Amendment 0003.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

N4008521R0219 P095 PIER 3 REPLACEMENT, NAVAL STATION NORFOLK, NORFOLK, VA

This amendment is issued to incorporate responses to pre-proposal inquiries (PPI’s) and extend the proposal due date to 24 November 2021 NLT 2:00 PM Local Time. The PPI cut-off date is 12 November 2021.

1. CONTRACT ID CODE PAGE OF PAGES

J 1 26

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

16C. DATE SIGNED

BY 04-Nov-2021

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 N4008521R0219

X 9B. DATED (SEE ITEM 11)

17-Sep-2021

10B. DATED (SEE ITEM 13)

9A. AMENDMENT OF SOLICITATION NO.

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

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

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

(a) By completing Items 8 and 15, and returning 1 copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted;

or (c) By separate letter or telegram which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGMENT TO BE RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN

REJECTION OF YOUR OFFER. If by virtue of this amendment you desire to change an offer already submitted, such change may be made by telegram or letter, provided each telegram or letter makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

12. ACCOUNTING AND APPROPRIATION DATA (If required)

13. THIS ITEM APPLIES ONLY TO MODIFICATIONS OF CONTRACTS/ORDERS.

IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE

CONTRACT ORDER NO. IN ITEM 10A.

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, appropriation date, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(B).

C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority)

E. IMPORTANT: Contractor is not, is required to sign this document and return copies to the issuing office.

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

10A. MOD. OF CONTRACT/ORDER NO.

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

6. ISSUED BY

3. EFFECTIVE DATE

04-Nov-2021

CODE

NAVFACSYSCOM MID-ATLANTIC

CONTRACTING CORE

9324 VIRGINIA AVENUE

NORFOLK VA 23511-3095

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

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

N4008521R0219

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 0003

PRE-PROPOSAL INQUIRES

Additional PPI's that are not included under this Amendment may be addressed in subsequent Amendments.

PPI

Reference Question Response

Sec. Para. Draw.#

9 Currently the construction industry, there is an on-going concern about significant fluctuations in material (fuel, steel, etc.)

costs due to inflationary pressures out of the offeror’s control. This concern was brought up in the Industry Day for this project. Does the Navy plan to adjust this solicitation to account for economic price adjustments?

At this time, it is not the Government's intention to adjust this solicitation to account for economic price adjustments. Bid per

RFP.

16 Spec 35 59

13.14 20

2.1.1;

2.7.1, 2.7.1.1

Section 2.1 of the Polymeric Fender Pile specification (Section 35 59 13.14 20) calls for the Type 4 polymeric piles.

These piles are extruded with a HDPE exterior/core and reinforced with GFRP (fiberglass) rebar. The Type 4 piles meet the abrasion resistance requirement in Section 2.7.1, and the HDPE exterior is not reactive to seawater. Please confirm that the “HDPE Sleeve” referenced in Section

2.7.1.1 is not required for the Type 4, extruded HDPE pile.

If the outer surface of the proposed Type 4 extruded HDPE pile with GFRP (fiberglass) reinforcement meets the abrasion resistance requirements specified, then an additional HDPE sleeve referenced in Specification Section 35 59 13.14 20, Paragraph 2.7.1.1 is not required. The intent of this specification is to provide fender piles along CEP-175 at the Pier 3T demolition area to match adjacent existing fender piles, see Plan C1/SS402.

19 SS521 /

Section C3

Drawing SS533 - Section A4 shows a construction joint under the outfall between the combi-wall and precast fascia panel. Drawing SS521 - Section C3 does not show a construction joint at top precast fascia panel. Provide clarification to if a construction joint is permitted for the infill concrete between combi-wall and precast fascia panel at EL. 3.17

In Section A4/SS533 the top of the fascia panel is at a lower elevation due to the presence of the outfall. The construction joint shown in Section A4/SS533 is only allowed at these localized areas where there is an outfall present. At typical sections away from the outfalls, a construction joint is allowed as shown in Section C3/SS521.

20 SS536 /

Section A1

SS301

Drawing SS536 precast fascia panel detail A1. Advise if contractor is responsible for analyzing the structural capacity of the precast fascia panel concerning construction loads with respect to the placement of concrete in the infill section between Combi-Wall and precast fascia panel.

The contractor is responsible for the design of the precast concrete fascia panel associated with all anticipated construction loads including, but not limited to, handling, installation, and placement of infill cast-in-place concrete between the combi-wall and the precast concrete fascia panel.

21 SS301 Drawing SS301 - Contractor note indicates each pipe pile shall temporarily anchor each pipe pile of the combi-wall and the design temporary anchoring shall resist an unfactored lateral distributed load of 3.5 kip/ft. Advise if the unfactored lateral distributed load of 3.5 kip/ft is to be assumed at the top of the combi-wall.

Otherwise advise at what EL. of the combi-wall does the 3.5 kip/ft apply.

The unfactored 3.5 kip/ft temporary anchor load shall be applied to the top of the combi-wall.

22 SS104 /

SS124

The limits of CEP-176 on Drawing SS104 suggest the CEP-176 bulkhead ends 17'- 11-1/2" south of Row Q shown on pile plan Area 104 which equates to length of CEP-102 approximately 657 Ft in length.

Drawing SS124 indicates the limits of CEP-102 are 675'-6" length up to Row Q which includes the 17'-11-1/2" portion of CEP-176 section on Drawing SS104.

Does CEP-102 start at Row Q or begin 17'-11-1/2" south of Row Q as shown on Drawing SS104

For the purposes of the combi-wall layout/designation, the limit between CEP- 176 and CEP-102 is shown on Drawing SS104 at the midpoint between steel pipe piles 109 and 110. Drawing SS124 shows the correct northern limits of the CEP-102 structure at the edge of Pier 3.

23 SS123 /

SS124 /

SS517

Drawing SS517 detail A3 concerning trench cover support frame shows angle, flexible joint sealant, and 1/4" thick neoprene pad which runs parallel with the trench cover support framing. Advise if the support frame angle, flexible joint sealant, and neoprene pad also are installed in transverse direction where precast trench covers start and end.

Correct, the trench cover support framing information (support frame angle, flexible joint sealant, and neoprene pad) shown in Detail A3/SS517 also applies to the transverse joint direction where trench covers start and end.

