry Type 1.5.1.5.a.

9 26 13 00 SF6/High-Firepoint Fluids Insulated Pad-Mounted

Switchgear 1.5.2.a.

10 26 20 00 Interior Distribution System 1.4.1.a.

11 26 24 13 Switchboards 1.5.3.a.

12 26 51 00 Interior Lighting 1.5.2.a.

13 33 11 00 Fresh Water Utility Distribution Piping 1.3.1.a.

14 33 20 00 Pure Water Utility Distribution Piping 1.3.1.a.

15 33 30 00 Sanitary Sewers 1.4.3.a.

16 33 34 00 Force Mains and Inverted Siphons; Sewer 1.3.1.a.

17 33 40 00 Strom Drainage Utilities 1.3.1.a.

18 33 63 13 Exterior Underground High Pressure Steam

Distribution System 1.8.1.a.

19 33 63 23 Exterior Aboveground High Pressure Steam Distribution

1.4.1.a.

20 33 71 01 Voltage Regulators 1.5.1.a.

21 33 71 02 Underground Electrical Distribution 1.5.2.a.

22 33 75.00 00 40 Metal Enclosed Switchgear 1.4.1.a.

03 30 00 CAST-IN-PLACE CONCRETE

1.2 DEFINITIONS

In item e., delete “is any concrete system that approaches a maximum temperature of 158 degrees F within the first 72 hours of placement. In addition, it includes all concrete elements with a section thickness of 3 feet or more regardless of temperature.” and replace with “shall be in accordance with ACI 301 definitions and guidelines.”

31 00 00 EARTHWORK FOR WEST CLOSURE WALL

2.2 CHEMICAL REQUIREMENTS FOR OFFSITE SOILS

Revised the testing frequency from one test per 100 CY to one test per 500 CY with at least one test from each borrow site.

31 68 13 MICROPILES

2.2.1 Cement Grout

In the first paragraph, delete “Bearing plates and nuts shall be galvanized in accordance with ASTM A153 or manufacturer's recommendation.”

35 20 33 DREDGING

1.4 QUANTITY OF MATERIAL

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

“The drawings depict the total estimated amount of material to be removed from within the specified limits, including side slopes. The drawings do not depict the indicated overdredge depths.”

1.7 EXCESSIVE DREDGING

After the last sentence, add the following:

“Any additional dredging in the closure wall footprint necessary to achieve the required material competency, beyond the volume indicated (including overdredge volume) will be negotiated as a post-award modification. This includes additional volume of fill related to the additional dredge volume.”

095-503 PUMPS

Delete this subsection as provided in Amendment 007 and replace with the following:

“095-503 PUMPS

Pump/ Motor Field Tests

Test each existing vertical turbine 50 hp Super Flood pump to demonstrate pump functionality at Super Flood conditions during mean high water elevation and mean low water elevation. Pump test shall be performed with newly installed check valve on pump discharge pipe and while the caisson is seated in the Super Flood Basin entrance structure. 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 for a duration of 30 minutes per each tide condition that the various rates of discharge pumped against measured head conditions create pump test curves (flow rate vs. TDH); 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 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. All test instruments (including test pressure gauges, tachometer, recording watt meter/electrical analyzer, etc.) shall have been calibrated within the prior one-year period.”

DOCUMENT 00 01 15 LIST OF DRAWINGS

1.2 CONTRACT DRAWINGS

The following drawings are revised as of 22 April 2019:

On NAVFAC Dwg. No. 12783603

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

Plan – 115RE Base Plate – D2: Add the following note to the detail “Note: 1115RE on concrete beam base plate details shown. 115RE on wood ties and ballast base plate details are similar.”

Delete “Toe of non-shrink grout” and replace with “Toe of non-shrink grout. Grout not required below plates at wood tie and ballast rail.”

On NAVFAC Dwg. No. 12783659

CHANGE S-002 Structural Notes – Sheet 2 of 2 as follows:

Concrete Notes 14B: Delete “150°F” and replace with “160°F”.

Concrete Notes 14C: At the end of the note, add “for mass concrete placement below MHHW.”

On NAVFAC Dwg. No. 12783721

CHANGE SS405 South Closure Wall Deck Concrete Details – Sheet 1 of 3 as follows:

Add General Note 3: “3. Bearing pad shall be a minimum of 1” thick by 4” wide with a hardness of 50 durometer.”

