23R0015 Amendment 0004.pdf

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

Except as provided herein, all terms and conditions of the document referenced in Item 9A or 10A, as heretofore changed, remains unchanged and in full force and effect.

15A. NAME AND TITLE OF SIGNER (Type or print)

30-105-04EXCEPTION TO SF 30

APPROVED BY OIRM 11-84

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

FAR (48 CFR) 53.243

This amendment provides PPI responses and clarifications. See Continuation Page.

1. CONTRACT ID CODE PAGE OF PAGES

J 1 8

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

16C. DATE SIGNED

BY 26-Apr-2023

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 N4008023R0015

X 9B. DATED (SEE ITEM 11)

29-Mar-2023

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

26-Apr-2023

CODE

NAVAL FACILITIES ENGINEERING SYS COMMAND

1314 HARWOOD STREET SE

WASHINGTON DC 20374

N40080 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

N4008023R0015

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SUMMARY OF CHANGES

SECTION SF 30 - BLOCK 14 CONTINUATION PAGE (SF 30)

The following have been added by full text:

AMENDMENT 0004

This amendment hereby:

1. Provides revisions to Specifications and Drawings

2. Provides additional Drawings PDF

3. Provides PPI Response

1. The specifications and drawings are hereby amended as follows:

A. In Section 06 13 33 paragraph 3.2.1 insert the following subparagraphs:

a. All bolts shall extend sufficiently to allow for installation of a second nut for locking with a minimum of three full threads showing. After correction of Galvanized Surfaces as described in paragraph 3.2.3 is complete mark all bolts with yellow paint on both nuts and the exposed thread shaft for tracking of movement.

b. All lag bolts or screws will be marked with a stripe yellow paint vertically across the head extending beyond the head in such a manner as to serve as an indicator of any movement.

c. No bolts or screws shall be countersunk, counterbored, or otherwise recessed in any member less than 4 inches in thickness in the dimension of the bolt or screw insertion unless approved by the Government.

B. In Section 06 73 01 paragraph 2.1.2.1 delete the following subparagraphs in their entirety:

High Load Capacity (HLC) Panel for AASHTO - H-20 LOADING: 32,000 lb Axle Dual Wheels; minimum 2 inch thickness.

Automobile Traffic: 5000 lb vehicle Forklift: 5 ton capacity

Replace with: High Load Capacity (HLC) Panel for AASHTO – H-10 Loading and 600 PSF, not simultaneous per general sheet notes on S-510.

C. In Section 31 62 23.13 insert the following paragraph and subparagraphs:

3.3.5 Test Piles

Use test piles of type, and drive as specified for piling elsewhere in this section. Order test piles 5 feet longer in length than production piles. Drive the additional test pile length only at the direction of the Contracting Officer.

The Contractor's Geotechnical Consultant will use test pile data to determine "calculated" pile tip elevation or necessary driving criteria for submittal and approval by the government. Drive test piles at the locations indicated on the drawings. Drive test piles to indicated tip elevation. Use test piles, if located properly and offering adequate driving resistance in finished work. Provide and operate a pile driving analyzer as specified in paragraph

DYNAMIC PILE ANALYSIS during the driving of each test pile. Modify driving as required based upon recommendation of Contractor's Geotechnical Consultant and approval of the Contracting Officer.

3.3.5.1 Dynamic Pile Analysis

Dynamic testing provides supplemental information for evaluating pile integrity, hammer and drive system performance, assess pile installation driving stresses, and pile capacities. Perform dynamic testing on test piles during the full length of the pile driving and during restrike a minimum of 7 days after initial driving. Provide equipment to obtain dynamic measurements, record, reduce and display its data that meet the requirements of ASTM D4945. The equipment must have been calibrated within 6 months prior to the start of the testing operations and thereafter throughout the contract duration. Drive test piles at the locations indicated. Employ an independent inspection firm, hereinafter referred to as the "Contractor's Geotechnical Consultant", experienced in the pile driving process, monitoring of test pile installation, and in the use of the Pile Driving Analyzer and its related equipment.

