N6247024R0062 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

See Block 14 Continuation Page

1. CONTRACT ID CODE PAGE OF PAGES

140 1 41

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

16C. DATE SIGNED

BY 05-Jun-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 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 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

05-Jun-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 0008

The purpose of this amendment is to:

1. Respond to PPIs.

2. Revise Specifications.

3. Revise Drawings.

4. Provide attachments.

1. PPI Responses

PPI

NO

REFERENCE

QUESTION

GOVERNMENT

RESPONSE Page

Sectio n

Para

Are there any rail geometry drawings available that show the overall layout including crane rail radius?

Rail geometry to match existing conditions. Per Section 41 22 13.33, Paragraph

1.5 the Contractor is to provide an as-built survey of the existing crane rail system and components prior to the submittal of crane rail system shop drawings.

Base bid on:

Crane Rail w/ Base Plate, Clips and Anchors: 3,560' (inclusive of frogs and turnouts) New Switches: 8 each (4 pairs) New Frogs: 3 each Reinstallation of Existing Frogs: 3 each

In regards to the Frogs and Switches, are drawings available that detail their locations and transition points?

Rail geometry to match existing conditions. Per Section 41 22 13.33, Paragraph

1.5 the Contractor is to provide an as-built survey of the existing crane rail system and components prior to the submittal of crane rail system shop drawings.

Is there an available drawing that shows the overall lengths of the crane rail and the limits of the work?

Limits of crane rail reconstruction are depicted on the CS1XX series drawings.

S-031, SD301

S-031 Step 12.A. has the floor piling and first stage grade beams getting installed before the granite (top down removal) and existing concrete from the dock walls is removed in Steps 13 and 14. SD301 drawing indicates that the lower portion of the existing wall's granite blocks and concrete will need to be removed prior to the floor pile and first stage grade beam installation which conflicts with the sequence shown on S-031, Step 12A.

Demolition of the lower portion of the wall at the grade beam locations will leave the balance of the wall unsupported if the remainder of the wall is to be removed subsequently.

Please provide clarification on the proposed sequence of work as it pertains to the demolition limits and proposed construction.

Yes, portions of the lower wall courses must be locally removed along with the floor to construct the grade beams. The granite facing is keyed and mortared into steps formed in the concrete walls, including header blocks. See Amendment detail below.

552 S-031 Propos ed Constr uction Sequen cing

Does the KTR have to perform the work in the order specified on S-031 "Proposed Construction Sequencing" (e.g. Do we have to wait to complete the diaphragms and SCC infill pours prior to starting demolition on the entrance floor / riverwalls and finishing demolition on the remaining floor.) If the KTR is required to adhere to this sequencing, then meeting any schedule requirements will be difficult.

No, See Amendment detail below.

Please provide crane rail geometry, including specific radiuses, as well as stationing or lengths.

Rail geometry to match existing conditions. Per Section 41 22 13.33, Paragraph 1.5 the Contractor is to provide an as-built survey of the existing crane rail system and components prior to the submittal of crane rail system shop drawings.

554 S-524

B1

The plan view of the rebuilt crane rail has omitted a section of the sole plate that is needed to determine quantities for bidding purposes.

Please provide a plan detail of a full length new section of crane rail, or clarify spacing of anchor bolts and rail clips for a full length new section of crane rail sole plate.

Section C2/S-524 depicts the reconstructed crane rail, including base plates, in section. Partial plan B1/S-524 depicts the reconstructed crane rail, including base plates with rail clips and anchor bolts, in plan view. The Contractor is required to submit shop drawings for the rail layout and base plates during construction.

Per notes on B1/S-524, base plates on to be a maximum of 12' long and a minimum of 6'.

In regard to the crane rail, at the area of the curves, is gauge tightening to be considered?

Yes, gauge tightening must be considered at curves in the crane rails.

CD-110,

CD-111,

CD-115

Keynote

Please detail the linear feet of crane rail that is to be salvaged for reinstallation on CD-110, CD-111, & CD-115 as the start and stop of these areas on the drawings are unclear.

Keynote 12 has been deleted.

No crane rail is to be salvaged for reuse. Reconstruct using new crane rail. See Amendment detail below.

SD103-

SD113

Please confirm if the contractor may remove all drydock floor granite once access is gained to the basin after dewatering. Once removed, concrete demolition for grade beams will be spaced at minimum 50' apart.

No, demolish granite in accordance with the proposed sequence of construction. See Amendment detail below.

34 11 00 1.5

The first paragraph requests confirmation of all parts of the rail infrastructure. The track structure is apparently encased in asphalt and/or concrete. The observation and confirmation of components is not possible until exposure.

Section 34 11 00, Paragraph 1.5 requires a survey of the existing rail geometry. It does not require a visual inspection of the existing railroad system components.

34 11

00 1.5

The second paragraph requests drawing details for casting and fabrication of all fittings. Does this second paragraph apply to the railroad components?

No new railroad fittings (switches, switchstands, frogs) are required. Paragraph has been deleted. See Amendment detail below.

34 11 00 2.1

Blast Furnace Slag is generally not recommended due to its inconsistent chemical content. Please confirm the type of rock to be utilized on the contract. Granite, trap rock, limestone or others.

Slag has been deleted from Table I. See Amendment detail below.