On NAVFAC Dwg. No. 12783722

CHANGE SS406 South Closure Wall Deck Concrete Details – Sheet 2 of 3 as follows:

Add General Note 1: “1. Bearing pad shall be a minimum of 1” thick by 4” wide with a hardness of 50 durometer.”

On NAVFAC Dwg. No. 12783752

CHANGE SE124 Entrance Float-in Schematic Placement States – Sheet 2 of 3 as follows:

Staging Note 9: Delete and replace with the following:

“9. Backfill side slopes outside of entrance structure with granular soil described in Specification 31 00 00

EARTHWORK FOR WEST CLOSURE WALL.”

On NAVFAC Dwg. No. 12783768

CHANGE SW109 West Closure Wall Sheet Pile Tie Back Elevations – Sheet 2 of 3 as follows:

WEST CLOSURE WALL SHEET PILE TIE BACK EAST ELEVATION – B3: Revised culvert background to show reinforcement details.

On NAVFAC Dwg. No. 12783775

CHANGE SW116 West Closure Wall Deck Elevations – Sheet 2 of 2 as follows:

WEST CLOSURE WALL DECK EAST ELEVATION – B3: Revised culvert background to show reinforcement details.

On NAVFAC Dwg. No. 12783782

REPLACE SW504 West Closure Wall Details – Sheet 4 of 4 with revised sheet accompanying this amendment.

On NAVFAC Dwg. No. 12783809

CHANGE SL504 Berth 2 Details – Sheet 4 of 7 as follows:

DETAIL – RELIEVING PLATFORM MICROPILE: Delete “7.75” MIN.” dimension and replace with “7.625” MIN.” dimension.

On NAVFAC Dwg. No. 12783835

REPLACE SR111 Crane Rail Framing Plan – Sheet 4 of 6 with revised sheet accompanying this amendment.

On NAVFAC Dwg. No. 12783857

CHANGE SR501 Crane Rail Pile Details – Sheet 1 of 2 as follows:

NOTE 4 PILE TYPE 10-11-18 TENSION: 110 KIPS: Delete “110” and replace with “60”.

NOTE 4 PILE TYPE 10-11-20 TENSION: 220 KIPS: Delete “220” and replace with “60”.

NOTE 4 PILE DESIGN LOADS (SERVICE LOADS) ARE: Add

PILE TYPE 10-24-00

COMPRESSION: 380 KIPS

TENSION: 220 KIPS

On NAVFAC Dwg. No. 12783864

CHANGE SR601 Rail Pile Schedule – Sheet 1 of 4 as follows:

General Notes: Add the following note:

“NOTES:

1. IF VERIFICATION TESTS ARE TO BE PERFORMED IN TENSION, THEN

VERIFICATION TEST PILES SHALL BE 10-24-00 AND TEST LOADS SHALL BE BASED

ON THE 10-24-00 DESIGN LOADS.”

On NAVFAC Dwg. No. 12783865

CHANGE SR602 Rail Pile Schedule – Sheet 2 of 4 as follows:

PILE SCHEDULE – DRAWING SR106: For piles 80.C5’, 80.C6’, 82.C5’, and 82.C6’ delete PILE TYPE “10-11- 20” and replace with “10-24-00”.

On NAVFAC Dwg. No. 12783866

CHANGE SR603 Rail Pile Schedule – Sheet 3 of 4 as follows:

PILE SCHEDULE – DRAWING SR106: For piles 83.C5’ and 83.C6’ delete PILE TYPE “10-11-20” and replace with “10-24-00”.

PILE SCHEDULE – DRAWING SR107: For piles 85.C5’, 85.C6’, 87.C5’, and 87.C6’ delete PILE TYPE “10-11- 20” and replace with “10-24-00”.

On NAVFAC Dwg. No. 12783867

CHANGE SR604 Rail Pile Schedule – Sheet 4 of 4 as follows:

PILE SCHEDULE – DRAWING SR403: For piles 2.0.T2, 2.0.T3, 3.0.T2, 3.0.T3, 4.0.T2, 4.0.T3, 5.0.T2, 5.0.T5, 6.0.T2, 7.0.T2, and 8.0.T2 delete PILE TYPE “10-11-20” and replace with “10-24-00”.

