N6247024R0062 - 0004.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

See Block 14 Continuation Page

1. CONTRACT ID CODE PAGE OF PAGES

140 1 46

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

16C. DATE SIGNED

BY 09-May-2025

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 N6247024R0062

X 9B. DATED (SEE ITEM 11)

04-Mar-2025

10B. DATED (SEE ITEM 13)

9A. AMENDMENT OF SOLICITATION NO.

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

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

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

(a) By completing Items 8 and 15, and returning 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

09-May-2025

CODE

COMNAVFACSYSCOM ATLANTIC

6506 HAMPTON BLVD

NORFOLK VA 23508-1278

N62470 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

N6247024R0062

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 0004

The purpose of this amendment is to:

1. Extend the proposal due date.

2. Set cut-off date for PPIs.

3. Respond to PPIs.

4. Revise Specifications.

5. Revise Drawings.

6. Provide attachments.

7. Revise the Solicitation.

1. The proposal due date is extended from 2:00 PM Norfolk, VA local time, Friday, 6 June 2025 to 2:00 PM

Norfolk, VA local time, Wednesday, 18 June 2025.

2. The cut-off date for PPIs is Friday, 23 May 2025. PPIs submitted after this date may not be considered.

3. PPI Responses

PPI

NO.

Reference Questions Government Response Page Section Para

199 N/A 31 09

2.2.1.

c

Specification section 31 09 13, 2.2.1.c Spider Magnet states "Quantity and depth of spider magnets will be selected during pre-construction meeting with Contracting Officer." Please provide a quantity and depth of spider magnets for bidding purposes or confirm these will be handled as a change.

See amendment detail below.

200 N/A 31 09

2.3.1.

a, 1.1.1.

Specification section 31 09 13, 2.3.1.a states "Provide a minimum of eight newly installed 2-inch diameter, rigid schedule 40 PVC well-style solid casing...." This paragraph is in conflict with 31 09 13,

1.1.1.1 Piezometer Standpipes and

Dataloggers part a which states "A total of 12 new groundwater monitoring dataloggers and 1 new barometric pressure datalogger shall be installed into new piezometer standpipes." Please confirm 31 09 13, 2.3.1.a takes precedent and eight (8) piezometer standpipes are required.

See amendment detail below.

201 SD104-

SD106

The capstans being demolished are seemingly touching the foundations for Buildings M140 and 1475. It does not appear that either of these building drawings are referenced in Appendix A.

Please provide. Please clarify whether the building foundations are pile supported, what surcharge load should be expected from these buildings, and what shoring deflection is acceptable.

Building M140 is supported by a pile supported mat foundation. The Building 1475 walls and columns are pile supported. See additional reference drawings provided with previous Amendment 0003. Limit shoring deflection to H/40, not to exceed 3".

202 S-251 It is not clear whether the intent is to have any dowels from the wet well into the existing dock wall, existing pumpwell, or into the reconstructed dock wall (partially shown on C1 of S-506 but confirm full height), please confirm.

There are no dowels required from the wet well into the existing dry dock wall or existing pumpwell wall.

There are dowels required between the north wet well wall and reconstructed dry dock wall. See amendment detail below.

203 ED105 B1 &

C1

There is an electrical tunnel that runs from EMH 1031 & EMH 1031A, which is depicted on Reference DWG NAVFAC No. 12744767. Please provide further details on the tunnel to include elevations and dimensions.

Additional reference drawings provided for EMH 179 and EMH 1031. Assume EMH 1031A construction similar to EMH1030.

See amendment detail below.

204 CD104 C4 There is a utility trough that extends from DD3 to DD2, and while the utilities are detailed to be demolished, there is no detail to demolish the trough. Please confirm that the trough is to be demolished to the extent of pavement demolition.

We have confirmed this utility trough no longer exists. See amendment detail below.

205 G-006 General Note 12 states "For general construction phasing and …..., see sheet G101 to G-104." The sheets referenced don’t provide general construction phasing, only some phasing notes associated with Northside Crane Rail and Railroad Access. Are there General Construction Phasing drawings or requirements?

Sheet G-104 provides construction phasing requirements with respect to when the project site will be available to the KTR and when Government access to the project site is required during construction. See discipline specific sheets for any detailed sequence of construction requirements.

206 G-006 Special Excavation Note #1A states that "Excavation work must not begin until … Radiological evaluation has been completed and approval release form has been issued". When does the contractor assume to receive this release so we can begin excavation operations topside of the dry dock? Please confirm that KTR begin excavation operation on April 1, 2026.

Topside & Pumpwell cannot begin until July 26, 2026. All other dates stay the same.

207 S-404, S-

Sheet S-404, Detail A1 and Sheet S-405, Detail A1 identify weep holes in the cross section but no spacing requirements or locations provided. Please provide spacing requirements or quantity of weep holes.

See amendment detail below.

208 S-579 Detail C4

Plan Sheet S579, detail C4 shows an uplift plate w/ one nut on each side. There is no detail on plate length, width, and thickness. Please provide the tieback plate detail.

Tieback plate and nut to be provided by manufacturer and submitted with tieback shop drawings.

209 G-104 G-104 discusses the phasing plan for the crane rail and rail road. Please clarify the minimum completion requirements in order to meet the need for crane and rail car usage on the new rails and substructure. Additionally, please provide crane and rail loading (soil pressures) required to be supported during construction operations.

Crane rails (including inspection and testing) and supporting substructure elements supporting the crane rail must be in place, to the limits indicated, to meet the evolution dates indicated on the drawings. Crane rail and railroad loading information are indicated on Sheet S- 001.

210 S501 Detail C3 on sheet S501 does not specify embedment depth nor anchor diameter

See amendment detail below.