34 11

00 2.3.1

The number of holes per joint bar are not mentioned, please provide the number of holes in the joint bars and the spacing of the holes.

Provide 6-hole joint bars per the AREMA Engineering Manual for the rail size indicated. See Amendment detail below.

34 11 00 2.3.1

Bolt type and dimensions for these joint bars are not mentioned. Section

2.9.2.1 indicates that many different bolt lengths and diameters will be required, but the sizes are unknown until exposed. Please clarify.

Provide bolts for 6-hole joint bars per the AREMA Engineering Manual for the rail size indicated. See Amendment detail below.

34 11 00 2.6

The first sentence refers to new rail, but the second and third sentences refer to Industrial Grade Rail (IGR).

The industrial grade rail has many variations of head and side rail. Is IGR rail permitted? If so, please

Provide new railroad rail, except where existing is indicated for salvage/reuse.

See Amendment detail below.

provide minimum and maximum allowable tolerances for IGR.

34 11

00 2.6

Is the new rail supplied under 2.6 to be control cooled or head hardened rail?

All new railroad rail used in the track shall be control cooled rail. See Amendment detail below.

565 34 11 00 2.7b

Is copper naphthenate treatment acceptable for use on the wooden ties?

Propose in accordance with the solicitation.

34 11

00 2.7.1a

This section indicates that ties are to be 8’0”. Drawing NAVFAC drawing 14144810 shows a standard tie dimension of 8’6”. Please confirm the wood tie dimension.

Standard ties shall be 8'-6" long. See Amendment detail below.

34 11 00 2.11.1

This section references contractor and government supplied rail sections. Is the government providing materials? If so, please provide quantities and rail section of government supplied materials.

In the context of this paragraph, interpret Government Furnished to mean welding to existing rails or welding salvaged rails. See Amendment detail below.

34 11

3.3.3 & 3.6.1

Is there a specific tie plate design to be utilized, single shoulder or double shoulder, length and width? Please provide that information.

See Amendment detail below.

34 11

3.3.3 & 3.6.1

What is the spiking pattern for tie plates on tangent and curved tracks?

Use two spikes on the gage side and two on the field side of each rail, for a total of eight spikes in each tie. See Amendment detail below.

34 11

00 3.6.1

Section 3.6.1 indicates that excess tie plates will be delivered to a storage site. Will any other excess contractor materials be returned to storage?

No.

34 11

00 3.3.8.1a

This section references 5 train operations. Is this a government train which travels across newly constructed tracks prior to final surfacing?

Yes, a Government test car will be used to test the tracks prior to final surfacing.

34 11

3.3.8.1b- 1e

This section deals with Skim Lifts and describes anticipated lifts of varying heights. Where is this work anticipated to occur? Please provide details.

Section includes standard procedures for leveling tracks over a range of different scenarios. Minor resurfacing may be required adjacent areas of localized track reconstruction, such as at utility crossings.

573 34 11 00 3.4.6

Please provide a previously approved rust inhibitor for coating of the rails.

Propose in accordance with the solicitation.

42 22

13.33 2.1

"Provide new track material except for existing material approved for reuse. Perform removal work as specified in Section 34 11 00

RAILROAD TRACK AND

Provide new crane rail. See Amendment detail below.

ACCESSORIES. The following material is existing and may be reused: 135-CR Crane Rail specifically approved by the Contracting Officer on a case by case basis."

This indicates some crane rail “may” be reused, but the rail is encased. Its condition is unknown and its removal may cause unintentional damage.

Should the contractor assume that no existing crane rail will be acceptable for re-use?

42 22

13.33 2.1.6

The last sentence of the section states “to heat either side of a rail joint before welding overlay.” That would not be necessary for thermite or flashbutt welding, only for potentially joining new rail to old rail, but it is not clear. Please clarify.

Paragraph is intended to address welding of dissimilar metals, if required.

576 SD155

Keynote D7

Note D7 states that all existing abandoned steel and concrete surfaces to be sandblasted prior to concrete placement. Can waterblasting be used in lieu of sandblasting? If not, please state the requirements for sandblasting.

Yes, existing pumpwell surfaces can be prepared using either waterblasting (SSPC WJ-

4) or sandblasting (SSPC-SP 7) prior to concrete placement.

CS-105

& CS-

Will the EOR please indicate the geometry for Frogs 20 and 21?

Rail geometry to match existing conditions. Per Section 41 22 13.33, Paragraph 1.5 the Contractor is to provide an as-built survey of the existing crane rail system and components prior to the submittal of crane rail system shop drawings. Record drawings for existing Frogs 21 and 27 have been added to the reference drawings. See Addendum 0007.

Will the EOR please detail the rail geometry for Switches 9, 10, 11, and 12?

Rail geometry to match existing conditions. Per Section 41 22 13.33, Paragraph 1.5 the Contractor is to provide an as-built survey of the existing crane rail system and components prior to the submittal of crane rail system shop drawings.

579 CD-110

B1

There is a callout to "core drill through the existing crane beam for telecom installation" on CD-110, but there is no additional detail for this penetration, and it is also missing

Route telecom ductbank through existing crane beam openings at this location. See from the TELE-1 profile on ET-201.

Please provide a size and detail for the core drill.

31 52 01 2.2.2 (b.)

This paragraph calls for driving points on the W44x335 king piles.