24 SS534 /

CS104

Drawing SS534 Detail C3 shows the CIP wharf outfall section under the 2 FT thick concrete deck. Advise if stay in place soffit form galvanized coating would be acceptable to form the top of wharf outfall under the CIP concrete deck.

No, a stay-in-place galvanized steel form is not allowed at the top of the wharf outfall due to its tendency to corrode. Bid per RFP.

25 SS501 /

SS506 -

C1 /

SS536

Drawing SS501 - Detail C1 of the Two- Way slab appears to show vertical and horizontal rebar between the precast fascia panel and combi wall. Other drawings SS501 and SS536 do not illustrate any rebar between the precast fascia panel and combi-wall. Advise if horizontal and vertical rebar is installed between precast fascia panel and combi-wall

No additional horizontal or vertical rebar is required between the precast concrete fascia panel and combi-wall on the north face of CEP-176 other than that currently shown in Section A1/SS536. Note that Detail A4/SS501 shows the west face of the combi-wall where it faces Pier 3. At this location there is no precast concrete fascia panel and the cast-in-place concrete fascia will require vertical and horizontal rebar.

26 G122, G123, CN101,

CN301

Drawing G122 depicts phase 2 construction that includes Pier 3 construction. Drawing G123 depicts phase 3 construction where dredging of the Pier 3T basin is allowed. According to Drawing CN101, dredging is required under the eastern end of the new Pier 3.

Please describe the intension of this phasing. Are we required to wait until phase 3 dredging is allowed to construction the section of Pier 3 that lays within the dredge footprint?

Demolition and any possible construction on CEP-176 Bulkhead is allowed to begin in Phase 2 of the project as the contractor sees fit. Substantial completion of the landside structural work will be required to progress to Phase 3. Dredging may begin in Phase 3 and will allow for the continuation of the construction of the CEP-176 bulkhead.

27 G121, G123, SS301,

CN301

Drawing CN301, detail A1, shows dredging in the 3T Basin all the way up against the existing bulkhead. Drawing SS301 appears to show dredging only up to the new combi wall with fill on top of the existing grade. Please confirm dredging or removal of material behind the combi wall it not required.

Confirmed. Follow the dredging limits shown on Drawing CN101A (Base Bid) or CN101B (CEP-102 Wharf Bid Option).

28 Specificatio n 03 31 30

3.2.9 SS521 /

Section C3

Specification Section 03 31 30 paragraph

3.2.9 - Pits and Trenches indicates to place bottom and walls monolithically or provide waterstops and keyways. Drawing SS521 Section C3 shows a construction joint between concrete base slab and waterside utility vault walls but does not indicate waterstop and keys. Advise if waterstop and keys are required at construction joints between concrete slab and utility vault walls

A waterstop and keyway is required at the construction joint between the concrete relieving platform slab and the utility vault wall at CEP-176.

29 Spec 03 30

3.11.1.1 Specification Section 03 30 30 Paragraph

3.11.1.1 Maximum Allowable

Construction Joint Spacing indicates construction joints shall not exceed 60 FT in any horizontal direction for walls and to divide slab on ground into areas not in excess 1,200 SF. Advise if these Maximum Allowable Construction Joint Spacings also apply to Marine Concrete Spec 03 31 30

The maximum allowable construction joint spacing provided in Specification Section 03 30 00 “Cast-in-Place Concrete”, Paragraph

3.11.1.1 typically applies to the civil related cast-in-place concrete construction and does not necessarily apply to Specification Section 03 31 30 “Marine Concrete”, which is associated with the marine structural concrete construction.

33 SS536 /

C2

Drawing SS536 Section C2 note 1 indicates contractor is to determine fascia panel dimension length 'L'. Followed by sentence indicating to Use 20' minimum length. Advise if the minimum length can be reduced to 12'-6" or less to allow for more competitive supply opportunities and ability to truck fascia panels to site.

It is acceptable to reduce the minimum length indicated in Plan C2/SS536, Note 1 from 20’-0” to 10’-0” to allow for more competitive pricing and shipping opportunities. Contractor to provide proposed layout of precast concrete fascia panels for review and approval by the Contracting Officer. Note that Contractor shall also coordinate spacing of the UHMW- PE panels to be installed on the precast concrete fascia panels so that they do not fall on a closure pour joint between panels.

34 SS515 /

C2

SS515 - Detail C2 advise what is the bar size of the upper bar running parallel with the water side utility trench under the transverse #7 bars at 6" OC. Please confirm the longitudinal running bars are #5 or #7.

The referenced longitudinal reinforcement running parallel to the waterside utility trench (located under the #7 @ 6” O.C.) shall be #5 bars spaced at approximately 6” on-center.

35 CS104

Civil Site Plan

Drawing CS104 shows 15" diameter Class V RCP (52 LF) extending from each side east and west of the drop inlet located at the north end of South ramp leading to the adjacent drop inlets. No Section details are provided for the 15" diameter RCP located under CEP-176 slab. Provide section details for the 15" dia. RCP relative to CEP-176 base slab

Bid per contract documents. Inverts of structures are indicated on plans.

36 SS124

Deck Plan View

SS124 Deck Plan View shows drop inlet structures against the south retaining wall of CEP-176. No section details are provided showing the interface between the drop inlet wall and CEP-176 south retaining wall. Provide section details of drop inlet structure against CEP-176 retaining wall

The drop inlets adjacent to the south retaining wall on CEP-176 shall follow the details provided on Drawing SS533.

Contractor shall install two (2) layers of 40# roofing felt at the joint between the inlet wall and the CEP-176 retaining wall to act as a bond breaker.

37 SS545 - A

4 / SS123

/ SS124

Drawing SS545 / A4 section detail of the Utility Trench/Vault Drain Detail does not indicate the spacing of the drain in the utility vaults. Furthermore Drawings SS123 and 124 do not show drains in the utility trench nor vault areas. Provide on center spacing for drains in utility trench

As shown in Plan C1/SS515, drains at CEP- 176 utility trenches shall be spaced at 30’-0” on-center.