PILE SCHEDULE – DRAWING SR403: For piles 9.0.T2, 9.0.T5, 10.0.T2, 10.0.T5, 11.0.T2, and 11.0.T5 delete PILE TYPE “10-11-20” and replace with “10-24-00”.

On NAVFAC Dwg. No. 12783809

CHANGE SA505 Access Tunnel Details – Sheet 5 of 5 as follows:

DETAIL – ACCESS TUNNEL PILE – C1: Delete “7.75” MIN.” dimension and replace with “7.625” MIN.”

dimension.

On NAVFAC Dwg. No. 12783930

REPLACE SM502 Miscellaneous Details - Sheet 2 of 2 with revised sheet accompanying this amendment.

On NAVFAC Dwg. No. 12783938

REPLACE D-302 Mechanical Sluice Gate Sections with revised sheet accompanying this amendment.

On NAVFAC Dwg. No. 12784015

REPLACE ED102 Electrical Demolition Plan – Berth 1 and 2 with revised sheet accompanying this amendment.

On NAVFAC Dwg. No. 12784032

REPLACE ED401 Load Center 17 Demolition Part Plan with revised sheet accompanying this amendment.

On NAVFAC Dwg. No. 12784035

REPLACE ED603 Demolition – 13.2kV One-Line Diagram with revised sheet accompanying this amendment.

On NAVFAC Dwg. No. 12784045

REPLACE ES102 Electrical Plan – Berth 1 and 2 with revised sheet accompanying this amendment.

On NAVFAC Dwg. No. 12784056

REPLACE ES201 Electrical Profiles – Sheet 1 of 3 with revised sheet accompanying this amendment.

On NAVFAC Dwg. No. 12784057

REPLACE ES202 Electrical Profiles – Sheet 2 of 3 with revised sheet accompanying this amendment.

On NAVFAC Dwg. No. 12784072

REPLACE ES409 Berth 1 Tunnel Entrance and Substation 8 South Part Plans with revised sheet accompanying this amendment.

On NAVFAC Dwg. No. 12784111

REPLACE E-604 13.2kV One-Line Diagram – Sheet 2 of 2 with revised sheet accompanying this amendment.

---END OF AMENDMENT---

(End of Summary of Changes)

P310/P1074 Drawing Changes for Amendment 0008 Date: 22APR2019 ‐ rev. 1

Dwg Sheet

# NAVFAC # Drawing # Drawing Title Narrative Re‐issued Reason for Change 1 12783603 CS506 RAIL DETAILS ‐ SHEET 1 OF 8 X Response to PPI 2 12783659 S‐002 STRUCTURAL NOTES ‐ SHEET 2 OF 2 X Response to PPI 3 12783721 SS405 SOUTH CLOSURE WALL DECK CONCRETE DETAIL ‐ SHEET 1 OF 3 X Response to PPI 4 12783722 SS406 SOUTH CLOSURE WALL DECK CONCRETE DETAIL ‐ SHEET 2 OF 3 X Response to PPI 5 12783752 SE124 ENTRANCE FLOAT‐IN SCHEMATIC PLACEMENT STATES ‐ SHEET 2 OF 3 X Response to PPI 6* 12783768 SW109 WEST CLOSURE WALL SHEET PILE TIE BACK ELEVATIONS ‐ SHEET 2 OF 2 X Background change in response to culvert PPI 7 12783775 SW116 WEST CLOSURE WALL DECK ELEVATIONS ‐ SHEET 2 OF 2 X Background change in response to culvert PPI 8 12783782 SW504 WEST CLOSURE WALL DETAILS ‐ SHEET 4 OF 4 X Response to PPI 9 12783809 SL504 BERTH 2 DETAILS ‐ SHEET 4 OF 7 X Response to PPI 10 12783835 SR111 CRANE RAIL FRAMING PLAN ‐ SHEET 4 OF 6 X Updates per RM‐583 changes 11 12783857 SR501 CRANE RAIL PILE DETAILS ‐ SHEET 1 OF 2 X Response to PPI 12 12783864 SR601 RAIL PILE SCHEDULE ‐ SHEET 1 OF 4 X Response to PPI 13 12783865 SR602 RAIL PILE SCHEDULE ‐ SHEET 2 OF 4 X Response to PPI 14 12783866 SR603 RAIL PILE SCHEDULE ‐ SHEET 3 OF 4 X Response to PPI 15 12783867 SR604 RAIL PILE SCHEDULE ‐ SHEET 4 OF 4 X Response to PPI 16 12783885 SA505 ACCESS TUNNEL DETAILS ‐ SHEET 5 OF 5 X Response to PPI 17 12783930 SM502 MISCELLANEOUS DETAILS ‐ SHEET 2 OF 2 X Response to culvert PPI 18 12783938 D‐302 MECHANICAL SLUICE GATE SECTIONS X Response to culvert PPI 19 12784015 ED102 ELECTRICAL DEMOLITION PLAN ‐ BERTH 1 AND 2 X Updates per P371 changes 20 12784032 ED401 LOAD CENTER 17 DEMOLITION PART PLAN X Updates per P371 changes 21 12784035 ED603 DEMOLITION ‐ 13.2KV ONE‐LINE DIAGRAM X Updates per P371 changes 22 12784045 ES102 ELECTRICAL PLAN ‐ BERTH 1 AND 2 X Updates per P371 changes 23 12784056 ES201 ELECTRICAL PROFILES ‐ SHEET 1 OF 3 X Updates per P371 changes 24 12784057 ES202 ELECTRICAL PROFILES ‐ SHEET 2 OF 3 X Updates per P371 changes 25 12784072 ES409 BERTH 1 TUNNEL ENTRANCE AND SUBSTATION 8 SOUTH PART PLANS X Updates per P371 changes 26 12784111 E‐604 13.2KV ONE‐LINE DIAGRAM ‐ SHEET 2 OF 2 X Updates per P371 changes