Submit a performance report summarizing dynamic test results for test piles within 7 calendar days of completing field work. Perform dynamic pile analysis as follows:

3.3.5.2 Pile Analyzing

20 working days prior to driving the test piles, submit the pile and complete driving equipment data to the Contracting Officer. The Contractor's Geotechnical Consultant must use the submitted information to perform wave equation analyses and must prepare a summary report of the wave equation results. The wave equation analysis using GRLWEAP software by Pile Dynamics, Inc. or equivalent must be used to assess the ability of the proposed driving system to install the pile to the required capacity and desired penetration depth within the allowable driving stresses. Approval of the proposed driving system by the Contracting Officer must be based upon the wave equation analyses indicating that the proposed driving system can develop a pile capacity as depicted on contract drawing S- 001 at a driving resistance not greater than 10 blow blows per inch within allowable driving stress limits. The hammer must also be sized or adjustable such that the penetration per blow at the required ultimate capacity does not exceed 0.5 inches.

3.3.5.3 Pile Drivability

Perform each dynamic pile analysis in two steps. The first step is to check the hammer, pile and soil performance, and to determine the suitability of the proposed hammer for the size, length and type of pile being installed for the soil types encountered as the piles are driven. This initial monitoring must determine efficiency of the hammer relative to specified efficiency, effectiveness of cushion, level of compressive and tensile stress in pile and extent/location of any pile damage caused by the initial driving. With each blow of the pile, record the information listed below electronically and analyze the information using the Pile Driving Analyzer:

a. Blow number

b. Blow rate per minute and stroke.

c. Input and reflected values of force and velocity.

d. Value of upward and downward traveling force wave with time.

e. Maximum and final transferred energy to pile, hammer system efficiency.

f. Maximum compressive stress, velocity, acceleration and displacement.

g. Maximum tensile stress in pile.

h. Pile structural integrity, damage detection, extent and location.

i. Bearing capacity of pile by Case method.

If the pile, hammer and soil performance evaluation recommends changes to the hammer stroke, pile cushioning, or any other aspect for the pile driving operation, incorporate these changes into production pile driving in an effort to control excessive stresses and pile damage. Replace test piles damaged or broken during installation, incorporating driving modifications as determined by the Contractor's Geotechnical Consultant and reviewed and approved by the Contracting Officer. Repeat this procedure until allowable tensile and compressive stresses are achieved in the pile and pile damage is minimized. Subject selected initial driving records to rigorous computer analysis by the Case Pile

Wave Analysis Program (CAPWAP) for determination of resistance distribution, soil resistance and properties, and estimation of anticipated gain/loss factors.

3.3.5.4 CAPWAP

Signal matching analysis by CAPWAP software of the dynamic pile testing data must be performed on data obtained from the end of initial driving and the beginning of restrike of all control piles. CAPWAP analyses must be performed by an engineer who has achieved Advanced Level or better on the PDI / PDCA Dynamic Measurement and Analysis Proficiency Test for Providers of PDA Testing Services.

Upon completion of test pile driving, allow the piles to set-up for at least 7 days. After evaluation of pile, hammer and soil performance by the Contractor's Geotechnical Consultant, the second step of the dynamic pile analysis may proceed. This portion of the evaluation requires striking the set-up piles a minimum of 20-50 times, or as directed by the Contractor's Geotechnical Consultant using the same hammer which was used for the test pile driving and which will be used for production pile driving. "Warm up" the hammer and make it optimally ready prior to restriking, in order to avoid capacity losses during evaluation of restrike data. Apply maximum hammer energy during restrike in order to fully mobilize the soil resistance. However, exercise care so as to not overstress the pile. In addition to those items listed above, selected restrike driving records as directed by the Contractor's Geotechnical Consultant are to be subjected to rigorous computer analysis by the Case Pile Wave Analysis Program (CAPWAP) for determination of resistance distribution, soil resistance and properties, and plot of applied load vs. average pile displacement based on the calculated soil properties.

3.3.5.5 Dynamic Load Test Reporting

a. Upon satisfactory completion of each dynamic load test, submit a Pile Performance Report for the Contractor by the Contractor's Geotechnical Consultant. The submittal must be prepared and sealed by a Professional Engineer registered in Maryland.

b. The report for the Dynamic Pile Analysis must contain the following information:

(1) Capacity of pile from Case Pile Wave Analysis Program (CAPWAP). Information resulting from analysis of a selected restrike blow.

(2) Maximum and final transferred energy, hammer system efficiency during pile installation.

(3) Maximum compressive stress, velocity, acceleration and displacement.