38 SD503 /

C1

Drawing SS503 / C1 detail depicts the partial demo limits of the existing concrete wall counterfort. Detail C1 indicates to remove filter fabric and cut flush existing rebar and epoxy coat exposed ends of cut reinforcement. Advise to what extend the concrete surface should be prepared for proposed new concrete slab on top of existing counterfort.

Cut off top portion of existing concrete wall, including the rebar as shown in Section C1/SD503. Other than sawcut demolition, no specific surface treatment is required on the exposed concrete surface after cutting.

Coat rebar exposed at the cut face with epoxy paint. Provide two (2) layers of 40# roofing felt at the joint between new/existing construction as shown in Section A4/SS509 to act as a bond breaker.

39 SS305 /

SS509 -

A4

Drawings SS509 detail A4 show details of the interface between CEP-102 concrete slab and the existing concrete counterfort with 2 layers of 40# Roofing felt between existing and new concrete. Advise if the same detail applies to area CEP-176

Confirmed

46 SS519 Drawing SS519 Detail A1 depicts the trench cover joint sealant detail for precast concrete trench covers typical. Advise if the joint sealant detail also pertains to the composite trench covers shown on drawing SS520

The utility trench composite covers on Drawing SS520 will also require joint sealant to match Detail A1/SS519.

47 SS525 Drawing SS525 Detail C1 - Note 2 indicates cable well size, location & layout varies, see electrical drawings. Drawings 14 pf 22_Elec-Pier drawings E-001 to ET- 701 do not provide dimensions for the varying cable well sizes. Advise if cable well sizes are not provided if no cable well exists. Otherwise, provide schedule of cable well sizes.

Cable wells are dimensioned on equipment enlarged plans, Sheet EP405.

48 Section 03 31 30

Page 7 S-002 Note "h" on page 7 says Marine concrete applies to structures even several hundred yards from the waterfront. Drawing notes on S-002 specifically say that the concrete notes stated only apply for Pier 3 and CEP structures. There are no other concrete notes for the Civil Structures, only the Building. Please clarify for us if concrete beyond the CEP bulkhead limits, except for the Buildings, require Marine Concrete.

Bid per RFP, Specification Section 03 31 30 “Marine Concrete” shall apply to all cast-in-place concrete items, including but not limited to Pier 3, CEP-176, and CEP-102, as detailed in the “Structural-Pier” drawings (Drawings S-001 through SS552).

90 Specificatio n Sections 31 41 16

STEEL

COMBINA

TION PILE

BULKHEA

DS,

31 62 13.20

PRECAST/

PRESTRES

SED

CONCRET

E PILES,

and 31 62 16.16

STEEL

H-PILES

In Specification Sections 31 41 16 STEEL

COMBINATION PILE BULKHEADS, 31

62 13.20 PRECAST/PRESTRESSED

CONCRETE PILES and 31 62 16.16 STEEL H-PILES, there is a statement in the “Basis for Bids” paragraph in all 3 sections: “Payment shall be made for production and test pile at the bid unit price for the length of pile, from tip to final cutoff, actually provided...”

Does the “actually provided” indicate the piling furnished to the job or the piling actually installed?

The statement refers to the installed length of piles.

91 Specificatio n Sections 31 41 16

STEEL

COMBINA

TION PILE

BULKHEA

DS,

31 62 13.20

PRECAST/

PRESTRES

SED

CONCRET

E PILES,

and 31 62 16.16

STEEL

H-PILES

In Specification Sections 31 41 16 STEEL

COMBINATION PILE BULKHEADS, 31

62 13.20 PRECAST/PRESTRESSED

CONCRETE PILES and 31 62 16.16 STEEL H-PILES, there is a statement in the “Basis for Bids” paragraph in all 3 sections: “Payment shall be made for production and test pile at the bid unit price for the length of pile, from tip to final cutoff, actually provided...”

Please clarify that the length of the battered piling length is determined using the sloped length from the tip to final cutoff.

The installed length of the battered pile is determined using the sloped length from tip to final cutoff.

93 Drawings

SS537,

G121, G122 and G123

Dredging is required for the installation of the Fascia Panel on the north face of CEP 176 combiwall and after the demolition of the existing Pier 3 but before the replacement of Pier 3. Can this dredging be performed in Phase 1 or 2 as needed?

The Phasing Plans indicated the dredging does not take place till Phase 3.

Dredging shall be accomplished in accordance with the project phasing plans.

Dredging at the Pier 3T basin is intended to take place after the CEP-176 combi-wall is installed and tied to the CEP-176 two-way slab.

99 SD 301

Note 3

"Contractor shall remove all mudline debris during dredging to 2'-0" below the allowable overdepth dredging elevation at existing pier 3 (elevation -41.0 MLLW)."

The dredging elevation is -38.0' + 1' of overdepth. What is the anticipated maximum permitted dredging elevation?

Will dredge material removed below elevation -39' constitute a permit violation? Will incidental dredge material removed during debris removal to elevation -41.0' be measured and paid?

Bid per RFP, Maximum dredge elevations are as indicated in the project drawings.

100 35 20 23 2.1.10 Are silt curtains required for the dredging scope of work? If so, please provide details on the requirements? What are the permit requirements referenced in 2.1.10?

Bid per RFP. Use of silt curtains is not anticipated to be required under the project permits.

101 Appendix G Are two protected species observers required during dredging operations?

Bid per RFP, Marine mammal watch person(s) are not anticipated to be required during dredging operations.

102 CN001 Will the Government confirm there will be sufficient capacity and access at the re-handling basin to accommodate the expected dredge quantity throughout the various phases of dredging?

Confirmed.

103 CN0001 Is there a hydrographic survey with fill limits available for the Craney Island Dredge Material Management Area's Re-handling Basin?

No

104 CN101A/

CN101B

Please provide the .xyz hydrographic survey data file(s)?

Bid per RFP. Design drawing bathymetry will not be available.

105 Attachment H

CLIN

0001N

SS305

Note 3

The bid quantity on Attachment H CLIN 0001N is 960 cy of VDOT#1 stone fill outboard of CEP-102. Note 3 on drawing SS305 indicates 2,200 cubic yards of VDOT #1. Please clarify the quantity discrepancy and confirm all VDOT#1 stone fill will be paid under CLIN 0001N?