The piling manufacturer has indicated that driving points for W44x335's are not available pre-fabricated or "off the shelf". Please provide a detail for the required driving points or provide sources that can supply the driving points.

A leading driving point supplier was consulted during the design process. The supplier indicated they would either cut and spread a standard HP point -or-cut and spread a standard HP point in combination with a W-beam web shoe. Propose in accordance with the solicitation.

SD302

& S-302

Drawing SD302 shows the typical demolition section between grade beams with a distance from the centerline of the dry dock to the center line of the inner crane rail showing 71'-8". Drawing S-302 shows this same measurement as 72'- 0". Please confirm that it is the intention of this contract to have inner and outer crane rail line installed in the same alignment as the existing crane rail.

The intent is to maintain the same alignment as the existing crane rails. Please see Section 34 11 00 Subpart 1.5, as a survey of existing rail geometry is required.

S-161

There are two equipment pads depicted on the North Side of the Wet Well structure without callout for size or depth of pads. Please provide call out with pad thickness and any other relevant notes.

See Sheet Keynote 7. Typical for roof equipment pads.

SB113

Drawing SB113 shows new Wet Well Tie backs going through the backfilled remains of a former Dry Dock 6 (plan view only). Please clarify if the new tie backs are to be drilled through this buried structure?

The tiebacks installed through the south wall of the wet well excavation support system pass beneath the former Dry Dock 6 structure. They will not be drilled through the existing DD6 structure. See A2/S-904

AND C3/S-904.

n/a

Appen dix J Note #6 & #12 n/a

Based on the Historical Construction Photographs (Appendix J), the wall granite blocks appear to have been installed prior to the floor granite blocks. These photographs indicate the granite blocks are primarily a facing and do not provide structural support. Please confirm wall (Note #13, 23) & floor (Note #6.A, 9.A, 9.B, 12.A, 23, 26) granite blocks may be removed prior Note #9. These adjustments to sequencing improve safety and allow contractors to optimize dry dock demolition activities.

See record drawings for wall construction note that wall is keyed into concrete wall beyond, each block was cut to fit, and has been effective for keeping groundwater out of dock, the granite is working in arch action. See revised sequencing listed on sheet S- 031 in Amendment.

S-031 Note #12 n/a

Please confirm the 50 ft restriction only applies to concrete demolition within the grade beam section and modify note #12 to read "...Sequence work such that grade beam concrete demolition is spaced at least 50 ft apart center to center at all times (every other grade beam)."

The contingency third row of anchors at elevation 63 is obstructed at the anchor head by the proposed south most 30" dia pipe strut with CL elev of 50.0. Can installation of this pipe strut be delayed until AFTER the contingency anchors are installed and successfully tested?

Delete Note 2 from C4/S-579.

The requirement for pricing an additional (contingent) row of tiebacks has been removed.

S-031

Propos ed Constr uction Sequen cing Note 18

Are we allowed to begin demolition/construction on the entrance floor, walls, and riverwalls (Note 23/24/25) immediately following completion of demolition of the walls (Note 13/14)? Or do we have to wait until all the SCC infill between that diaphragms has been installed?

No, riverwall demolition and reconstruction may begin following installation of the entrance seat piles. See Amendment detail below.

A102 & A103

09 67 23.13

Please provide the finish required on top of the concrete equipment pads located within the Wet Well building.

Finish equipment pads per Section 03 30 00, Paragraph 3.10.1.3

03 31 section

1.9.5.5 31 2

Specification 03 31 30 Marine Concrete section 1.9.5.5 allows the use of either ASTM C150 Portland cement and/or ASTM C595 and ASTM C1157 blended cement.

Specification 31 52 01 section 2.8.4 for the tieback grout states all cement shall be ASTM C150 Type I,II, or III. There is no requirement specified for the jet grout cement. Please allow both ASTM C150 type I, II, II and ASTM C595 blended hydraulic cement to be used for the tieback and jet grout cement.

Cement conforming to ASTM C150 - Type I, II, I/II, III, or V;

or ASTM C595 - Type IL may be used for tie backs and jet grouting. See Amendment detail below.

31 09 section 3.1.3

Specification 31 09 13 section 3.1.3 states that the Contractor's Specialty Engineer shall monitor and log all cracks and crack monitoring devices daily and immediately notify the Contracting Officer of any observed change." Further in section 3.1.3 it states "DRP's shall be surveyed for movement on a weekly basis during dry dock demolition, daily during pile extraction, daily during

Crack monitoring is to track the growth of active cracks, while DRPs are monitored to monitor displacement (and/or settlement) during indicated construction activities.

Monitor cracks on a daily basis when heavy construction activities (e.g., demolition, excavation/dredging, dredging, daily during pile driving, and weekly for two weeks after pile driving has stopped." Please clarify the intent of the crack monitoring and logging - is this monitoring only to be done during the same work periods and same intervals as the DRP's? or is this intended to be daily monitoring from the start to end of construction?

backfill/compaction, pile driving) are within 100' of the monitored structure. Monitor weekly for two weeks after heavy construction activities have stopped. See Amendment

31 52 section 3.7.5.2 and 31 09 13 section 3.2.2.g

Specification section 31 52 01 section 3.7.5.2 for the wet well states that a "use a minimum of two seismographs . . . " for the vibration monitoring during the wet well construction. Specification 31 09 13 section 3.2.2.g states "perform vibration monitoring with a minimum of four seismographs . . . ".