*Note that SW504 was inadvertently listed as part of Amendment 0007.

C:\Users\linn.lebel\AppData\Local\Microsoft\Windows\INetCache\Content.Outlook\10E3Z4PG\Amendment 0008_list of dwgs1 of 2 4/23/2019

0 0 0 0 PW PPI P371 Other

C:\Users\linn.lebel\AppData\Local\Microsoft\Windows\INetCache\Content.Outlook\10E3Z4PG\Amendment 0008_list of dwgs2 of 2 4/23/2019

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.

244 3/23/2019

SR501

Please verify the core reinforcing details and capacities specified on drawing SR501, sheet 401 are correct. The full height threadbar shown (#11 Gr75) does not satisfy the specified tension load.

The pile groups and loading are being revised to separate the 10‐11‐20 pile type into two groups. See Amendment 0008 for revisions. The 10‐11‐20 piles that have a 4:12 batter will be revised to a new 10‐24‐00 pile group with a single full height #24 threaded bar. The tension design loads for the plumb and 1:12 batter piles in the 10‐11‐20 and 10‐11‐18 pile types will be revised (reduced).

245 4/3/2019

DWG

SW50

4/ Sht

On drawing SW504 (Sheet 326 of 720), details C2 through C5 show HP framing bolted to the steel sheet pile for the Culvert pipe opening. The detail shows bolt holes (typ) with no dimensions or type of bolts. Please identify hole sizes and bolts needed for this connection.

Bolts are 1" diameter with standard sized bolts holes. See amended drawings.

246 4/5/2019 03 45 33.00

Spec Section 03 45 33 . 00 01 subsection 3.8.4 states “Contractor shall backfill entrance structure with mass concrete as indicated in the drawings. Contractor shall submit concrete volume calculations and non‐ destructive test results confirming the voids have been 100 percent filled and are free of voids or air pockets.”

Please clarify what underwater non‐destructive testing the Government would require.

Contractor must submit calculations showing the measured volume of concrete placed vs. the theoretical volume of void space being filled. If there is more than 5 percent deviation of the measured concrete volume from the theoretical value, the Government may require additional NDT to be performed by the Contractor in order to quantify voiding in the Entrance Structure drilled shaft pockets.

247 4/5/2019

1‐9

03 45 33.00

Entranc e

Structur e

All Both the Precast Concrete Entrance Structure specification and the notes on the plans sheets transfer much of the responsibility for the design and construction of the entrance structure to the contractor. Please verify that this transfer of responsibility allows the contractor the latitude to make the necessary changes to the schematic concepts based on the contractors specific means and methods of construction, while still maintaining the critical entrance geometry, and structural integrity.