Locations for VDOT #1 stone placement to fill existing scour holes will be as determined during construction. CLIN 0001N (960 CY) in Document 00 22 13.00 20 “Supplementary Instructions to Offerors” is associated with the Base Bid work only. The remaining balance of required VDOT #1 stone (1240 CY) is associated with the CEP-102 Bid Option and shall be included with CLIN 0002.

112 Will contractor and subcontractor employees be subject to the federal COVID-19 Vaccine Mandate? If so, what employees will be affected? (e.g. on site employees, main office clerical employees, off site consultants, etc.) What constraints will be placed on non-vaccinated employees, if they are allowed to work?

(e.g. Weekly testing, masks, etc.) Will employees be required to wear masks at all times on the project, regardless of vaccination status?

Yes, refer to Amendment 0002; Clauses Incorported by Full Text; DFARS 252.223-

7999 ENSURING ADEQUATE COVID-19

SAFETY PROTOCOLS FOR FEDERAL

CONTRACTORS (DEVIATION 2021-

O0009) (OCT 2021)

113 EP504 Drawing EP504 shows conduit placement in pier deck. The spacing shown will require specially fabricated supports for conduit. Is the design firm on the placement of conduits, or can the placement vary by the use of standard 2” and 3” supports, which will have a significant impact on the cost of the electrical package?

The use of standard conduit spacers for ductbank installed in areas other than Pier deck (Sheet EP503) is acceptable. Duct-to-duct spacing shall not be less than 3”.

114 00 26 16 4.2 Delivery of bids via EXPRESS MAIL requires that the contractor be finished several days in advance to ensure timely delivery. Due to the size, complexity, and effort required to prepare the technical and price proposal with the EXPRESS MAIL delivery constraint, an extension of the bid date would ensure adequate time to prepare a responsive bid. According to the USPS website, the entire bid package will have to be mailed prior to 5:00 pm on the Friday before the bid deadline, to ensure deliver by 6:00 pm the day before the bid

Refer to Amendment 0003,; Summary of changes for revised Proposal due date.

deadline. Any packages mailed after this day and time may be delivered on the bid date, but no guarantees are made about being delivered prior to bid time. Please delay the bid date to mid-December and allow delivery via electronic submission or hand delivery.

115 SS536 Note #1 SS536 Plan Sheet SS536 details that the pre-cast fascia panels are required to have a minimum length of 20 FT and a height of 24'-8". Can these panel dimensions be adjusted to allow for shipping to the project site?

It is acceptable to reduce the minimum length indicated in Plan C2/SS536, Note 1 from 20’-0” to 10’-0” to allow for more competitive pricing and shipping opportunities. Contractor to provide proposed layout of precast concrete fascia panels for review and approval by the Contracting Officer. Note that Contractor shall also coordinate spacing of the UHMW- PE panels to be installed on the precast concrete fascia panels so that they do not fall on a closure pour joint between panels.

117 20 of 73 of

RFP

4.2 N/A Please confirm that for delivery of Price

and Non-Price Factor proposals "Express Mail” includes delivery by FedEx and

UPS.

Confirmed.

118 G-121 N/A G-121 Project phase drawings show areas dedicated to contractor parking and contractor laydown. From the site visit, we have concerns of this being enough space for laydown to facilitate this project.

Please provide additional space in the parking lot from B Ave back towards C Ave.

Approximate field measurements of contractor laydown 350’ x 350’ (2.75 +/-acres). Above ground steam and electric utilities are present in the area, which contractor should have noted during site visit. The area on the drawing by scale is approximately 165’ x 300’, which is smaller than available area. Contractor parking area could be used for additional laydown (contractor’s discretion) as spec section 1.4.7 permits parking in all general use parking in the vicinity of piers 1-5.

120 N/A N/A SS144,

SS149B,

SS151B

Would the owner consider a 16" dia FRP Pipe Pile for the Fender System in lieu of the 18" concrete pile?

No. Bid per RFP.

123 SS509 SS509 The drain system for CEP-102 referenced in detail B1 is called out as a 4" drain.

Please provide details.

The drain system at CEP-102 shall consist of 4” diameter PVC sleeves embedded vertically in the pile cap along the centerline of Pile Row R and spaced as indicated in Plan B1/SS509. The PVC sleeve shall be flush with the top of concrete deck and extend 3” below the bottom of the pile cap.

128 31 62 16.16 3.5.3.1, 3.5.2.2

Set 11/22

SS502

H-pile compressive and tensile load tests are to be to 200 or 225 percent of the design compressive or tensile capacity indicated on the drawings. The pile table on SS502 lists Allowable and Ultimate required compression and tension capacities. Which of these is to be used to determine the magnitude of the load tests?

Does this response equally apply to combi-wall pipe pile compression load tests as well?

For all pile compressive and tensile load tests, the percent of the design compressive or tensile capacity indicated on the drawings shall apply to the allowable capacities shown on Drawing SS502.

138 09 97 13.26 3.4 This coating specification is silent on whether or not the combi-wall shear studs are to be shop installed and also coated.

Please advise.

Combi-wall shear studs shall be shop installed and coated similar to the pipe pile/sheet pile coating system.

141 Drawing

SS552

Drawing SS552 depicts the CIP stairs poured after CEP-176 retaining wall. The stairs are comprised of an inboard side wall x 8" thick. Since the stairs are depicted to be poured after the retaining wall based on the proposed drill and grouting of #4 dowels into existing retaining wall advise if stay in place forming will be permitted to support the soffit and inside face wall form

Stay-in-place forming is permitted to support the soffit and inside face wall form for the stairs shown on Drawing SS552.

142 SS534 Drawing SS534 section C3 CEP-176 wharf outfall section shows a 2' x 2' inside dimension for the cast in place outfall. To improve on the constructability of the wharf outfall in terms of forming advise if a 2'x2' HDPE heavy duty stay in place liner or similar would be permitted to form inside walls and soffit of the wharf outfall

An HDPE stay-in-place form is permitted to form the inside walls of the outfall.

143 SS517 /

SS519

Drawing SS519 - Detail C4 indicates the corners of the precast trench covers with L6x6xc1/2 galvanized frame is mitered and welded. Advise if the same detail applies to mitered corners and butt joints along the length of the utility trench as shown on SS517 - Detail A3 for L6x4x1/2 and L4x4x1/2 galvanized on each side of the trenches.