(4) Maximum tensile stress in pile.

(5) Pile structural integrity, damage detection, extent and location.

(6) Blows per minute and blow number.

(7) Input and reflection values of force and velocity, upward and downward traveling force wave with time.

(8) Pile skin friction and toe resistance distribution.

(9) Maximum energy transferred to pile.

c. The maximum allowable pile design load must be proposed by the Contractor's Geotechnical Consultant based upon the results of a satisfactory pile load test conducted on a pile driven as specified herein and must include the effects of load transfer to the soil above the foundation stratum.

Use either a Model 8G or PAX Pile Driving Analyzer as manufactured by Pile Dynamics, Inc., of Cleveland Ohio or approved equivalent, for dynamic testing of the pile hammer and for dynamic load testing of the test pile. All equipment necessary for the dynamic monitoring such as sensors, cables or wireless transmitters, must be furnished by the Contractor's Geotechnical Consultant. The equipment must conform to the requirements of ASTM D4945.

Pay for all services of the Contractor's Geotechnical Consultant. The Contractor's Geotechnical Consultant must be available throughout the pile driving operation to consult with the Contracting Officer when required by the Contracting Officer. The cost of changes in the Contractor's procedure, as required by evaluation of the results of the Pile Driving Analysis, will be at the Contractor's expense.

D. Anchor Rod and Bolt additional details:

Further detailing paragraph N of Amendment 003 defining post installed anchors vs. cast in anchors the following will further define specific specification references required for each application. The ASTM F1554 Gr. 105 are used in high demand locations whereas the adhesive stainless via ASTM F593 group 2 (i.e. 316 and 316L) are used elsewhere for general anchorage. Several applications will depend upon the recommendation of manufacturers in the cases for the rubber fenders and light poles and will require submittal for approval.

Post installed anchors:

1. A1 of S-503 wave screen wale anchors - Per 05 05 20, 2.1.1.4 Adhesive anchors, stainless ASTM F593 Group 2

2. C1 of S-504 wave screen pile retainer assembly 1” Dia. ASTM F1554 Gr. 105, galvanized and grouted

3. S-507 Rubber fender anchors – Post installed if allowed by fender manufacturer

4. S-511 Utility Trench Support Frame anchors - Per 05 05 20, 2.1.1.4 Adhesive anchors, stainless ASTM F593 Group 2

5. S-512 Handrail mounting anchors - Per 05 05 20, 2.1.1.4 Adhesive anchors, stainless ASTM F593 Group 2

6. S-513 ladder mounting anchors - Per 05 05 20, 2.1.1.4 Adhesive anchors, stainless ASTM F593 Group 2

7. C4 and C5 on S-516 Overhang walkway mounting to pier - Per 05 05 20, 2.1.1.4 Adhesive anchors, stainless ASTM F593 Group 2

8. C1 of S-519 Rubber push knee fender for monopiles - Per 05 05 20, 2.1.1.4 Adhesive anchors, stainless ASTM F593 Group 2

9. C5 of S-526 Utility Platform base plate anchorage - ASTM F1554 Gr. 105, galvanized

10. Misc. utility and electrical anchors - Per 05 05 20, 2.1.1.4 Adhesive anchors, stainless ASTM F593 Group 2

Cast in place embedded anchors:

1. A2 of S-504 wave screen retainer anchors – ASTM F1554 Gr 105 as depicted on drawing, galvanized

2. C1 of S-514 cleat foundation - ASTM F1554 Gr. 105, galvanized

3. A3 of S-514 hooked light pole anchorage – Per Light Pole Manufacturer

4. D3 of S-519 monopile pad eyes to finger pier – ASTM F1554 Gr 105 as depicted on drawing, galvanized

5. L-bolts for strut channel anchorage per E-516 and E-517 – stainless steel 316 L bolts

6. S-507 Rubber fender anchors – cast in if allowed by fender manufacturer

Any instance not outlined in this summary must be cast in place embedded using ASTM F1554 Gr 105 unless specifically approved otherwise by the Government.

All anchors are subject to submittal requirements for material, manufacturer performance data, and shop drawing requirements as defined in the specifications.

2. This amendment includes additional reference drawings. Similar to the R series drawings in the contract these drawings are provided only as reference. Additional NAVFAC numbers and sheets will not be issued for these reference drawings. They are as follows:

Sheet Action 8005 Reference only provided with Amendment 0004.