Please clarify if the two seismographs in specification 31 52 01 are intended to be in addition to the four seismographs in specification 31 09 13 for a total of six seismographs.

A minimum of two (2) seismographs must be used during driving of sheetpiling defined in Section 31 52 01. If other work that also requires vibration monitoring is occurring at the same time, seismographs can be used for both scopes.

31 09 section 3.1.3

Specification 31 09 13 section 3.1.3 states "The Contractor's Specialty Engineer shall monitor and log all cracks and crack monitoring devices daily." For bidding purposes, please provide an estimated quantity of crack monitoring devices required.

Propose in accordance with the solicitation.

C-002

Demol ition Notes Note 10

Note 10 states that the Contractor must assume that all asphalt pavement has concrete base beneath it that must be demolished during pavement demolition. Please confirm that concrete base is not below all of the asphalt pavement and that the borings reflect actual site conditions.

While the provided borings offer useful information regarding subsurface conditions at specific locations, they do not provide adequate coverage of the existing conditions. The Contractor is responsible for interpreting and incorporating all notes and assumptions provided in the demolition notes.

E-661 Keynot e 1

Is the cable being routed from the secondary of the 2500KVA Transformer (11.5 KV – 4.16KV) to the MCC2 Main (4160V) to be 5KV and not 15KV as stated in Keynote 1? Please advise.

Provide 15kV as indicated on the drawings.

E-661 Keynot e 1

Is the cable being routed from MCC2 (Generator Breaker 4.16KV) to the secondary of the 750KVA Transformer (480V - 4.16KV) to be 5KV and not 15KV as stated in Keynote 1? Please advise.

Provide 15kV as indicated on the drawings.

E-662.

E-562

Will the cable being routed from MCC2 to the 5KV Motors (DP-1 thru DP-6) be 5KV and not 15KV as stated in Detail Drawing E-562, Detail A3? Please advise.

Provide 15kV as indicated on the drawings.

Amend ment 0003, Q&A

Q&A

The response to question 102, in addition to spec section 03 31 30, paragraph 3.4.8, seems to prescribe a required sequence of construction for the wall SCC. This sequence is in conflict with the suggested sequence of work on the drawings and places schedule risk, especially concerning the availability of the North Crane Rails during the required periods shown on the drawings, on the contractor. In addition, this requirement seems to be strictly for the north and south wall SCC placements. Is this balanced requirement necessary for the wall demolition, wall precast panel installation, and wall formed concrete and diaphragms? Will there be a similar requirement for balancing the floor construction? As bidders, we do not have access to the basis of design requirements and assumptions derived by the Engineer of Record (EOR) to establish the sequence information provided. The required sequence will also drive the planned sequence for all other work associated with the project, including but not limited to pile driving, demolition, Wet Well construction, wall construction, floor construction, entrance structure, mechanical installations, and utilities. It will also impact the quantity of crews and headings contractors utilize to complete the work. Please clarify the required construction sequence.

The balanced fill requirement only applies to the placement of the SCC fill within the walls.

See Amendment for revised Sheet S-031.

CS501 C2

There is a call out to a retaining wall in this detail, that says "see structural drawings for retaining wall details".

There are no specific details for this retaining wall in the structural drawings. Please provide details.

See Detail A1/S553.

01 45

The special inspections specification, geotechnical section, is unclear if an independent 3rd party inspector is required for the jet grout work.

Please confirm an independent 3rd party inspector is not required during jet grout installation

No, an independent 3rd party inspector is not required during jet grout installation.

The special inspections special inspection, geotechnical section is unclear if an independent 3rd party inspector is required for the tieback work. Please confirm an independent 3rd party inspector is not required during tieback installation

An independent 3rd party inspector is required during tie back stressing/testing.

CD104,

SD301 A1

Sheet CD-104 shows the Mass- Excavation limits from the existing utility tunnel to the outer crane rail.

SD-301, section A1 shows the Mass- Excavation from the existing utility tunnel to the outer crane rail, plus an 8' wide bench beyond the outer crane rail, then daylighting to the existing surface at a 2:1 slope. Please clarify the limits of the Mass-Excavation.

Mass excavation may occur to the limits shown on the SD series drawings.

S-031

The Proposed Construction Sequence found on Sheet S-031, Steps 7 through 11 layout the sequence to construct the Wet Well. Steps 12 and beyond then sequence the demolition and reconstruction of the dry dock and entrance structure. Is it the intent of this sequence to complete the Wet Well Construction prior to the remaining Dry Dock? Will the contractor be afforded the ability to perform concurrent work? If so, please provide parameters in which concurrent work will be permitted.

Dock wall demolition and reconstruction may proceed in advance of or concurrently with wet well construction. See

S-031

The proposed Construction Sequence found on Sheet S-031, step 12 states to sequence work such that grade beam demolition is spaced at least 50 ft apart . . . (every other grade beam).

Step A to remove concrete and granite and then step B to core drill the existing dock for the H-Piles. Can the core drilling take place prior the granite and concrete removal for the rest of the grade beam? Can cores for the H-piles be removed for all bents prior to concrete removal for the grade beam, with just the grade beam concrete removal following the every other grade beam requirement?