Yes, butt joints at corners of steel angles along edges of the utility trenches as shown in Detail A3/SS517 to be mitered and welded.

147 00 22 13.00 20 Page 2

CLIN 0001H states to bid on (8 EA) Dynamic testing for 24” SQ. PS/PC piles.

CLIN 002 Option starts at Station 3+50 and goes to Station 8+20. Please confirm there should only be (7 EA) in this CLIN item and CLIN 002 Option should include the remaining (3 EA) in its lump sum pricing.

For the eight (8) 24" square prestressed concrete bearing pile PDA load tests identified in CLIN 0001H, six (6) are required for Pier 3 and two (2) at CEP-102 under the Base Bid scope. The addtional two

(2) PDA load tests shown on the drawings associated with the CEP-102 Wharf Bid Option scope shall be included as a part of

CLIN 0002.

148 SS100 This overall key plan shows a total of (18 EA) Composite Camels used to berth the submarines. CLIN 003 only includes furnishing and installing (6 EA). Please confirm if the KTR is expected to purchase the remaining (12 EA) in CLIN 0001A.

Six (6) new composite camels shall be included with CLIN 0001A. An additonal six (6) new composite camels shall be included with CLIN 0003. The temporary camels shown on Drawing SS100 at Pier 4 will be provided by the Government for installation by the Contractor. The Contractor shall provide all camel attachments shown for the Base Bid, Composite Camel Bid Option, and the temporary camels at Pier 4 as a part of CLIN 0001A.

149 00 22 13.00 20 Page 8

Please confirm that the CLIN 0001A must include all the attachment points for all (18 EA) possible composite camel locations.

Additional clarification associated with attachment requirements for the composite camels is provided on Amendment 0001 Drawing SS550. The Contractor shall provide all camel attachments shown for the Base Bid, Composite Camel Bid Option, and the temporary camels at Pier 4 as a part of

CLIN 0001A.

150 31 62 16.16

3.4.4.1 SS502 Detail A3 and A5 on SS502 show a full

penetration weld for the splice detail. The spec section referenced, states that a proprietary prefabricated splicer sleeve can be used. a) Is an APF Champion H-Pile Splicer (HP-30000) allowed to be used? b) If yes, are we to install it per manufacturer recommendations, even if these installation instructions conflict with the Splice details stated in the drawing?

A proprietary prefabricated splicer device is allowed to splice the steel H-piles as long as it allows a full penetration weld at the splice as indicated in detail A3/SS502.

152 SS109B &

SS111

Please confirm if the pile load tests shown on SS109B & SS111 be paid under the CLIN 0001H, 0001J, and 0001M.

All pile load tests shown on Drawings SS109B and SS11B are specifically associated with the CEP-102 Wharf Bid Option CLIN 0002.

154 31 62 16.16

3.5.3.2 Under Load tests must be performed as

follows:. It states to test to 200% of the design tensile capacity as indicated in the drawings. The drawings states “allowable and ultimate”. Please confirm “design tensile capacity” and “allowable tensile capacity” is the same.

For all pile compressive and tensile load tests, the percent of the design compressive or tensile capacity indicated on the drawings shall apply to the allowable capacities shown on Drawing SS502.

155 SS305 Note #3 states “The contractor shall assume 2200 CY of VDOT#1 stone required to fill existing scour holes.”

Please confirm this material is to be paid by CLIN 0001N.

Locations for VDOT #1 stone placement to fill existing scour holes will be as determined during construction. CLIN 0001N (960 CY) in Document 00 22 13.00 20 “Supplementary Instructions to Offerors” is associated with the Base Bid work only. The remaining balance of required VDOT #1 stone (1240 CY) is associated with the CEP-102 Bid Option and shall be included with CLIN 0002.

156 SS504 Note #5 states “Section Modulus of NZ28 is …..” Please verify all the sheets for Combi-Wall is NZ26.

Verified. All steel sheet piles for the combi-wall layout provided in the drawings is intended to be NZ26.

158 SS536 Has the CEP-176 Precast Fascia Panels design considered the handling stresses that will be imposed during installation?

Please provide that the rotating / lifting / handling diagram that was considered during design.

The contractor is responsible for the design of the precast concrete fascia panel associated with all anticipated construction loads including, but not limited to, handling, installation, and placement of infill cast-in-place concrete between the combi-wall and the precast concrete fascia panel.

159 SS536 Please clarify if the concrete fascia panels designed to hold the hydrostatic loads.

The contractor is responsible for the design of the precast concrete fascia panel associated with all anticipated construction loads including, but not limited to, handling, installation, and placement of infill cast-in-place concrete between the combi-wall and the precast concrete fascia panel.

160 SS536 If the concrete fascia panels are not designed to hold the hydrostatic loads, what is the design criteria?

The contractor is responsible for the design of the precast concrete fascia panel associated with all anticipated construction loads including, but not limited to, handling, installation, and placement of infill cast-in-place concrete between the combi-wall and the precast concrete fascia panel.

164 SS-501 a) Which tip elevation do we use to determine pipe pile length? b) MIN TIP EL or PIPE TIP EL REQUIRED?

Use Pipe Tip Elevation Required to determine pipe pile length.

165 SS-503 Please clarify if it is the Navy’s intent that the contractor cut-off every concrete pile to expose the spirals and extend them into the cap.

When cutting off the top of the pile is required to achieve the top of pile elevation per the Contract Drawings, all pile reinforcing at the cut interface is to be severed. Place spiral reinforcing as shown in the Contract Drawings above the pile cut-off elevation.

167 SS-528 Please clarify if it is the Navy’s intent that the concrete trenches/vaults on CEP-176 be cast in place and the trench/vaults on the pier be precast?

The intent is for the trenches/vaults on CEP- 176, and for the trenches on Pier 3 to be cast-in-place. The utility vaults on Pier 3 are intended to be precast concrete.

168 G-005 NOTE 21. What specific structural components that are to be field erected does this note pertain to?

Note 21 on Drawing G-005 simply referes to any structural components for the project that may require manufacturer supervision or additional instructions as applicable.

170 SS-305 BID ITEM 1N has 960 CY of VDOT #1.

Drawing SS-305 has 2200 CY. Please clarify.