211 33 30

Per Specification 33 30 00 Sanitary Sewerage Pipe(CHT) is to be provided as Ductile Iron unless the Piping is branch piping to the Pumpwell. It is understood that CHT Piping 3” and Larger are to be provided as Ductile Iron, but what type of piping is required for pipe sizes 2-1/2” and smaller. As an example, please see detail C1 on MS403 indicating a 2” CHT Pipe.

Provide Schedule 40 galvanized steel pipe with galvanized threaded pipe fittings for all piping 2-1/2" and smaller located within the utility tunnels. Provide all required connections as necessary to connect the steel piping to the ductile iron piping.

212 MS-204 Concerning all CHWR Ship Connection locations as shown on MS204 as an example, would it be acceptable to provide the CHWR Header Piping(10”) as one continuous Fiberglass Pipe with 6” Branch

Propose in accordance with the solicitation for CWHR construction.

Fittings for the horizontal CWHR

Connections molded into the Fiberglass Piping? This would eliminate the individual flanged joints shown per Detail B1 on MS502 in the header piping. Please confirm if DI Fittings or Molded Fiberglass Fittings are required at all fitting locations in the Horizontal CHWR Piping, also.

piping shall be either molded fiberglass or epoxy coated ductile iron, with coating matching requirements of dry dock firefighting piping within the dock.

213 Please confirm the material makeup of all pipe sleeves required for the project. When reviewing all Specifications and Drawings, it is unclear what type of material the pipe sleeves should be provided in certain areas of the project.

Pipe sleeve material may vary by system.

Where not otherwise specified, Contractor is to provide all pipe sleeves for the project as Schedule 40 galvanized steel pipe sleeves. Prepare and paint any damaged galvanized coating and ends of sleeves with galvanizing repair paint according to ASTM A780 and manufacturer’s written instructions.

214 01 75 00.01

Specification section 01 75 00.01, section

1.1 states that the PFAS treatment during dewatering is a bid option. Please confirm the PFAS treatment system is part of bid item 001K.

See Revised Price Proposal Form provided as part of Amendment 0002.

Base price dewatering treatment system is included in CLIN 0001G. Additional dewatering treatment system cost associated with PFAS treatment is included in CLIN 0007.

215 S-506 & S-602

C1 & Pile Sche dule

Section C1 on S-506 shows the PS31 sheet pile cut-off elevation for the sump intake at EL 47.5 FT. Pile schedule on S-602 for SP20 to SP60 shows a cut-off elevation of EL 51.0 FT. Please confirm which is correct.

See amendment detail below.

216 G-104 Propos ed Constr uction Sequen cing

Note 6A & 12A

Note 6A states "Locally remove granite at each floor pile location.". Note 12A states "Locally remove granite and as indicated for grade beam." Please define "locally" in these notes.

With respect to Note 6A, it is acceptable to remove all of the granite at the floor of the seat from the entrance apron west to Pile Grid 26. With respect to Note 12A, it is acceptable to remove the granite approximately 5' either side of the grade beam centerlines.

217 G-104 Propos ed Constr uction Sequen cing

Note

Note 26 states "Demolish granite and concrete as indicated from balance of dry dock floor." With the location of this note, it is assumed that all the 1st stage grade beams are constructed. We have concern that these previously constructed grade beams will get damaged during this later phase of demolition. Is the KTR expected to protect these grade beams during the later phased demolition? Please clarify or confirm our assumption.

Yes, the KTR is expected to protect in-place work during subsequent demolition work.

218 S-502 Sheet Notes

Note

This note states "Place fast setting hydraulic cement mortar to limits indicated within 48 hours of pile driving.".

Please clarify when the KTR is to install this mortar for the test piles (48 hours would be before the restrike and axial load test)?

At test pile locations the 48 hour time would be in reference to completion of load testing.

219 S-502 Sheet Notes

Note

Please confirm this 48 hour time frame is after final driving completion of pile, not initial start of pile driving (due to field splicing and testing requirements).

Confirmed, the 48 hour time frame is with reference to completion of final pile driving at a given pile location.

220 CS-112

& S-404

The generator platform on CS-112 is detailed with a 6' security fence surround, but the plan and sections on S-404 detail a guardrail post surround. Please clarify.

See revised drawing provided with previous Amendment 0003.

221 S-405 C1 There is a an electrical manhole (EMH 2047) depicted directly to the left of the west side stairs, but this manhole is not shown on any other drawings. Is this an existing manhole? If so, please provide details.

See amendment detail below.

222 18 31 52

3.7.5.

For basis of bid, please provide the quantity of vibration monitoring locations the KTR should include in the proposal.

Propose in accordance with the solicitation.

223 A-310

Keyn ote

Note calls for fluid applied waterproofing at sub-grade concrete exterior face. This does not seem feasible due to the exterior face being contained within the cofferdam.

Please clarify or delete this note.

See amendment detail below.

224 S-162 Keyn ote

Note states to dowel equipment platform mat to wet well wall, see sheet S-582 for detail. Detail C4 on S-582 appears to show the control level wall/floor interface but no dowel details for the 2'-0" elevated platform. Please provide the dowel details for the elevated wet well platform.

The dowels are shown as #8 hooked bars from slab to wall.

225 EP-504 B2 Detail for the high mast pole foundation calls out "ANCHOR BOLTS 1-3/4" x 7/8" x 6"."

Please clarify these dimensions as they are unclear, as well as provide an embedment length. Also, please provide a quantity required per foundation, as there is no plan view provided.

226 AD101 Sheet Notes

Note

Note 5 states to "Refer to the Phase 1 and 2 drawings for additional information."