Yes, all pile locations may be core drilled and the cores removed in advance of granite/concrete demolition for grade beams. See Amendment detail below.

EP113,

EP261 &

EP606

EP261,

Note 2

Sheet EP113 calls for conduits S2,10 & 12 (3-5" conduits, see sheet EP606) to be installed underground.

Sheet EP261 calls for 4-6" riser conduits to tie into the 3-5" conduits.

Is the intention to to reduce the 3 of the 6" conduits down to 5" and leave 1 spare riser conduit, or should these 4-6" riser conduits be reduced in size and quantity to match what is being installed underground?

See Amendment detail below.

03 31 30 2.1.1

Is the SCC max 115 lb. unit weight based on wet weight (plastic) or dry weight (equilibrium)?

The maximum SCC unit weight is based on dry weight (post curing).

A-310 07 14 00 n/a

Drawing A-310 sheet keynote #54 states "fluid applied waterproofing at Sub-Grade Concrete Exterior Face" for Wet Well 3. Drawing S-903 and others include an earth retention/cofferdam system installed and left in-place, prior to concrete placement below elevation 100'.

Please confirm fluid applied waterproofing is not required for Wet Well 3. If it is required, please clarify the substrate for waterproofing adherence.

See previous Amendment 0004, PPI Response 223.

S-031 n/a n/a

Drawing S-031 includes a "Proposed Construction Sequence of Basin and Wet Well" with a series of steps to varying levels of detail across multiple areas of the dry dock basin.

Please clarify if the proposed sequence implies a true finish to start relationship between each step shown, i.e. "Step 25. Provide CIP floor, walls, and river walls at

No, proposed sequence shown on S-031 is not a true finish to start relationship. See entrance." is the predecessor to "Step

26. Demolish existing granite and concrete as indicated from balance of dry dock floor." If this is not the intent, please clarify which of the proposed steps are requirements as opposed to suggestions to the Contractor to sequence the work.

S--503 C4 n/a

Per Drawing S-503, Detail C4, the 2’ x 2’ trench drain is shown sitting on top of the Stage 1 grade beam (GB1) with a chamfered corner at the bottom of the trench tapering into the beam. We are concerned, due to the location of the cold joint, that the chamfer may be prone to chipping or spalling, potentially compromising the integrity and appearance of the installation. Please confirm either of the following solutions is acceptable:

(1) eliminating the chamfer at GB1 to maintain a solid connection and reduce the risk of chipping

(2) creating a shallow recess at the top of the Stage 1 grade beam, to better accommodate the chamfer.

It will be acceptable to create a shallow recess at the top of the Stage 1 grade beam to better accommodate/reinforce the trench drain chamfers.

Amendm ent 0005 n/a n/a

Please confirm the last item "DELETE subparagraph “a.” and REPLACE with" on Amendment 0005 page 39 (continuting onto page

40) is in reference to specification 26 20 00, 2.19.1.9.a.

Confirmed, this item is in reference to Section 26 20 00, Paragraph 2.19.1.9.a.

S-503 A1 n/a

Drawing S-503, A1, provides the standard cross-section detail for the SCC (self-consolidating concrete) fill beneath the precast floor panels.

There is a significant risk of void formation during the placement of the SCC fill under the precast panels.

Please clarify the quality control procedures in place for detecting voids beneath the panels, and, if voids are identified, specify the preferred remediation methods.

Methods to be covered in Section 03 31 30 Section 1.4 SD-02 SCC Placement Plan, See Amendment for addition to Subpart 3.4.8

SC301 n/a n/a

Please confirm that Contractor may deviate from the cofferdam seal wall connection detail design or installation as shown in the drawings (SC301, Details C1, C3, A1 and A2) and specs if full design calculations are stamped by a professional engineer in the state of Virginia.

Any modifications that trigger permit modification or additional environmental consultations are not acceptable. The footprint of the closure walls cannot extend riverward, beyond the permitted footprint. Likely only changes to the size/type of sheet piling used or detailing of the cast-in-place closures would be considered. The Contractor may submit a Variation per Section 01 33

00.00 22, Paragraph 1.9. A variation request would require drawings and calculations signed and sealed by a Virginia Professional Engineer.

612 SD103

to SD110 n/a n/a

Drawings SD103 to SD110, sheet keynote 5, indicates sheeting required for excavation. Please confirm sheeting may be left in place and cut to 3 feet below grade.

No, sheeting required for excavation support cannot be cut off and abandoned in place.

S-051

Wet Well 3 Structu ral Genera l Note #6.B.1 6 n/a

Drawing S-051, Wet Well 3 Structural General Note #6.B.16 states "HOT-DIP GALVANIZE ALL

STRUCTURAL AND

MISCELLANEOUS STEEL,

INCLUDING ALL FASTENERS,

WITH THE EXCEPTION OF

STAINLESS STEEL AND THE

TEMPORARY COFFERDAM."

Please confirm sheet pile and king pile are not required to be hot-dip galvanized.

No piling (including sheet/king) are required to be hot-dip galvanized.

S-002 Note 4 (F.)

Note states that all construction joints must be cleaned of surface laitance, curing compound, and other foreign materials before placing fresh concrete against the surface of the joint. Abrasive blast methods must be used to clean construction joints to the extent that clean aggregate is exposed. Blasting abrasive must be contained. All construction joints must be flushed with water and allowed to dry to a surface dry condition prior to placing concrete.