Locations for VDOT #1 stone placement to fill existing scour holes will be as determined during construction. CLIN 0001N (960 CY) in Document 00 22 13.00 20 “Supplementary Instructions to Offerors” is associated with the Base Bid work only. The remaining balance of required VDOT #1 stone (1240 CY) is associated with the CEP-102 Bid Option and shall be included with CLIN 0002.

172 Please clarify what water level correction for thermal warming to is be added to NAVD88 to get a more accurate measurement of true high tide.

Bid per the RFP.

173 SS501 Note 2 states to electrically isolate steel pipe piles from reinforcing steel. Please clarify on how the contractor should achieve this.

The Contractor shall ensure that no direct steel-to-steel contact exists between any steel pipe pile surface and the surrounding steel reinforcing.

175 SS536 How are the precast fascia panels connected onto the combi-wall. Please provide details.

The cast-in-place concrete infill poured between the precast concrete fascia panel and the steel combi-wall provides the connection between the two.

177 SS531

SS124

B1 shows the utility boom concrete pad having a dimension of 5’9” x 6’0” while the site plan on SS123 and SS124 shows a different dimension pad. Please verify that the Navy wants the contractor to build a 5’9” x 6’0” pad.

The overall width (parallel to the baseline) of the 10” high concrete pad at utility boom locations shown on Section B1/SS531 should be 4’-6”. Therefore, the dimensions from centerline of pad to edge of pad should be corrected from 3’-0” as currently shown to 2’-3”. The width of the utility boom pads on the Deck Plans are shown correctly.

178 SS515 Section C2 along the bulkhead shows a 5’- 11” x 7’-4” concrete section along the waterfront area. Please clarify if this will be mass concrete.

Bid per RFP. Mass concrete placement and requirements shall be in accordance with applicable project specifications.

180 Please clarify if the mooring double bitt and single bitt bollards will get filled with concrete.

The double bitt and single bitt moring bollards are to be filled with concrete. For additional information see Specification Section 35 59 35 - MOORING FITTINGS, Paragraph 2.2.3.

182 SS550 SS550 shows camels that are to be moored onto CEP-176 and Pier 3. Please provide mooring diagram details.

Camel locations shall match the layout shown on Drawings G-111 and G-112.

188 Attachment

H CLIN

0001N

SS305

Note 3

How will the VDOT #1 fill be measured and paid? Please define the acceptable paid fill tolerances for the VDOT #1 fill material along CEP-102

The VDOT #1 fill will be measured and paid per cubic yard as indicated in Document 00 22 13.00 20 “Supplementary Instructions to Offerors”. Contractor shall construct to the elevation and slope indicated on Drawing

SS305.

190 Appendices A1-A7

SD301,

note 3

Please provide a new annotated plan view for the mudline debris corresponding to sheet SD301 section B1.

Bid per the RFP.

191 Appendices A1-A7

SD301,

note 3

What reference drawing was used to graphically illustrate the mudline debris noted on sheet SD301, section B1?

Bid per the RFP.

192 SD301,

note 3

What are the characteristics of the mudline debris depicted on sheet SD301, section B1? Is it creosote timber piling?

Bid per the RFP.

195 Attachment

H CLIN

0001P and Appendix F

Is CLIN 0001P to cover the removal of debris outlined in Appendix F and other potential underwater debris removed that is not within the dredging footprints?

Bid per the RFP.

196 Attachment

H CLIN

0001P

The description for CLIN 0001P specifically excludes debris materials encountered within the existing Pier 3 and Pier 3T footprints, as well as the areas for CEP-176 and CEP-102 combi-wall installations. The current bid schedule requires the Contractor to guess on a quantity of debris paid on a lump sum basis by CLIN 0001A. It is impossible to quantify the quantity of mudline or below mudline debris within the existing Pier 3, Pier 3T footprints, CEP-176 and CEP-102.

Please provide three CLINs (creosote treated wood waste, concrete debris, and misc. trash) to account for mudline and below mudline debris removed and disposed within the dredging footprints to establish a fair and reasonable basis for bid.

Bid per the RFP.

197 Appendix A4

Pg 20-

Is AFDM-7 the current Pier 3T? Is the structure depicted in Appendix 4, pages 20-63 the original and current Pier 3T structure?

Confirmed. AFDM-7 is the original and current Pier 3T structure.

NAVFAC dwg.No.4048239-4048284.

198 Appendix A5

Pg 43-

Is Pier 24T the current Pier 3T? Confimred. Pier 24T is the current Pier 3T.

NAVFAC dwg. No.4406274-4406286.

199 Appendices A1-A7

Please provide a plan view outlining all the naming iterations of the piers represented in Appendices A1-A7.

Rescinded names of Piers 3, 3T, and 4 are provided in the Project Table of Content in Spec set.

202 SS109A For the Base Bid please provide a detail at the south end for containment of the #57 stone placed between the combi-wall and the existing bulkhead. This would be for if the option is not awarded.

Bid per RFP. For the base bid, closure at the south end of the combi-wall shall be in accordance with A1/SS504.

203 SS509 Section C3. Please provide a detail for the construction joints in the concrete fascia.

(joint spacing, does rebar continue through a construction joint, chamfering, etc.)

Refer to Detail B4/SS536 for joint detail.

Contractor to provide proposed layout of precast concrete fascia panels for review and approval by the Contracting Officer. It is acceptable to reduce the minimum length indicated in Plan C2/SS536, Note 1 from 20’-0” to 10’-0” to allow for more competitive pricing and shipping opportunities. Note that Contractor shall also coordinate spacing of the UHMW-PE panels to be installed on the precast concrete fascia panels so that they do not fall on a closure pour joint between panels.

206 Spec Sect 03 31 30

3.2.9 The plans do not show waterstops and

keys at the trench and vault walls. Please clearly identify on the plans where these are required.

A waterstop and keyway is required at the construction joint between the concrete relieving platform slab and the utility vault wall at CEP-176.

207 SS536 Section A1/SS536. Are the precast wall panels designed for handling stresses for cast flat and lifting to a vertical position? If not please provide reinforcing required.