Please clarify if these phase drawings exist and if so, please provide or delete the note.

See amendment detail below.

227 12 00 10

Facto r 2

What access to the site is available prior to full access on September 8, 2026?

Topside & pumpwell access. Access to areas in the project boundary that are not in the drydock itself.

228 5 01 35 40.00

1.6.2 This paragraph states "All PSOs must be

independent of the activity contractor (e.g.

employed by a subcontractor). Please confirm that mammal watch PSOs (including the Lead PSO) have to be an independent, 3rd party subcontractor?

Propose in accordance with the solicitation.

229 37 01 57 19.00

3.6 Please confirm that inefficiency and/or

downtime associated with archaeological artifacts discovered during excavation will be considered a changed condition to the contract.

Propose in accordance with the solicitation.

230 BID

FORM

There is not a bid item for "Government caused downtime". Please confirm that government caused downtime will be considered a changed condition to the contract in accordance with FAR 52.243?

Propose in accordance with the solicitation.

231 3 02 21 14.00

1.4.1 This paragraph states that the contractor's

independent archaeologist must observe excavation activities in the sensitive areas identified in the Archaeological Monitoring and Discovery Plan (AMDP).

Is the entire project site assumed to be a "sensitive area"? If not, please identify the location and boundaries of these "sensitive areas" on the project site.

Refer to FIG-1 which indicates when the Archeologist must be on site.

232 C-002 Demoli tion Notes

9 "Pipes indicated to be abandoned in place must be plugged at both ends. Pipes larger than 4-inches diameter indicated to be abandoned must be filled with controlled low-strength material (CLSM)." Please indicate to what extent that pipes larger than 4-inches diameter be filled with CLSM. In other words, should the KTR assume to fill it back to nearest manhole?

See amendment detail below.

233 8 33 40

2.3.2.

"Structure top, bottom, and wall must be of a uniform thickness of not less than 8 inches."

On drawing CS-503, detail A2, there are no dimensions for thickness of the top or walls of the yard drain. Is KTR to assume 8" per above spec?

Provide precast drainage structures in accordance with Section 33 40 00, Paragraph 2.3.1.

234 CS-503 Detail A2

Please provide the minimum clearance from the invert out to the bottom of the yard drain.

See amendment detail below.

235 CS-503 Detail A2

Please provide the dimension that the bottom of the structure is to extend beyond the walls of the structure as depicted in the detail.

Provide precast drainage structures in accordance Section 33 40 00, Paragraph 2.3.1.

236 CS-504 Detail A1 & C1

While enough information has been provided to determine the width of the Yard Drain Type 2, not enough information has been detailed to determine the length of the structure parallel to the rails. Please provide additional details.

See amendment detail below.

237 Solicita tion Docum ent (SF 1442)

Is economic price adjustment applicable to this project?

See Amendment 0003.

238 S-903 Section s A2, B2, C2

Note

Note 3 states to jet grout between the southern edge of the cofferdam and DD6 between elevation 100ft and 35ft. Sections A2, B2, and C2 indicate the depth of jet grouting between elevation 93ft and 15ft.

Please clarify the elevations required for jet grouting at the southern edge of cofferdam. (In addition, keynote 77 on drawing SC151 states to provide a 60' wall of jet grouted soil.)

See amendment detail below.

239 SC152 Detail A1 & A3

Detail A1 and isometric view A3 on drawing SC152 show a gap in the combi-wall between king piles KP21 and KP22, with no NZ19 sheet pair between. The pile schedule also does not include a “S21” pile location. Please clarify if an additional pair of sheet piles is required at this location.

Concur, "S21" should be included between KP21 and KP22. Pile Minimum Tip Elevation and Bid Length the same as other sheet piles. See amendment detail below.

240 SC152 Keyn ote

Sheet keynote 21 on drawing SC152 indicates existing timber piles and to cut and abandon as required, however, the callout does not appear anywhere on the page. Please clarify the expected quantity and location of timber piles required to be cut and abandoned.

See amendment detail below.

241 SC551 Detail C2

Detail indicates a field weld for a ¼” fillet weld at the king pile flange and wale flange interface but points to the back side (earth side) of the cofferdam. Please specify the required weld on this detail as the back side of this location will not be accessible from the interior of the cofferdam.

PPI previously addressed. See Amendment 0003 drawings.

242 S-904 Note

Note states to seal weld all sheet pile seams within interior of cofferdam. Does this requirement only apply to the combi-wall wet well cofferdam or does it also apply to the seams at intake sump PS sheet pile cofferdam?

Note 12 applies to all sheet pile and king pile seams (interlocks) for the wet well cofferdam.

It does not apply to PS sheet piles at the intake sump.

243 19 22 00

3.1.1.

This specification states, "Plugs, caps, tees, valves, and bends deflecting 11.25 degrees or more, either vertically or horizontally, in waterlines 4 inches in diameter or larger must be provided with thrust blocks, where indicated, to prevent movement."

This conflicts with Civil Utility Note #4, which states, "Thrust blocks must also be used as indicated and as follows: on all saltwater and submarine firefighting (SFF) bends, tees, plugs, and caps unless otherwise indicated; on all domestic (LP) piping 90 degree bends and tees, and on all steam bends."

Please confirm that the specification is the preferred requirement.

The thrust block requirements in Section

22 00 00 PLUMBING,

GENERAL PURPOSE

apply to plumbing piping on sheets with the P-XXX designation.

Site utilities including Saltwater and Submarine Firefighting (Section 33 11 00.01 22) and Potable (Section 33 11 00.00 22) must comply with the appropriate Divison 33 specifications and the contract drawings, including all general/utility notes.