The precast entrance structure shall be constructed to the dimensions and tolerances shown. It must be installed in the location shown within the allowable tolerances. The contractor is responsible for developing the means and methods for moving, handling, and installing the structure in place in accordance with Specification 03 45 33.00 01 Paragraph 3.8. Any temporary measures required based on the Contractor's means and methods for handling and placing shall be designed by the Contractor.

248 4/11/2019 Can contractor utilize one full length threaded bar (instead of two in the rock socket) as long as steel areas are the same or greater?

A post award proposal to substitute a single full length threaded bar may be considered. The area of the proposed substitution bar must be greater than or equal to the core steel.

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

249 4/11/2019

31 68

3.2.1 paragraph 2

External flush is not allower per the specifications, but based on a 10.75" diameter rock socket and 10.75" diameter casing, external air and/or water loss is to be expected in the overburden soils. Please confirm this is understood and allowed.

The specification requires that “drilling shall be made in such a manner to prevent loss of ground beyond the specified pile diameter.” The intent of the specification is that the cuttings are to be removed via flushing thru the inner diameter of the casing. 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. Any annular space between the soil and permanent casing shall be filled with grout.

250 4/11/2019 Is a full micropile design expected to be provided by the contractor? If any VE otpiosn are proposed I understand that would require design support, but the pile design appears complete so no stamped design is anticipated beyond VE changes ‐ please confirm.

The design provided on the contract drawings does not need to be redesigned by the contractor. The contractor will be responsible for and provide a stamp on submittals (e.g. fabrication plans, installation plans, installation procedures and sequences, and pile testing) that address/confirm that the proposed equipment and means and methods satisfy and will deliver the design provided on the contract drawings and specifications. Please note that any contractor design changes/VE proposals will require P.E. stamped design submittal that will be subject to the approval of the Contracting Officer.

251 4/11/2019 Are the locations for the verification tests flexible? The anchors required and frame required may interfere with production work unless adjusted.

Test locations were chosen to allow for an accurate representation of the variation in site conditions and pile types, however, locations may need to be adjusted to avoid interferences or access issues. Changes to the locations of the verification tests will be assessed on a case by case basis to ensure they provide the intended test results. Adjustments shall be approved by the Contracting Officer.

252 4/11/2019 Can the contractor utilize load test data from similar projects within this same CIA area of the Portsmouth Naval Shipyard? This may be able to offer cost and schedule savings to NAVFAC.

Load test data from adjacent projects may be provided as backup, but shall not replace primary load test data required by contract drawings and specifications or reduce the number and type of tests required.

253 Question 98 regarding the BDSLT in spec section 31 63

26.01 states that a test shaft is not required for the bi‐ directional load test. Please clarify that the intent is to install bi‐directional load test cylinders in a production shaft and only load the shaft to a proof load. Typically bi‐ direction load tests are loaded to failure to determine ultimate capacities of shafts. Please provide the test load to allow us to correctly price up the cylinder assembly.

The intent of the BDSLT is to load the shaft to the ultimate test loads shown on drawing SE501, not to failure. The test load is 6,300 kips.

PNSY, Kittery, ME

PREAWARD INQUIRY FORM (TEMPLATE)

Page Section Para.

Question No.

QUESTION

GOVERNMENT RESPONSE

Date Received

254 4/12/2019

31 00

2.2 Testing for offsite soils is required for every 100 CY, this will result in hundreds of tests for stone coming from the same source. Please consider changing the testing requirements to 1 per 1,000 CY.

Testing frequency may be revised to one test every 1,000 CY, with at least one test from each borrow site.

255 4/12/2019

SJ301 What is the extent of the Grout Cap Placement shown on this plan sheet? Does this work encompass all of berth 11 or only in areas where grout holes are being drilled?

It is only required in the areas that are being drilled subject to the limits provided to an earlier PPI that stated the following: 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.

256 4/12/2019 SS405‐

SS406

A “bearing pad” is called out on Sections C1, C2, and A2 on SS405, and on Sections C2, C3, and C5 on SS406.

There are no details or specifications provided for these bearing pads. What exactly is required at these locations?