215491 Reference only provided with Amendment 0004.

215492 Reference only provided with Amendment 0004.

5. Provides PPI Response

# Reference Question Government Response Page Para Sect

95 S-510, Notes 1, 2, and 3

Specification 06 73 01 para 2.1.2.1

In the referenced documents regarding FRP Composite Panels for the utility trench, Specification 06 73 01, para

2.1.2.1 and Drawing S-510 Notes 1, 2, and 3 cite conflicting requirements. Please clarify which requirements are applicable to the panels. (Note:

Supplier is indicating it may not be possible to provide H-20 capacity without exceeding 2- 1/2" panel thickness and 200lbs max panel weight)

Please see Amendment 0003 and Bid per RFP.

This is a submittal and shop drawing item and this issue, if it does exist, can be addressed in that process.

The requirement is clearly higher than what the suppliers are quoting at the moment.

96 S-504 Specification 05 05 20, 05 50 13, 05 12 00 as indicated

In the referenced documents we have noted the following conflicting information:

1. Post-Installed anchors are indicated to be stainless steel in Post-Installed Anchor spec 05 05 20, 2.1.1.3.

2. Anchor rods (ie cast-in-place anchor bolts) are indicated to be stainless steel in Misc Fabrications spec , 2.1.4.

3. Anchor rods (ie, cast-in-place anchor bolts) are indicated to be F1554 Gr 105 Carbon Steel in Structural Steel spec 05 12 00, 2.3.3.1.

4. Anchor rods for wave screen tie-back padeyes in A2/S-504 are called out as F1554 Gr 105; all other anchors in drawings are not specified for material spec.

Please clarify what material is required for CIP anchor rods used in misc fabrication and/or structural steel: stainless (A193-

316) or carbon (F1554- 105)/galvanized.

Please see Amendment 0003 and all substantiating documents.

97 S-525 Detail A1

Drawings Detail A1 - Sheet Pile Termination Plan does not provide a connection details for the angle to the sheet nor the plate to the angle. Please provide connection details.

This termination serves as end formwork for the marine concrete infill and is not structural to the sheet pile system. Contractor to submit formwork plan for this as part of the concrete work per the RFP.

98 Amendment 003 Price Proposal

Attachment H - Price Proposal Form file name provided in Amendment 003 shows this was supposed to be a "V3". The final once opened shows "V2" at the

There is no difference between the two forms. Bid the Attachment H provided in Amendment 0003.

top and is identical to the one provided in Amendment 002.

Please provide the V3 Price Proposal Form.

99 PPI # 27

and 31

Amendment

PPI #27 indicates that Monopile concrete fill may be constructed with "NON-MARINE CONCRETE"; however, PPI #31 indicates that Concrete-Filled Steel Piles shall be Marine Concrete. Please clarify which type of concrete is required.

The only piles that could have standard concrete are the two landside anchor piles on sheet S-401, and even those could be Marine Concrete at contractor selection. All other piles require Marine Concrete.

100 S-001 31 62 23.13 Note 2 of the Pipe Piles section on drawing S-001 states the test pile requirements are included in the specifications. Spec section 31 62 23.13 does not contain test pile or dynamic pile analysis requirements, whereas those paragraphs are provided in the Precast/Prestressed Concrete Piles spec section. Please clarify if dynamic pile analysis will be required for the monopiles to confirm capacities and driving criteria determine by the wave equation.

See Amendment 0004.

101 Please provide additional as built information regarding wooden pile lengths on the existing YP Pier. Information provided at the end of the contract plans seems to be for piles on land only.

See Amendment 0004 for additional reference drawings.

102 S-001 Pipe Piles Note 3

The 48" Monopile are listed in the pile capacity table on sheet S-001, but there are no test pile shown on the plans. Will dynamic pile analysis be required for the 48" monopile to prove the pile capacities have been reached? If so, how many mono piles need to be tested.

No testing is required for the 48" piles. Bid per

RFP.

103 06 13 33 Pier Timberwork

Paragraph 3.2.1 Pier Timberwork States that after bolts or screw are in place fill with coal-tar roofing cement. Please confirm that the anchor bolts and Ogee Washers will be counterbored. It appears that the only counterbore needed is for the timber fender installation.

See Amendment 0004.

(End of Summary of Changes)