244 02 21 14.00

The Archaeological Monitoring firm is requesting a not to exceed limit on number of artifacts to be analyzed. Please provide an assumed quantity for bidding purposes.

Propose in accordance with the solicitation.

245 S-002 Materi al Specifi cations

Note 1. R., states "All structural and miscellaneous steel, including all fasteners, are hot-dip galvanized with the exception of stainless steel." Please confirm that this excludes (A) Wide Flange and H-piles, (B) Steel Sheet Piles, (C) WT Shapes, & (H) Pipe Piles, and that these items do not require galvanizing or any coatings.

This note does not apply to piling, but does apply to Waterfront Structural Wide Flange Beams, that may be used for grating support. See also Sections 05 50 13, 05 51 00, 04 51 33, 05 52 00, 31 52 00, 31 62 16.13, 31 62 16.16 and 31 63 29.

246 CD-112 Note

"TEMPORARY BYPASS SYSTEM FOR

18" STORM DRAIN SYSTEM. BYPASS

SYSTEM MUST BE CAPABLE OF

MAINTAINING FLOW UP TO 2,800

GPM AND REMAIN IN PLACE FOR

THE DURATION OFCONSTRUCTION.

SEE CD113A FOR BYPASS SYSTEM

TIE IN LOCATIONFOR THE

TERMINATION OF THE BYPASS

Temporary bypass pumping for 18" stormdrain may discharge to the next downstream structure.

See Sheet V-105 or Areas 116 and 117 for location of storm valve vault associated with

SYSTEM."

Note 40 on page CD-113 indicates the tie-in location for the 30" storm drain bypass, but nothing notes where the 18" storm drain bypass is supposed to tie-in. Does the 18" tie in to the storm valve vault, as well?

Please clarify.

the 18" pipe system.

247 CD-104 Note 14.

"PROVIDE BYPASS PUMPING AND

TEMPORARY DRAINAGE MEASURES

TO MAINTAIN CONTINUOUS

DISCHARGE OF STORM DRAIN

SYSTEMSTO THE OUTFALL AND

CONTROL RUNOFF."

Please provide outfall location in order to determine linear feet of bypass system required for bidding purposes.

Keynote 14 removed from this location.

Storm system on north west side of dry dock drains to DD2. Plug to protect site from offsite inflow.

248 SC301 Detai l A2

Can the KTR begin core drilling and bushing the underwater granite for the seal walls prior to the caisson being removed by the KO in September 2026?

No work in the vicinity of the caisson is permitted while the caisson is hydrostatically loaded.

249 CD-110 C3 There is a sheet keynote call out to provide a temporary pipe cap for a 30" concrete storm drain, but there is no dimension for the required thrust block for a 30" pipe detailed on CD-501, detail C4. Please provide required dimensions.

Detail reference to A4/CD501 has been added to the plan sheet.

See amendment detail below.

250 S-903 Sequen ce Note

C2 Note 3 states "Prior to excavation, jet grout the interior of the installed cofferdam between EL 35 FT to 15 FT and the south side between the southern edge of the cofferdam and DD6 between EL 100 FT to 35 FT. The detailed pictures show jet grouting in between the cofferdam and DD6 between EL 93 FT to EL 15 FT.

Please confirm which elevations are correct for jet grouting between the cofferdam and DD6.

See amendment 0004 attachment drawing.

251 SC251 A1 There is difficulty with the earth anchor installation at EL 67 FT, 55 FT, & 47 FT being completed with the cofferdam struts in the way of the earth anchor installation rig. The installation rigs can't fit between the struts, let alone elevate their mast through the strut openings above to install the anchors from this elevation.

This must be coordinated in the installation plan submittal, as required by Section 31 52 01, Paragraph 1.4.5.

252 SC551 B1 We are unable to determine where these 3/4"Ø x 9" sheet pile studs are installed.

Please provide more clarification where these studs go on the interior sheets of the wet well cofferdam and the start/stop

Detail B1/SC551 shows these studs at the belly of each sheet pile pair.

For flat sheet piles, provide studs at the

(top/bottom) elevations these studs.? same pattern at every other sheet. Provide studs from EL 35 to the top of the sheet pile.

253 SC551 &

SC252

A2 Between SC551 & SC252 we don’t understand this detail and where it goes, please provide additional clarification on this detail. How does it connect with DD3 wall?

Detail shown is in the case there is a need to attach the Z sheet pile to the DD3 Wall.

254 SC551 &

SC252

A4 Between SC551 & SC252 we don’t understand this detail and where it goes, please provide additional clarification on this detail.

A4/SC551 details anchoring every other flat sheet pile (F1 to F7) to the existing PW3 wall at the elevation indicated.

255 SC152

A1 The hats of the interim sheets between the sheet piles show concrete hatching in the hats of the sheets. Please confirm that separate concrete placement in these sheet hats is not required.

Confirmed, the hatching shown is for when the walls are formed with the sheet piles. There is no separate concrete placement intended.

256 S-579 Limited details are provided for the generator platform adjacent to the wet well structure. Are any details available other than A4 on drawing S-579?

S-162 shows dimension, thickness, reinforcement for the generator slab as well as pile supports Amendment 0004 for steel pipe pile length and embedment detail.

See detail S-570 and S-

579. Please clarify which details are further required for bidding.

257 S-407 Drawing S-407 has a callout for section A3 on S-506 but this detail is not shown on S-

506. Please provide this detail.

See amendment detail below.

258 S-251 A4 Note states to coordinate locations of formed keyways and dowels with the elevation view above (B4). The elevation view shows keyways, but they are not shown continuously at 1'-4" OC and they include water stop but no dowels. Please provide the top and bottom elevations where the keyway, water stop, and dowels are installed in this area.