An elastomeric bearing pad is required to prevent the steel sheet pile from creating a hard bearing point beneath the concrete deck/cap. The bearing pad must be a minimum of 1" thick, 4" wide, and a durometer of 50. Bearing pad must run along the length of the steel sheet pile, connector cell, and combi‐wall.

257 4/12/2019 SE124 On plan sheet SE124 note 9 states, “Excavation is backfilled to restore mudline.” What is the material that will be acceptable as backfill for this area?

Backfill side slopes with granular soil described in specification 31 00 00 to restore riverbed grade

258 4/12/2019 01 45

00.0 25

1.4 Specification section 01 45 00 . 00 25 sub section 1.4

calls for 3D laser scanning to occur after onsite placement. The precast structure will be in the water at this point and a 3D laser scan is not feasible. Would the Navy allow the scan to coordinate with survey points on the tops of the wing walls in all 4 corners for the wing section so that traditional survey methods can be used in the dry?

The survey after placement must include the accessible above water portions of the entrance structure that can be used to confirm placement is within tolerances indicated.

PNSY, Kittery, ME

PREAWARD INQUIRY FORM (TEMPLATE)

Page Section Para.

Question No.

QUESTION

GOVERNMENT RESPONSE

Date Received

259 4/12/2019 01 11

Multiple piping system specifications indicate section 01 11 00 for 3D modeling requirements. This section is the Summary of Work and does not address 3D modeling.

What are the requirements? Will 3D modeling be required for short sections of piping that are being removed and re‐installed in like kind?

3d modeling is required for all new work where indicated in the technical specifications. Modeling shall be performed using Autodesk Revit when placed in a structure such as a trench or tunnel and ACAD Civil 3d when in the ground.

260 4/12/2019 31 32

3.2.1 Specification Section 31 32 23 Part 3.2.1 identifies metal pipe and fittings to be embedded with nipples installed for grouting. This detail – although typical while drilling and grouting at grade – is not realistic given the drilling and grouting is to be done beneath a body of water.

Drilling methods to advance casing and subsequently advance through rock (e.g. duplex drilling) is more representative of the site constraints present for the work. Please revise Specification Section 31 32 23 to allow for a more constructible option.

A casing advanced into rock would be considered to meet the requirements of Specification Section 31 32 23 Part 3.2.1.a.

261 4/12/2019 31 32

For the drilling and grouting of the grout holes, will access be available along the top of Berth 11? Will drilling be allowed through the existing concrete bulkhead cap?

See response to PPI 169. 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 require drilling behind the king piles.

262 4/12/2019 31 32

If downstage grouting is needed due to poor rock quality, how will the contractor be compensated for the additional time and materials required?

The specification requires upstage grouting (stop grouting) methodology to be used. If the contactor elects to use downstage grouting methodology, re‐drilling and re‐grouting for the lower stages would be paid at the unit rates for drilling (LF) and grouting (CF).

237 4/12/2019 31 32

For the drilling and grouting of the grout holes, vertical holes drilled off of the face of Berth 11 be accepted?

This is a more constructable option than battered holes given the extreme variability of the mudline beneath the water.

Angled holes will be required as shown on the Drawings.

238 4/12/2019 31 32 00.00

3.3.4 Will blast rock have to be disposed of at a licensed

facility approved by PWD ME?

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.

PNSY, Kittery, ME

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263 4/12/2019 03 31

1.8.5.8 Specification section 03 31 19 sub section 1.8.5.8 states, “At a minimum of three days after completion of the Test Sections, extract a sufficient number of concrete cores 4 by 8 inch to conduct tests….” How many core will be required for the horizontal test section and the vertical test section?

The contractor may take as many or as few concrete cores as required to evaluate strength, homogeneity, consolidation, segregation, and transport properties. Number of tests shall be in accordance with testing requirements and standards.

264 4/12/2019 03 31

1.8.5.8 Specification section 03 31 19 sub section 1.8.5.8 states a requirement for vertical placement test section but does not state the dimensions. Please clarify the vertical test section dimensions.

Test dimensions shall be the same as indicated in Specifications 03 31 19 Paragraph 1.8.5.8.a for Horizontal Test Placement.

265 4/12/2019 There is no drawing note calling out a requirement to clean existing marine growth on the Berth 1 granite blocks prior to building the Berth 1 Improvements. Will we be required to clean marine growth off the existing Berth 1 granite blocks prior to placing concrete?