The contractor is responsible for the design of the precast concrete fascia panel associated with all anticipated construction loads including, but not limited to, handling, installation, and placement of infill cast-in-place concrete between the combi-wall and the precast concrete fascia panel.

209 SS109A There is a callout on the sheet to install the outfall at approximately Station 4+70. The callout detail is incorrect as the combi-wall is not installed in the Base Bid which ends at approximately Station 3+60. Please clarify if we are to install the outfall.

As shown on Amendment 0001 Drawing CS109A, the drainage outfalls along CEP- 102 at approximate Stations 4+70 and 6+70 are required as part of the Base Bid construction, even though the CEP-102 Wharf structure in this area would be constructed under the CLIN 0002 Bid Option.

210 CS109A The plan shows two new outfalls extended through the existing bulkhead wall. Please provide a detail for the demolition required and for the outfall penetration.

Details are called out on Amendment 0001 Drawing SS109A and shown on Drawing

SS534.

212 211200 2.1.6 N/A SPEC. 211200.2.1.6 INDICATES VALVE

BODIES SHALL BE 316 SST.

211200.2.1.6.2 INDICATES VALVE

BODIES SHALL BE "STAINLESS

STEEL OR EPOXY COATED DUCTILE

IRON". WHICH IS ORRECT?

Both options will be used depending on locations at the pier (i.e. in heated enclosure or in utility trench). Refer to pier contract drawings for where stainless and where epoxy coated ductile iron are required.

213 400513 2.9.6.1 N/A SPEC 400513.2.9.6.1, ARE THE STD

SERVICE BUTTERFLY VALVES

LUGGED OR FLANGED?

Provide flanged style butterfly valves.

214 331100 CU103 &

OTHERS

DWG CU103 AND OTHERS SHOW 8"

PIPE LINES FOR FIRE HYDRANTS .

HOWEVER, SPEC. 331100.2.1.3.1.1

CALLS FOR 6" INLETS FOR FIRE

HYDRANTS AND DETAIL C1 ON

DWG CU501 CALLS FOR 6" SERVICE

LINE . 1)IS IT ACCEPTABLE TO

INSTALL 6" LINES FOR THE SHORT

PIPE RUNS TO THE FIRE HYDRANTS?

2) WHAT IS THE MAXIMUM LENGTH

OF "6" SERVICE LINE" FROM THE FH

TO THE WATERMAIN?

Hydrant lines will be 6".

215 331100 2.1.1.1.

2.A

N/A IN PREVIOUS CONTRACTS AT

NORFOLK NAVAL STATION 316

STAINLESS STEEL T-HEAD BOLTS

HAVE BEEN REQUIRED FOR BURIED

MECHANICAL JOINTS. WILL THIS BE

A REQUIREMENT FOR THIS

PROJECT?

Specs reference AWWA C111-17 which calls for steel tee-head bolts and lists the criteria. We will edit the specs to specify that all restraint hardware must be type 316 stainless steel.

216 331100 2.1.1.1.

N/A IS THE MODERN PUSH ON

RESTRAINED JOINT PIPE

ACCEPTABLE RATHER THAN

MECHANICAL JOINT

W/RESTRAINING GLANDS?

Bid per RFP.

217 331100 2.2.1.2 N/A REGARDING PIPE JOINT RESTRAINT

THE REFERENCED SPECIFICATION

"NFPA CHAPTER 10" RELATES TO

PORTABLE FIRE EXTINQUISHERS.

ARE WEDGE ACTION RESTRAINT

GLANDS WITH 316 SST BOLTS

SIMILAR TO THOSE USED

PREVIOUSLY AT NORFOLK NAVAL

STA. BE ACCEPTABLE FOR JOINT

RESTRAINT?

Yes, wedge action restraint glands with 316 stainless steel bolts are acceptable for joint restraint.

218 VARIES N/A CU502 DETAILS A1 AND B1 SHOW PIPE

FITTING RESTRAINT RODS AND

THRUST BLOCK TYPE RESTRAINT

SYSTEMS. IF WEDGE ACTION

RESTRAINT GLANDS ARE USED,

WILL THE AFOREMENTIONED

The system is required to be restrained.

Wedge action restraints are an acceptable form of restraint.

METHODS OF RESTRAINT BE

REQUIRED?

222 400513 2.11.2.1 MS601 NOTE 1 FOR THE BACKFLOW

PREVENTER SCHEDULE ON DWG.

MS601 INDICATES THEY ARE TO BE

STAINLESS STEEL. SPECIFICATION

400513.2.11.2.1 CALLS FOR BRONZE

BODY. WHICH IS CORRECT?

Provide stainless steel backflow preventors.

223 N/A N/A MS501/M

S702

DWG. MS702 SHOWS A BUTTERFLY

VALVE AND A CHECK VALVE ON

THE RISER TO THE POTABLE

WATER STATIONS. HOWEVER,

THESE ARE NOT SHOWN ON DWG.

MS501. ARE BOTH REQUIRED?

Provide risers per detail on MS501. Do not provide additional butterfly valve and check valve shown on MS702.

224 N/A N/A MS501/M

S601

DWG. MS 501 SHOWS THE FREEZE

PROTECTION VALVE 1-1/4". DWG.

MS601 SHOWS ALL OF THESE

VALVES AS 3/4". WHICH IS

CORRECT?

Drawing MS501 only indicates that the piping will be 1-1/4" not necessary the valve.

Provide 3/4" valve, enlarger and 1-1/4" piping.

225 N/A N/A MS501 WHAT TYPE OF PIPE SHOULD THE

FREEZE PROTECTION LINE BE FOR

THE POT. WAT. STATIONS, COPPER?

Copper piping is acceptable for the piping down stream of the freeze protection valve.

226 N/A N/A MS104 WORK NOTE #29 INDICATES CROSS

TRENCH PROFILES ARE ON SHEET

MS810. WE FIND NO MS810 CROSS

TRENCH PROFILES IN THE

CONTRACT DRAWINGS OR LISTED

IN THE INDEX. WILL THESE BE

ISSUED?

Note #29 is not applicable. Cross trench piping is shown in the sections on MS307 and MS308.

227 N/A N/A MS001 GENERAL MECHANICAL NOTE 10

INDICATES THAT ALL STAINLESS

STEEL FASTENERS MUST HAVE

DOUBLE NUTS. IS THIS APPLICABLE

TO ALL PIPE FLANGE BOLTS?