Formed keyways and dowels are continuous for the full height of the interface between wet well and the reconstructed dry dock wall. See A4/S-251, B4/S-251 and C1/S-506.

Keyways and dowels are not shown for clarity on B4/S-251.

259 S-251 A4 This elevation view shows the keyways and dowels to be installed at the 30' wide wet well wall and drydock wall interface.

Please clarify that the keyway and dowel installation only applies to the 30' wide

Confirmed, the dowel and keyway installation is as shown on A4/S- 251 for the 30' width and not for the full 61'-area shown on A4/S-251 and not the full width of the wet well structure.

5" out-to-out width of the wet well.

260 S-162 Keyn ote

Keynote 22 on S-162 says to see S-520 for details of the 1/2" steel cover plates on the control level. This detail is not shown on S-520. Please clarify the requirements for the 1/2" steel cover plates at the control level. (notes are different than the requirements for the 3/4" cover plate at the pump level that are detailed on S-570)

Concur, See amendment detail below for updated keynote and sheet reference to S-570.

However, the keynote description of the plate aligns with the detail on S-570. The pump level cover plate is a different condition than the control level.

261 S-162 Keyn ote

Plans indicate six 12" dia. pipe piles, one of which is a test pile, to be installed for the generator platform next to the wet well structure. Note indicates 85' embed but these piles do not appear on the provided pile schedule. Please add these piles to the pile schedule, including pile type, required pile lengths, cut-off elevation, and tip elevation.

Note updated for 65' embedment below grade, See amendment detail below. Piles are at same tip elevation.

262 12 & 13 41 22 13.33

3.2.4 "Install anchor bolts cast-in to the reconstructed concrete beams or with adhesive as indicated."

Please confirm that all crane rail anchor bolts, including those for the inner crane rail, can be drilled and epoxy grouted.

Confirmed, anchor bolts can be drilled and grouted.

263 S-031 Propos ed Constr uction Sequen cing

#7 & #9C

Note #7 states to "Jet grout within the interior wet well cofferdam within the limits as indicated.", which is the interior limits of the wet well cofferdam and between EL 35 and EL 15. This is performed prior to excavation of the wet well or demolition of the dry dock wall at this interface. Note #9C states "Jet grout remaining interior wet well cofferdam, up to pile row D.3." Does the EOR anticipate the initial jet grouting of the interior wet well work being completed in Note #7, not to encompass this additional area (3.5' x 60' area north of the wet well / intake interface)? So is the EOR expecting the KTR to remobilize the jet grouting operation to jet grout this additional 155 CY of insitu soil material?

Propose in accordance

264 S-501 H-Pile Splice Note

#4 The piles are typically field spliced together with a Champion H-Pile Splicer HP-30000. Please confirm that these splice kits will be allowed to be used for splicing piles in the field.

See Section 31 62 16.16, Paragraph 3.2.7.2.

265 S-501 H-Pile Splice Note

#5 Note #5 states to "100% UT inpsection of CJP field splices." With the use of Champion H-Pile Splicer HP-30000, which is a PJP weld, what kind of weld testing will be required?

PJP welding of the H- Pile flanges is NOT permitted, determine a method to accomplish CJP flange welds and to provide 100% UT inspeciton of the flange welds

266 S-106 S-106 references Section A1 on S-566. S- 566 has not been provided. Please provide sheet.

See Amendment 0003.

S-566 revised to S-549

267 SD-113 This sheet shows the Drydock floor drain trench demo ending at Bent 23. SB-113 shows the floor drain extending from Bent 23 into the sump area. Please clarify if there is floor demolition for the drain trench from Bent 23 into the sump area.

See amendment detail below.

268 S-501 C3 Please provide embedment depth of pile anchors as well as pile anchor diameter.

See amendment detail below.

269 SD-113 Sheet shows 2 EA, 7' diameter core drilled holes. Please provide depth of core drills.

Depth of core should extend full depth through the existing concrete floor. Existing bottom of dry dock floor is at EL 46 +/-.

270 SD-113 Is the function of the 7' diameter core drilled holes to provide a starting work point for the drydock sump concrete demolition? If so, is it possible to negate core drilling holes in lieu of using other forms of concrete demoltion equipment (i.e., sawcutting, breakers, down the hole hammers, etc)?

Yes, intent of 7' diameter cored holes is to provide a starting point for the sump demoliton. In lieu of a 7' diameter core bit for two holes, the Contractor may submit other methods on demolition that will result in rounded corners.

271 SC-301 C1, C3 Plan view does not correlate to pile schedule on S-601, which shows 9 EA, PS- 31 sheets. Neither does the labeling of sheets on SC-301 as more than 9 sheets are drawn on the page, not including hidden sheets. Please clarify.

See SC301, Sheet Note 1 and S-601, Sheet Note

5. Only full sheet piles are scheduled (CW1 to CW5, at north seal wall and CW6 to CW9 at south seal wall). Sheets abutting the existing dock walls or used as pile connectors are not scheduled.

272 34 11

1.3.2 Are there existing survey monuments

within the project location?

There is a network of existing survey control points/monuments located within the NNSY Controlled Industrial Area.

273 34 11

2.11.1 Is FlashButt Welding an acceptable

alternative to Thermite welding?

Yes, flashbutt welding is an acceptable alternative to thermite welding.

274 34 11

3.8.8 This section references 2 sets of full sized

contract drawings, i.e. paper, to show record drawing conditions. Are electronic records acceptable?

Yes, digital records are acceptable. Please provide in both .DWG and PDF format.

275 34 11

1.3.3.

Is Flashbutt welding an acceptable alternative to thermite welding? The same qualification tests (hardness and Ultrasonic) are the same as the thermite requirements.