Quaywall shall be cleaned to remove all loose material, including marine growth, that would otherwise negatively impact concrete bonding.

266 4/12/2019 1) With all of the addendum changes to the specifications requirements regarding mass concrete, please re‐issue the concrete, marine concrete, and mass concrete specifications. This will make the project requirements perfectly clear to all bidders. Also for clarity, we recommend moving all of the mass concrete requirements into the mass concrete specifications rather than having them having them spread across three specifications.

All mass concrete requirements are specified in Section 03 70 00. The Mass concrete specifications have been revised. Please see amended specifications.

267 4/12/2019 2) Are the drilled shafts required to be treated as mass concrete? They are underwater and are not specifically listed for treatment as mass concrete (as are other items), but are greater than the 3 ft. limit in the specification. Drilled Shafts have commonly been excluded as mass concrete on construction projects.

Please clarify.

Drilled shafts are not required to be treated as mass concrete.

PNSY, Kittery, ME

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268 4/12/2019 3) The maximum temperature limit after the addenda changes appears to be 150 °F. The industry standard for mass concrete (reference Section 8 of ACI 301‐16) uses 160 °F as the maximum temperature for mass concrete.

Setting the maximum temperature limit for the project below industry standard will require additional special measures and will increase project costs. Please consider increasing the maximum temperature limit to the industry standard limit of 160 °F.

The temperature limit of 150 degrees has been increased to 160 degrees. Mass concrete specifications have been revised. Please see ammended specifications.

269 4/12/2019 4) Please clarify whether or not STADIUM testing and modeling required for unreinforced concrete (i.e. the underwater mass concrete). STADIUM is for determining the corrosion protection provided by the concrete in reinforced concrete placements.

STADIUM modeling is not required for mix designs used exclusively for unreinforced mass concrete.

270 4/12/2019 5) Why is the underwater concrete of the coffercell placements and within the precast entrance required to be treated as mass concrete? The purpose of treating a placement as mass concrete is two‐fold. The first is to prevent delayed ettringite formation (DEF), which is the reason for the 160 °F maximum temperature limit. The second is to minimize/prevent thermal cracking of concrete, which is the reason for the temperature difference limit. The underwater mass concrete placements are not reinforced and are very large, and therefore will crack due to restraint and aspect ratio.

The maximum temperature is relatively easy to control.

The temperature difference in an underwater placement is extremely difficult to manage and is likely not necessary based on the above. Please clarify if the maximum temperature only, or both the maximum temperature and temperature difference, are required to be controlled in the unreinforced underwater placements.

Mass concrete specifications have been revised increasing the allowable maximum temperature to 160 degrees and only placements above MHHW are required to meet the temperature differential of 35 degrees. Please see ammended specifications.

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271 4/12/2019 6) Limiting the temperature difference to 35 °F is not practical for underwater placements. Can the temperature difference limit for underwater placements be increased? It is not possible to insulate an underwater placement or heat the surrounding water (ocean), so the controlling the maximum temperature in the placement is the only means to control the temperature difference. A well designed low temperature rise concrete will have about a 70 °F temperature rise. Tremie concretes often require more cementitious, so the temperature rise may be higher.

This temperature rise is the increase in temperature in a 5+ ft. thick placement (like the drawings show). This leaves two other options for controlling temperatures.

Please consider eliminating or increasing the temperature difference limit for the underwater placements.

The mass concrete specifications have been revised and only placements above MHHW are required to meet the temperature differential of 35 degrees. Please see ammended specifications.

272 4/12/2019 7) The specification says that water curing of mass concrete is not advisable. This is correct, as water curing reduces the surface temperature but not the interior temperature which increases the temperature difference and can cause thermal cracking. Concrete placed underwater, the top surface is water cured. The side surface, against the sheet steel, is essentially water cured as the temperature of the sheet steel will be the same as the water outside the sheet steel. This relates to question #6 above regarding increasing or eliminating the temperature difference from consideration in the underwater placements. These underwater placements should not be considered Mass Concrete.

The mass concrete specifications have been revised and only placements above MHHW are required to meet the temperature differential of 35 degrees. Please see ammended specifications.