Due to several limiting factors, including limited access areas and potential of damage to resteel coating and waterstop, can the KTR use alternate means of cleaning to satisfy the requirements of ACI 318?

Concur, abrasive blasting is not required for preparation of construction joints. See Amendment detail below.

03 31 30 1.8.2

The concrete design requirements state a maximum of 1000 coulombs, but the specs state silica fume is not permitted. Without silica fume, suppliers cannot guarantee achieving a rate under 1000 coulombs. Please advise.

We have seen recent construction submittals with a 35% fly ash mix, 0.4 w/cm ratio, and no silica fume that provide a value on the order of 750 coulombs at 56 days.

Propose in accordance with the solicitation.

CD-112 Note 43

Please confirm the need for 2 each storm drain bypass systems in this area, as the manholes and yard drains that feed into the 18" storm drain pipe are to be demolished and there are no structures upstream per the CD & V drawing sets.

It is the Contractors responsibility to maintain stormwater management and control runoff within the project limits. The note is intended to highlight the required demolition downstream in grid B3 and B4.

The Contractor should plan for bypass systems unless an acceptable alternative is provided in the dewatering plan.

03 31 30 2.3 g

Specialty import aggregate will be required to achieve the 150 pound per cubic foot requirement for the SCC. Also, with this weight requirement combined with 50% fly ash, there is concern with not passing the required spread test. Can the minimum density of SCC used in basin of dry dock below floor planks and between diaphragms be reduced to 140 pounds per cubic foot?

150 pcf is critical for dry dock placement to resist the effects of buoyancy at design flood elevation. Propose in accordance with the solicitation.

ET-111,

ET-201

PPI Response #372 states there are existing openings in the crane beams for TELE-1 to cross from TMH-2038 & TMH-2039 and to adjust routing as needed to pass through existing opening, but the drawings do not show anything being demolished in this area. Please confirm these existing holes are capable of recieving the TELE-1 conduit.

The existing openings in the crane beam are capable of receiving the conduit.

SD-309

Since the drydock granite floor is to be demolished, can the contractor drop segments of the VRC tower onto the drydock floor during its demolition?

Demolish VRC in a "systematic manner" in accordance with Section 02 41 00.00 22, Paragraph 3.1.1.

of 133

Arc Flash

Risk/Haz ard

Analysis

Sectio n 01 26.00 Page 40 3.10.3

"The NNSY electrical distribution system is very large and complex.

We can provide the electrical Coordination, Fault Current Study, and ARC Flash Analysis but limited to a few items as listed below:

A. We propose to use SKM or E-Tap modelling software, limited to the electrical circuits we terminate cables to for:

1) Short Circuit Study & Report,

2) Arc Flash Study & Report,

3) Coordination Study & Report with trip device settings

4) Voltage Drop Study & Report

Confirmed, proposal outline in

(A) is acceptable and the items described in (B) will be provided by the Government.

B. Please confirm the NNSY or the EOR will provide this requested information below:

a) Electrical impedance, voltage, and available fault current at the points where we will terminate cabling.

b) Trip Coordination setting for the next upstream electrical Node or device."

Genera l

Does the existing 1.5MW Generator (relocated) have a Load Bank for testing or will the contractor provide a Load Bank?

The Contractor is not responsible for load bank testing the existing Government Furnished 1.5MW Generator.

33 40 00.2.3.

Specification 33 40 00.2.3.1 – This specification notes that Marine Concrete (03 31 30) is to be used for concrete drainage structures, however specification 03 30 00 lists Storm Drain inlets and manholes under the scope of work. Please confirm which specification is to be used for precast and cast-in-place storm drain pipe, manholes, vaults, and drain inlets.

35 and 31 52

The special inspections, geotechnical section and the wet well SOE specification is unclear if an independent 3rd party inspector is required during the wet well excavation and strut & waler installation. Please confirm an independent 3rd party inspector is not required during wet well excavation, waler installation, and strut installation.

Provide independent 3rd party inspector during wet well waler and strut installation. Third party inspection is not required during wet well excavation.

A-310 B4

Please provide size, and finish for expansion anchors used to fasten wood nailer to parapet.

Utilize 316 Stainless steel type Expansion anchors for the fastening of nailers at the parapet walls. Size and spacing are to be determined by the Contractor to achieve adequate embedment depth within the concrete substrate and conform to performance requirements and standards as specified.

PPI 340 A-401 B1

Please confirm that there is not supposed to be "Full Height FRP" at the location of the Utility Sink, shown in B1 on A-401. PPI 340 states, "The use of FRP-1 is limited

Provide full height FRP finish (FRP-1) on the wall faces adjacent to the Utility sink as shown on B1/A-401. This is to to the Toilet room (115) only and up to an elevation of 6'-10" above finish floor as is indicated on elevations A2/A-401, A3/A-401, and A4/A-401. " If there is supposed to be FRP-1 at the location of the utility sink, please confirm that is only the wall directly behind the sink and doesn't include the side walls.

include the side walls on the left and right sides of the sink.

Appen dix D

After reviewing the concrete coring report it appears that the cores taken of the Granite Block material were not tested for compressive strength.

Is any compressive strength information available for the Granite Block material?

No granite samples were tested for compressive strength.