Yes, flashbutt welding is an acceptable alternative to thermite welding.

276 42 22 13.33

KTR requests MIL-DTL-29229 specification be provided for the portal crane track.

See attachment AI –

MIL-DTL-29229B

277 C-002 &

CD501

Demo lition Notes Detai l D4

Demolition Note #9 states to fill all pipes greater than 4"Ø with CLSM. Detail D4 states to fill pipes greater than 6"Ø. Please clarify which is correct?

See amendment detail below.

278 CS-502 B1 &

C4

Due to the amount of rebar in the top mat of the railroad slab, it will be encountered during the drilling and epoxying operation of installing the 3/4"Ø anchor bolts. The rebar will need to be drilled/cut during these conflicts. Please confirm this is acceptable.

Contractor must use a rotary impact drill for installation of post-installed anchors to avoid damaging primary longitudinal steel, understand that some stirrups may be damaged during installation. Other methods could include bunding the longitudinal reinforcing to avoid damage during anchor bolt installation, use of grout tubes, or cast-in-place anchor rods with oversized holes and weld washers in the base plate.

279 CU-103

to CU-

Please confirm the only concrete thrust blocks (Sheet Note #24) required are the ones identified on sheets CU103 through

CU115.

See amendment detail below.

280 Attach ment G

Note unde r O

Please confirm that replacement of unsuitable soil with select fill or aggregate will be paid under Line Item 0001O, not

CLIN 0001K.

See Revised Price Proposal Form provided as part of Amendment 0002.

281 CU-201

to CU-

At the top of every profile in these drawings, it states to "Restrain Entire Length", please clarify how this is achieved (e.g. thrust block at every bend, tee, and/or restrained every joint in the system, etc.).

See Section 33 11 00.00 22 and Section 33 11

00.01 22 and notes on Sheet C-002.

282 S-002 Mate rial Spec #8

Where does this cementitious flowable fill get installed on drawings?

See amendment detail below.

283 S-002 Mate rial Spec #9A

Spec 9A states that "Grout for mooring fitting counterbore must be epoxy resin grout….". This is not indicated on the details for the mooring fittings on S526.

Please clarify if this is the requirement.

See amendment detail below.

284 S-002 Demo lition Note

This note states to "Patch river walls after removal of closure walls." Please provide a detail on this patch.

Patch in accordance with Section 03 01 00, Paragraph 3.3.

285 S-003 SPP

Wall Coffe rdam Mate rials:

Note B2 states for reinforcing steel and dowels bars must be galvanized per ASTM A767 Class 1, UON. Please confirm that ASTM A767 Class 2 can be used for galvanized this reinforcing steel.

See amendment detail below.

286 S-050 & S-162

Note #5 - Geote ch

Note F1b states that this pile is 65' long.

This conflicts with drawing S162 Sheet Note 1, which states 85' embed. Please clarify.

Note updated for 65' embedment below grade, See amendment detail below. Piles are at same tip elevation.

287 S-050 &

31 62 16.13

Note #5 - Geote ch & 3.3.1.

Note F3e states pile must be restruck after 14 days. Spec 31 62 16.13 states 7 day restrike. Please confirm 7 day restrike is acceptable.

See amendment detail below.

288 S-050 03 31

Note #6A 2.10.1

Note 4a states reinforcing steel to be galvanized per ASTM A767 Class 1 or ASTM A1094. Please confirm that ASTM A767 Class 2 is also acceptable as stated in Spec 03 31 30 - 2.10.1.

See amendment detail below.

289 SD155 Keyn ote D7

Note D7 states that all existing abandoned steel and concrete surfaces to be sandblasted prior to concrete placement.

Please confirm this requirement applies to

Confirmed, this applies to the full height of the interior of the existing structure.

the full height (50 ft.) of all walls and floors.

290 G-104 Phasi ng Note 2c & 3c

In leiu of providing north crane rail access shown in Evolution 2 & 3, may the contractor provide a crane & operator to provide crane service required for Building M140? If yes, please provide the weight of the heaviest object that must be handled?

No.

291 SD-312 A1 Detail references detail A3 on sheet SD-

512. SD-512 has not been provided. Please provide sheet.

See amendment detail below.

292 S-516 B1 Detail shows 2 EA drilled and epoxied or grouted dowels embedded into the existing drydock wall into the bottom of trench slab around EL 91.5. Please provide the size, depth of embedment and spacing required for these two dowels.

See amendment detail below.

293 S301/S5

S-301 shows 4 shear keys at elevation 69.42 whilst S-514 shows 3 shear keys at this same elevation. Please clarify.

See amendment detail below.

294 CD-115 Keyn ote

"DEMOLISH STEAM PRESSURE

REDUCING STATION. DEMOLISH

ALL APPURTENANCES, PIPE

SUPPORTS, FITTING AND

FOUNDATIONS."

Please provide details/drawings for this item to include concrete foundation details.

Additional reference drawings provided.

See amendment detail below.

295 S-410 14 70

2.2.21 Please confirm the in-haul system rail

material. Note 4/S-410 states that the rail should be fabricated from Type 316L stainless steel. Spec 14 70 00 Page 5 - Paragraph 2.2.21 states that the rails and stops must be ASTM A240/A240M 2205 duplex stainless steel material. Alignment dowels must be Type 316 stainless steel conforming to ASTM A276/A276M. Sheet S-002 states that for stainless steel, duplex type 2205 is required for dry dock basin and immersed conditions.

See amendment detail below.