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273 4/12/2019 8) The specifications require control of temperatures and temperature differences until the hottest portion of the placement cools to within 35 °F of the daily low air temperature. Industry standard (per Section 8 of ACI 301‐16) uses the average air temperature instead of the daily low, and this is because 35 °F is typically very conservative. The daily low is about 10 °F lower in most places than the average, so it extends the time of thermal control and drives up costs. Please consider using the average air temperature instead of the daily low air temperature.

Ambient low temperature has been replaced with average ambient temperature. Mass concrete specifications have been revised. Please see amended specifications.

274 4/12/2019 9) The mass concrete specification requires thermal control plan designer to participate (on site) in the temperature sensors installation and temperature measurement. Is this required for each placement, or the first placement, or any placements? Typically, temperature monitoring is delegated to a 3rd party or performed by the contractor, and the owner’s inspectors verify proper placement of the sensors.

Ultimately, it’s the contractor’s responsibility to ensure temperature control and proper reporting of temperatures, and the government doesn’t have to accept a placement due to excessive temperatures and temperature differences, or a lack of temperature data.

Requiring the thermal control plan designer to visit the site is not necessary and only drives up cost.

In accordance with Specification 03 70 00, Paragraph 1.3, "The person developing and certifying the plan shall be involved with the inspection and installation of the onsite temperature sensors and make periodic site visits during placement operations."

275 4/12/2019 10) Specialized testing including the elastic modulus, split tensile strength, and coefficient of thermal expansion is required by specification, but we do not see where this information is to be used. These tests are typically used to develop an engineered temperature difference limit for mass concrete. Is the use of an engineered temperature difference limit (based on measured properties of the concretes) instead of 35 °F permitted?

The engineered temperature difference limits are intended to supplement and not replace the 35 degree limit.

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276 4/12/2019

Note 4 on Drawing SS113 (243 of 720) and Note 5 on Drawing SS119 (249 of 720) direct the Contractor to backfill outside of the sheet pile cells with “granular soil described in Specification 31 00 00 Earthwork for Cofferdam…”.

Specification section 31 00 00 is titled “Earthwork for West Closure Wall” and seems to refer only to backfill material placed inside the West Closure Wall sheet pile walls. This specification requires a Backfill Installation and Compaction Plan and geotechnical instrumentation and monitoring for the fill.

Please confirm that the notes in Drawings SS113 and SS119 apply only to the material for the backfill around the new sheet pile cells at the South Closure Wall, and that a Backfill Installation and Compaction Plan and/or geotechnical instrumentation and monitoring will not be required for the South Closure Wall backfill.

Correct, the note is only in reference to the material specifications.

277 4/12/2019

31 00

Does backfill for the outside of the cellular cofferdams need to meet the gradation the of backfill for the West Closure Wall on page 7 of Section 31 00 00?

Backfill material outside of cellular cofferdams must meet the requirements of Specification 31 00 00 Paragraph 2.3.

278 4/12/2019 03 31

1.6.1.h Specification Section 03 31 29 subsection 1.6.1.h states that concrete batch plant operator shall have National Ready Mix Concrete Association Plant Manager Certification at the plant manager level. Will this be required for the portable batch plant?

All concrete batch plants must have a NRMCA certified Plant Manager.

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279 4/12/2019

SW50

Drawing SW502 details concrete plugs at the west closure wall and precast entrance structure interface.

The concrete plug refers to note 3. Note three talks about a concrete plug at the west closure wall and berth 11 interface. Please clarify the details for the concrete plug at the west closure wall and precast entrance interface.

The concrete plug at the west closure wall to precast entrance structure interface is similar to that at the West Closure Wall to Berth 11 interface in that it must be continuous from bedrock to the top of the wall with the intent to provide a water‐tight seal.

280 4/12/2019 Addend um 5

Answer to

Questio n 35

In reference to the answer to question number 35 in addendum number 5 which states:"Any additional dredge depth necessary to achiev e requird material competency will be negotiated as a p art of a post‐award modification. Basis of bid is the rem oval of the quanity established by the contract docume nts." If the dredging quantity changes this will affect the quantites of concrete and aggregate at these locations.

Please verify that these quantities will also be paid as part of a post‐award modification.

Any material quantity associated with acheiving a different dredge depth and constructing the structural above that depth will be negotiated as a part of a post award modification. Basis of bid is the removal of the quantity established by the contract documents.