G-006

Asbest os Abate ment Note #1

Referencing Asbestos Abatement #1 on Contract Drawing G-006, the Contractor is to assume ALL cables in existing manholes are wrapped in Asbestos Containing Fire Wrapping.

Please confirm that this applies to ALL cables including low voltage and communication wires and not just medium voltage rated cables. In addition, please confirm if the cables are individually wrapped or wrapped in a bundle per conduit. Finally, please confirm that the asbestos containing fire wrapping on the cables is confined to the manholes and the cables are not wrapped inside the duct bank conduits

Propose in accordance with the solicitation.

G-006

Asbest os Abate ment Note #2

Asbestos Abatement #2 on Contract Drawing G-006 states "Electrical fiber conduits within duct banks must be assumed to have asbestos containing material within the conduit itself." Please clarify if the fiber conduits referenced in the note are the duct bank conduits or fiber innerducts within the duct bank conduits. Please clarify what is defined as a "Fiber Conduit". Does this apply to all telecom duct bank conduits or just conduits that contain existing fiber cable.

Propose in accordance with the

26 20 01 3.1.11.3

Specification 26 20 01 describes the requirements for the "Exterior Distribution System (Dry Dock Site). Specification Part 3.1.11.3 requires the maximum resistance-to-ground of the grounding system shall not exceed 5 ohms and the Contractor is to contact the

If grounding system is installed as detailed and does not meet the specified maximum resistance-to-ground, the Gov't will first evaluate the provided resistance against minimum code requirements and determine if modifications to

Contracting Officer if this requirement cannot be met. Please confirm that modifications directed by the Contracting Officer to the grounding system beyond what is shown on contract drawings EG103 to EG113 to achieve the 5 ohm requirement will be considered a compensable change.

the system are necessary. If the Government directs the Contractor to make changes to the grounding system to meet these requirements, these changes will be evaluated as a changed condition.

05 05 20 3.3.2

Specification 05 05 20 details tests and inspections for adhesive anchors in section 3.3.2, which includes a pull test to be conducted by a Special Inspector. Please advise if this is required for the #6 dowel with standard hook for the tremie slab connection and for the #8 headed dowels for the seal wall connections.

If so, is it acceptable to conduct these tests on land instead of underwater.

Also, please confirm if this Special Inspection should fall under the Underwater QC Team as it is not outlined in Specification 01 45 00.00 22 section 1.7.5.1

The intent of the pull test conducted by a special inspector, is above water placement, and not required for the tremie slab or cofferdam seal walls.

31 52 00 2.1.1

Specification 31 52 00, Section 2.1.1 states that "impact pile hammers must be used to drive piles to obtain the indicated capacity." Since no capacity is specified for the cofferdam pipe piles, only a tip elevation, please confirm whether it is acceptable for the contractor to use a vibratory hammer to drive the pile to the design tip elevation, provided the soil conditions permit. If the intent is to use an impact hammer to drive the cofferdam pipe piles to capacity, please provide the required driving capacity.

Drive piles to the indicated tip elevation using an impact hammer. See Amendment detail below.

G-006

Asbest os Abate ment Note #2

Asbestos Abatement #2 on Contract Drawing G-006 states "Electrical fiber conduits within duct banks must be assumed to have asbestos containing material within the conduit itself." Referencing Contract Drawing ET106 Sheet Keynote #1, the Contractor is to intercept telecom duct bank and extend to TMH-2030.

Please provide guidance on how the Contractor is to proceed if it is found that the existing telecom duct bank that is being extended contains ACM.

Is the Contractor to pull new cables through the existing ACM pipe?

Propose in accordance with the

33 01 30.16

Contractor has reviewed specification section 33 01 30.16 - TV Inspection of Sewer and Storm Drain Lines. It is unclear how this applies to the scope of work contemplated under this contract.

Storm and sewer utilities within the limits of disturbance are scheduled to be demolished and replaced with new. Please provide information as to where this specification applies.

We do not find this section is referred to any other possible related section.

Specification is referenced in 33 40 00 - Stormwater Utilities Part 3.9.2.1 Post Installation Inspections, and 33 30 00 Sanitary Sewerage Part 3.3.3.2 Post Installation Inspections.

Applies to all new pipe under 48" dia.

S-526 35 59 35 2.2.1.1

Specification 31 59 35, Section

2.2.1.1 states that " ASTM A536, Grade 65-45-12" material be used for the Cleats and mooring Bollards.

Steel fabricators have notified us that Cleats/Bollards cannot be made in Ductile Iron 65-45-12. Their suggestion is ASTM A27 gr 65/35 or 70/36 cast steel. Please advise if acceptable.

We have contacted several vendors who confirmed they can cast the mooring hardware domestically from ductile iron in the required capacities.

25 05 11.01 page

Notional 5-Layer Diagram

The 5-layer diagram and CCI list introduction for the DDC appears to be the same as that for the HVAC DDC BAS and AMI spec 25 05

11.03. Please provide the 5-layer

diagram and CCI lists for the DDC system associated with spec 25 05 11.01?

5 Layer Diagrams are intended as a starting point for discussion between the Cybersecurity SME (Construction Contractor) and the Government (NAVFAC CIO). They are “notional” and provides a basic initial understanding of the components that may be introduced. Specific details on how the HVAC DDC and AMI systems will be networked will be determined in construction and through coordination with the appropriate teams.