296 33 11 00.00

Specifications 33 11 00.00 22 paragraph 2.1.1.3, 33 11 00.01 22 paragraph 2.1.1.2, 33 30 00 paragraph 2.2.4, and 33 40 00 paragraph 2.4.10 each refer to installing steel casing pipe for utility lines passing beneath a railroad. Some of the lines are shown on the drawings to require a steel casing where it passes under a railroad and some do not. Past experience has required casing all utility lines installed beneath railroad tracks. Please confirm if all lines that pass beneath a railroad track

Steel casing pipes are required for: pipes that cross underneath the railroad, crane beams, utility troughs, and tunnels, except as noted below.

Steel casing is not required that for pipes that:

(1) Run parallel under will require steel casing and also please confirm for lines that run parallel with the railroad under the railroad track and are beneath the proposed rail slab (SFF, FW, SW, Storm on CU103, CU104, CU105), as well as lines that brach from the main shown under the rail slab.

the slab supported railroad from ~STA10+00 to ~STA13+80 along the north side of DD3.

(2) At branch connections.

297 A310 Per Note 54/A-310, fluid-applied waterproofing is specified at the sub-grade concrete exterior face. Per Detail A1/A- 310, the note is called out on the east face of Wet Well 3. Please confirm whether the waterproofing is required only on the east face, or clarify the full extent of the waterproofing. Additionally, please provide the sequencing of the waterproofing installation in relation to the sheeting and concrete installation.

See amendment detail below.

298 1 01 75 00.01

1.1 "Additional work described in section for treatment of per- and polyfluoroalkyl substances (PFAS) during dewatering is a Bid Option."

Please confirm that this additional work is not a bid option, as one has not been provided on the price proposal form, and this treatment is part of the base bid.

Refer to Option Item No. 6

299 S-547/S- 548 &

EP-

511/EP-

Please provide a reinforcement detail that shows the connection between the electrical/telecom ductbanks and the manholes.

See A1/S-005 for connection detail.

300 EP504 HIGH Lumen LED flood Light Type A:

Should this come with a Coastal Construction option for increased protection to the salt air environment for paint and electronics?

Coastal Construction option should be chosen. Section 26 56 01, Paragraph 2.2.1 requires ASTM B117 salt spray testing, which equates to the Coastal option.

301 EP504 HIGH Lumen LED flood Light Type A:

shows a slipfitter mount. Should this be Yoke mount as per D1 on EP504?

Image shown for HIGH

LUMEN LED FLOOD

LIGHT in B1/EP504 is a stock image.

Mounting per A4/EP504 and D1/EP504 is correct.

302 ET101 Sheet ET101 appears to be cut off. Is this intentional or is part of this page missing?

This is intentional.

ET101 is not cut off.

303 ED113 Please provide dimensions and estimated weights for substations P1E, P1F & P1G to be relocated.

Shop drawing for existing substations P1E, P1F, and P1G were added to the reference drawings as part of Amendment 0003.

304 ED151 Note

Provide dimensions, quantity of section per each and estimated weights for MCC-1

& MCC-2.

Shop drawings for existing MCC-1 and MCC-2 are not available due to their age. The overall dimensions shown on ED151 are fairly accurate for the entire conjoined line-up.

MCC-2 is two sections, and MCC-1 is five sections.

305 ED151 Note

Note references sheet ED661. Please provide this drawing.

See amendment detail below.

306 ED151 Note

Provide dimensions and estimated weights of existing generator being removed.

Due to the age of this generator shop drawings are not available. The generator is an older 225kVA Caterpillar set inside the pumpwell without an enclosure.

307 EP164 Note

Specify the NEMA Rating & size of Control Power Transformer required.

See amendment detail below.

308 EP605 Note

For bidding purposes, what size AF/AT Rating & KAIC should be figured for these 2 replacement breakers?

For bidding purposes assume 200KAIC, 800AF, 600AT selectable to 400AT.

Final size to be confirmed during construction prior to ordering.

309 EP401 Detail C1

This drawing calls out a 300kVA Caisson Transformer. We cannot locate this transformer on the 1-line or any other information. Please provide pertinent info.

See sheet EP603

SUBSTATION

ELECTRICAL

PLATFORM - ONE

LINE DIAGRAM,

drawing area coordinate system grid A3. See amendment detail below for specification.

310 EP603 1- Line, Substat ion P1G

Relocated substation P1G appears to show an additional connection section with cam lock connections. Confirm an additional section is required and detail the quantity of 3-phase connections required.

The section, including the cam lock connections are existing. No additional section is required for cam locks.

311 EP610 EP610-EP616 calls out 48VDC Shunt Trip Modifications required at existing substation P1F. Is P1F the only existing substation that requires these

P1F is the only existing substation requiring 48VDC shunt trip modifications.

modifications or is this drawing intended show what modifications are required for additonal substations?

312 ED603 Circu its D46 & 47

Drawings state these circuits derive from substation P1-B. Based on duct bank routing, these circuits appear to route back to substation P1-A. Please confirm.

IP1, formally P1-B, is the correct substation and is located next to P1-A.

313 ED603 Circu it D64

Where is the Freeze Seal Disconnect located on the drawings?

The freeze seal disconnect is directly next to TB3-1. TB3-1 is shown on sheet ED105.

314 ED603 Circu it D79

Where is the CH Panel & CHP3-1 equipment located on the drawings?

See sheet ED106, Keynote 6. It points to CHP3-1 on the left side of the page. CH panel is located in the vicinity of the FA and FB substation platform.

Reference sheet EP403 for location of FA and

FB.