No, pipe flange bolts do not require double nuts.

228 N/A N/A MS104 WORK NOTE #37 & 39 ARE POINTED

OUT FOR THE SOUTH SIDE TRENCH.

DO THESE NOTES APPLY TO THE

NORTH SIDE TRENCH ALSO?

Yes, those notes apply to both locations (north and south) at the transition to the pier.

229 400513 2.9.5.2 MS501/A-

3, MS705

ARE THE PW ISOLATION AND

BYPASS VALVES (NOT SHOWN) ARE

TO BE THE BALL VALVES LISTED IN

400513.2.9.5.2?

Yes, all PW system ball valves should meet 400513 2.9.5.2. Pier PW valves are also shown on AP807.

230 400513 N/A MS501/A-

3, MS705

WE FIND NO 3-WAY VALVE

SPECIFICATION FOR THE PURE

WATER STATION. WILL ONE BE

ISSUED?

PW system 3-way valves shall be ball valves that meet the requirements of 400513 2.9.5.2 but are in a three-way configuration. Flow pattern to be as shown on AP807, and will be confirmed during submittal review.

231 400513 2.5.1.3 MS501/B

THE HPCA UTILITY STA. SHOWN ON

MS501 SHOWS FLANGED FITTINGS.

HOWEVER, SPECIFICATION

400513.2.5.1.3 FOR THE NICKEL-

COPPER CALLS FOR COMPRESSION

FITTINGS. 1) WHICH IS CORRECT? 2)

IF FLANGES ARE REQUIRED, WILL

THEY BE THE A)NAVY 3 BOLT OR

COMMERCIAL 4 BOLT? B)150# OR

250#? C) SLIP ON OR SOCKET WELD?

(WELD NECK NOT READILY

AVAILABLE UNDER 2").

Provide compression fittings as indicated in specification section 40 05 13.

233 400513 3.17 N/A THERE ARE SLIGHT DIFFERENCES

BETWEEN PIPING DESIGN TABLE

PC-1 AND PC-4. WE FIND NO

REFERENCE FOR DESIGN TABLE PC-

4. WHAT PIPE SYSTEM SHOULD THIS

BE USED FOR?

The difference between PC-1 and PC-4 is related to the cleanliness requirements required during fabrication and installation.

PC-4 is required for the TYPE 1 Clean system. The deisgnation between PC1 and PC-4 can be found on AP803 - AP807.

234 400513 N/A MS501 WE FIND NO ISOLATION VALVE

SPECIFICATION FOR THE HPCA PIPE

OUTSIDE THE USB. WILL ONE BE

ISSUED?

Needle Valves: QPL-24109, 5000 psi pressure rating, 316 stainless steel body, compression fittings, except provide needle valve cartridges in lieu of shutoff valve cartridges.

235 400513 MS701 WE FIND NO DOUBLE BLOCK &

BLEED VALVE SPECIFICATION FOR

ANYTHING OTHER THAN THE FUEL

SYSTEM. WILL ONE BE ISSUED FOR

THE MPCA AND HPCA SYSTEMS?

Double Block and Bleed Ball Valves Medium Pressure Compressed Air ANSI Class 150, ASME 16.34, 316 stainless steel housing with flanged ends. The valves shall be solid ball full bore ball valves. Seat design, stem-bearing system and stem seal arrangements shall ensure consistent minimal torque valves on the valve. Provide two body gaskets one of nylon and the other shall be graphite. Provide valve with locking device on the handle to prevent unauthorized opening/closing Bleed Valve, ANSI Class 150, stainless steel body valve. Provide manually operated bleed valves that can be opened to verify that the ball valves are not leaking when in the closed position.

Double Block and Bleed Ball Valves High Pressure Compressed Air ANSI Class 5000, ASME 16.34, 316 stainless steel housing with flanged ends.

The valves shall be solid ball full bore ball valves. Seat design, stem-bearing system and stem seal arrangements shall ensure consistent minimal torque valves on the valve. Bearing and seat and seat material shall be PEEK. End packing and stem packing shall be graphite. Provide valve with locking device to prevent unauthorized opening/closing

236 400513 2.9.5.1.

A

MS701 WILL UNIONS BE REQUIRED

ADJACENT TO THE ISOLATION

VALVES FOR THE HPCA STATIONS

SIMILAR TO THE STD. BALL VALVE

REQUIREMENTS?

Unions are not required on the HPCA with the ball valves on the pier.

237 400513 N/A MS504/M

S603-608

DWG. MS504 APPEARS TO SHOW

HPCA PIPE GUIDES AT EVERY CONC.

SUPPORT 6'8" APART. DWG MS 603-

608 ONLY APPEARS TO SHOW

GUIDES ON EITHER SIDE OF THE

EXPANSION LOOPS. WHICH IS

CORRECT?

Pipe supports are required at all support structures (6'-8" on center). Guide are required on each side of the expansion loop.

The guides and support can be the same product.

238 400513 N/A MS502/C

DWG MS502 SHOWS AN EXPANSION

LOOP FOR THE HPCA WITH

"STAINLESS STEEL PIPE ELBOW".

THESE WOULD BE INSTALLED ON

THE NI/CU HPCA PIPE. WILL

DIELECTRIC UNIONS ALSO BE

Provide dielectric unions on both sides of the loop.

REQUIRED AT THESE EXPANSION

LOOPS?

239 400513 N/A MS604/60

WE FIND NO SUITABLE "FLEXIBLE

JOINT" SPECIFIED FOR THE HPCA

LINE REQUIRED ON DWG'S MS604 &

607. WILL AN ADDITIONAL

EXPANSION JOINT BE

ACCEPTABLE?

All the expansion devices for the HPCA will be the loops shown in detail C3/MS502.

240 400513 N/A N/A WE FIND NO DETAILS OR

SPECIFICATIONS FOR THE HPCA,

MPCA, OR PW SUPPORT ANCHORS

OR GUIDES IN THE PIER TRENCH.

WILL THESE BE PROVIDED?

Pipe Supports for MPCA and Pure Water Provide hold-down U-shaped anchor clamp, designed to prevent longitudinal or lateral movement of pipe when anchored…