ED106

There are numerous existing duct banks in which the Contractor is to remove the existing cables from the existing duct banks and install new cables in the existing duct banks. For reference, see contract drawing ED106 between EMH1305 and EMH 1306. Please provide guidance on the duration the Contractor is to attempt to remove the existing cable in the event that the existing duct is collapsed and/or obstructed. In addition, please confirm that the corrective action for a collapsed duct in which the existing wire cannot be

Much of the older ductbanks systems are being removed completely. If collapsed or obstructed ducts are encountered and a comparable (existing or planned) pathway cannot be identified route the new cabling, the situation will be evaluated as a changed condition.

removed will be treated as a compensable change.

Addendu m #5

PPI

We request clarification to PPI No 484 in reference to a mass concrete placement. During the thermal control period, which typically involves the placement of dry insulation materials such as foam boards or blankets around the mass element, the ponding of water will negate the insulating properties of the insulation. Please clarify that water immersion is not required for mass concrete placements during the thermal control period.

Per Section 03 31 30, Paragraph 3.7.1 Wet Curing is required for all marine concrete placement for a minimum of 7 days. There are options provided in the specification, other the ponding/immersion, that can be used in combination with dry insulation materials for mass concrete placement.

31 62 16.16

There are numerous callouts of the use of reaction pile for the H-Pile load tests in the H-Pile specification, 31 62 16.16. The reaction pile are typically the same pile type as the production pile, and we would therefore need to core the dry dock floor in the same manner as the production pile. Please confirm that 4 ft diameter cores through the dry dock floor for the installation of the reaction pile for the load tests is acceptable.

For purposes of this specification, please interpret the term "reaction pile" to mean "reaction system".

In the case of the tensile load test, it is acceptable for the reaction frame to bear directly on the existing dry dock floor and transfer the reaction load to the floor.

In the case of compressive load tests, the Contractor may provide reaction piles installed through the existing concrete floor, provide post installed uplift anchors to anchor the reaction system to the floor, or use a weighted box (or similar system) to resist the applied test load. If reaction piles are used, then yes additional core holes through the floor may be required.

Attachm ent G

Please clarify what to include for line item 0001H for the HP16x88 steel piles in the Price proposal form. Is this item supposed to include the ancillary work to install the pile, such as coring the dry dock, installing the hydraulic cement mortar, and filling the cored hole with SCC? Or should those ancillary items be included in line item 0001A?

Line Item 0001F is the unit price for providing HP16x88 piling and Line Item 0001H for dynamic pile load tests. Costs for ancillary work should be included in Line Item 0001A

35 20 23 - Dredgi ng

1.7 Basis

for Bids

Section in Dredging specification states "Base Bids on the quantity of dredging indicated. Should the actual volume dredged differ, the contract price shall be adjusted".

There is not a dredging unit price or dredging lump sum pay item. All dredging would fall under 0001B Pay item as part of the cofferdam Lump Sum. The only indication of a quantity being provided is on Contract Drawing CN101, Note 6:

"Estimated Dredge Volume 1,750 Cu. Yd. Is this the quantity that is being referenced in the specifications that we should base our bids on?

Section 3.3.8.1 of the same specification on page 9 says that an additional 1 ft over dredge will be paid. If 1,750 CY is the basis for bids, does the 1,750 CY include the 1 ft over dredge? In addition, does the 1,750 CY include the material inside of the 60" cofferdam piles that also gets excavated and removed?

The 1,750 Cubic Yard quantity includes the volume of material to be removed from within the cofferdam piling, tremie slab footprint, and from atop the existing dry dock apron. The quantity includes the indicated overdredge allowance

01 75 00, 2.1.1;

31 52 00, 3.7.2.c, 3.7.4

Specification 01 75 00 Dewatering Treatment Systems and Dewatering Treatment Systems(PFAS) specify a design flow of 1,000gal/minute.

Specification 31 52 00 - Temp Dry Dock Entrance Cofferdam & Dry Dock Dewatering specifiy two maintenance pumps with a 5,000gpm capacity. Specification 31 52 00, paragraph 3.7.4.a then states to "Treat dewatering discharges in accordance with 01 75 00..." If water tests confirm the initial dry dock or mainteance drydock dewatering require treatment will the increase the capacity of the treatment system required to meet the output of two 5,000gpm pumps be considered a changed condition?

For bid purposes, assume the water from the initial dry dock basin dewatering is clean (does not require treatment).

E-761 Electri cal

Dwg E-761 shows MCC2 having a NEMA 1 rating. Please confirm if this rating is correct.

Confirmed, the rating for MCC2 shall be NEMA 1.

E-761, E-663

Electri cal

Dwg E-761 shows MCC1 having a 35kAIC rating. Dwg E-663 from Amendment 004 shows MCC1 having a 50kAIC rating. Please confirm which is correct.

The correct rating is 50kAIC.

N/A Electri cal

Please provide the NEMA rating for the ATS.

NEMA 1.

N/A

Electri cal

Please provide the NEMA enclosure rating for DD3-PMS-1 and DD3-

PMS-2.

Provide NEMA 3R enclosure rating for DD3-PMS-1 and

DD3-PMS-2.

E-761, E-663

Electri cal

Dwg E-761 shows SWBD1 having a 35kAIC rating.