315 01 35

13.00 22 01 91

00.15 20

3.5 Specification section 01 35 13.00 22, 3.5

states “…The facility components must be certified (by NNSY/NAVSEA) after successful commissioning per Section 01 91

00.15 20 TOTAL PROJECCT

COMMISSIONING for each listed component. Once commissioning and Government Acceptance Testing is complete, the project component must be turned over to the Government for Certification….”. Please confirm the first and only occasions the caisson is moved or seated in any of the new three caisson seats (after initial removal at the beginning of the project) will occur during the 12-day 01 35 13.00 22, 3.5 Dry Dock Certification (performed by NNSY/NAVSEA with Contractor support).

No, the Government's interest is in maintaining the dry dock in a dry state to the maximum extent practical and will coordinate with the KTR on placing the caisson following the removal of the cofferdam.

316 G-006 Asbest os Abate ment

Note #2

Drawing G-006, Asbestos Abatement #2 indicates all "Electrical fiber conduits within ductbanks must be assumed to have asbestos...". Drawings ED102 to ED118 and Appendix G provide photos and approximate conduit arrangements for ductbanks to be demolished. The provided information does not indicate depth or cross-sectional dimensions of electrical ductbank (concrete) to be demolished.

Some of arrangements are shown in select areas of the utility profiles in the Appendix A drawings (2017 P-614 Waterfront Utilities) but do not show the full extent of the duct bank depths to be demolished.

PCJs in the CIP Wall are indicated on A2/S- 515 and line up with the p/c wall panel joints. The utility trenches and floor trench drains (walls and floor) follow the jointing plan indicated on D3/S-005. All of the joints in the DD floor, walls, and trenches are intended to be aligned and build off 12.5', 25', or 50' intervals (as

Due to the extensive cost and schedule implications associated with abatement and demolition of ductbank with unknown cross section and depth, we request the government either provide the necessary assumptions for the basis of proposals or confirm ductbank abatement and demolition will be considered a change.

indicated) from the DD floor pile lines.

317 S-502 Please confirm if CJs are required for the floor grade beams.

Horizontal construction joints are detailed between 1st and 2nd stage grade beams pours. A vertical construction joint at the centerline of dock may be provided, but is not required. Requests for additional vertical CJs must be submitted to the KO for approval.

318 S-508 Detail C2

Please confirm if there is a maximum CJ spacing for the CIP dry dock floor trench drain.

Provide jointing for floor trench drain as indicated on D3/S-005.

319 S-309 Detail A1

Detail A1 on S-309 shows keyed CJs running north-south for the caisson seat entrance floor. Please confirm that no CJs are required running east-west for the caisson seat entrance floor.

A vertical PCJ (50% reinforcing termination similar to A3/S-005) at the centerline of dock may be provided, but is not required. Vertical construction joints will be required between the seat floor and the seat walls (corner joint). Submit construction joints for approval per Section 03 31 30 Paragraph 1.4, SD-02 Shop Drawings.

320 CD104,

CD110,

CD112,

CD113,

01 14 00 00

1.5.12 .b

Please confirm no other utilities will need temporary bypass efforts beyond the three

(3) storm drain systems and the electrical/telecom systems shown in the project plans.

Planned bypasses are indicated on the drawings.

321 S-513 Detai l C2

On Sheet S-513, Detail C2, Tension Bar Detail requires a Galvanized L2x2x3/8" to be field welded. Please advise if the option to use a Rebar Coupler be permitted to eliminate the requirement to perform Galv Field Weld.

Provided that they fit, mechanical splices may be substituted for welded splices per Section 03 31 30, Paragraph 2.10.3 Mechanical Reinforcing Bar Connectors.

322 S-261, S-

On Sheets S-261 and S-505 for Wet Well and Sump Construction, there are notes that call out the horizontal CJs and waterstop for the construction of the wall in lifts. Please advise if there are any vertical CJ or PCJ requirements for the construction of the Wet Well and Sump Walls and slabs.

Typical concrete wall construction joint detail in A1/S-580. Bid per documents for wall volume and necessary construction joints.

Joint plan to be submitted per specifications.

323 S-505 Section C1 & A1

Sections A1 & C1 call for #9 dowels @ 8" OC, is this dimension intended to mean 8" OC both vertically and horizontally?

See amendment detail below.

324 S-407, S-

Sheet Note 1, Detail C1

Note 1 on S-407 states the length of WT matches flat sheet length. Detail C1 on S- 501 contradicts this, showing the WT only installed on a portion of the flat sheet, not the full length. Please clarify which WT length is correct.

Length of WT is 23 ft.

See amendment detail below.

325 M-651, S-050

Reference sheet no. M651, Vertical Drainage Pump Schedule which cites the maximum operating weight of vertical column drainage pumps as 21000 lb. per each. Reference sheet no. S-050, Wet Well 3 Structural General Notes, which cites Item No. 4.F.4 Design Loads, Equipment Loads Vertical Drainage Pumps (1-6) weight of 71000 lb. per each. Please confirm that the weight of the vertical column drainage pumps is 21000 lb. and that sheet no. S-050, Item No. 4.F.4 should be revised from 71000 lb. to 21000 lb.

The scheduled weight on M651 is the maximum equipment weight of the pumping components as provided by the manufacturer. This weight does not include the motor. 21,000 lb. is the correct maximum value for this equipment.

The weight provided on S-050 is an operating design load, including the motors, water weight in the pump column, and downthrust induced by the motors. 71,000 lb. is the correct design load.

326 4 35 20 16.53

2.3 Reference Spec 35 20 16.53-2.3 regarding

Hydraulic Vertical Lift Gates. Please advise as to Basis of Design manufacturer and model for the sluice gates.

Propose in accordance with the solicitation.

327 6 35 45

2.1 Reference Spec 35 45 01-2.1 regarding

Vertical Pumps Mixed Flow Impeller Type. Please advise as to Basis of Design manufacturer and model for the vertical…