SOW NRNW RFI.pdf

STATEMENT OF WORK (SOW)

1.0 Scope.

Navy Region Northwest, Port Operations, Code N31, requests to purchase one 30ft. X 60ft.

concrete mooring float.

1.1 Overview.

Contractor to provide new concrete monolithic type floats capable of connecting as an extension to previously installed concrete floats with mooring collars compatible with available pier pylons. These types of concrete floats are formed by the interconnection of modules consisting of polystyrene foam billets that are fully encased with concrete.

1.1.1 All work will be completed at the contractors, or subcontractors work site, except for requested technical assistance or mooring support upon delivery of the concrete floats. Concrete floats will include utility trenches for large shore power cables, float to pier piling collars, rub strips, brow roller plate, mooring cleats, bitts, and (ultra-high molecular weight polyethylene (UHMWPE) fendering. (*) Site visits are required to measure specific pylon locations for mooring collar installation.

1.1.2 Concrete float size:

A. 30 ft. wide by 60 ft. long

B. Freeboard: 30” inches

C. Able to support Sea State 3

Range Means 0 Calm Calm (Glassy) 0 0 1 Smooth <1 Calm (Rippled) 0-0.1 (0-1) 0.05

2 Slight 1-3 Smooth (Miniwaves) 0.1-0.5 (1-2) 0.3

3 Moderate 3-5 Slight 0.5-1.25 (2-4) 0.875 4 Rough 5-8 Moderate 1.25-2.5 (4-8) 1.875 5 very Rough 8-12 Rough 2.5-4.0 (8-13) 3.25 6 High 12-20 Very Rough 4.0-6.0 (13-20) 5 7 Very High 20-40 High 6.0-9.0 (20-30) 7.5 8 Mountainous 40+ Very High 9.0-14.0 (30-45) 11.5 9 Confused Phenomenal >14.0 (45+) >14.0

Hydrographic World Meteorological Organization Signigicant Wave Height meters (feet)Desciption Code

Term Height of waves, feet

Nguyen, Vivienne A CIV NAVSUP, FLC Puget Sound Recommend we spell this out the first time to ensure we are getting the material we specify.

Trezise, Eileen D CIV USN NAVSUP FLCPS (USA) What does this stand for, and where is the reference as asterisked?

Dewhurst, Billy W CIV USN COMNAVREG NW BGR WA (USA) The asterisk that you see in para. 1.1.1, is for a footnote at the very end of the PWS, since 1.1.1 refers to access to a controlled industrial area, and it takes the reader to the instructions for acquiring that access:

6.0 POC’s and Billing

D. (*) Access to Naval Base Kitsap, Bangor, Pier Delta, is contingent upon obtaining approval via the Base Access and Visitor Request (BAVR). The primary POC to sponsor visits is - Travis Adams- travis.c.adams.civ@us.navy.mil, NBK Bangor, Port Operations, Installation Program Director (IPD).

Dewhurst, Billy W CIV USN COMNAVREG NW BGR WA (USA) If the contractor cannot complete the background check for the Controlled Industrial Area (CIA), this will be a show stopper. In my opinion, “Controlled” should refer to classified.

Trezise, Eileen D CIV USN NAVSUP FLCPS (USA) Will move to another section

Dewhurst, Billy W CIV USN COMNAVREG NW BGR WA (USA) Please see the note above

2.0 Characteristics.

2.1 Design.

TABLE 1 - CONSOLIDATED LIST OF REFERENCES

Following are the baseline design references typically utilized for a high-performance concrete float Title

1) Marinas and Small Craft Harbors, Second Edition, Tobiasson, and Kollmeyer

2) IBC 2018 International Building Code

3) ASCE-7-16 Design Loads for Buildings and Other Structures

4) AISC 15th ed, Steel Construction Manual

5) Unified Facilities Criteria (UFC) 4-152-01, Design: Piers and Wharves

6) Unified Facilities Criteria (UFC) 4-152-07, Design: Small Craft Berthing Facilities

7) Unified Facilities Criteria (UFC) 4-159-03, Design: Moorings

8) ACI 318-22, Building Code Requirements for Structural Concrete

2.1.1 Precast Concrete Float Requirements:

Note: Advances in the modernization of materials, techniques and methods are expected. All technical references sited are a minimum standard.

2.1.1.1 Concrete mooring floats shall be monolithic style sections fabricated in modules corresponding to the nominal length, widths, and geometric cross sections. All forces and loads imposed on the float system shall be borne by the concrete float structure. The use of longitudinal whalers to support structural loads or to interconnect the float units will not be accepted.

2.1.1.2 Concrete floats to be manufactured from a durable crack proof concrete, suitable for saltwater usage. Contractor to include the concrete’s durability spec.’s, expected performance in saltwater environments and through the local freeze/thaw cycles, as well as the ability of the mixture and structural design to minimize crack formation and propagation by using at a minimum, 150-pound concrete at 5000 PSI, in accordance with Table 1, for strength, durability, serviceability, cold weather, and exposure to the marine environment.

2.1.1.3 All corners of concrete shall be eased with chamfers or rounding. Transitions between thick and thin concrete sections or between horizontal and vertical sections shall be eased with chamfers.

Do we need this reference? This is the code for all buildings, and we are not requiring any buildings here?

2.1.1.4 Float sidewalls shall be full-depth concrete, leaving no portion of the sidewall floatation exposed to damage.

2.1.1.5 Cement shall be Normal weight Portland cement type II, and in accordance with Table 1, for strength, durability, serviceability, cold weather, and exposure to the marine environment.

2.1.1.6 Float top surfaces shall be crowned for positive drainage, struck off, and steel troweled after the initial set. Edges shall be finished with a 3/8-inch radius edger. The walking surface of the float shall be given a final course "broom" finish by texturing to the longitudinal centerline of the float. All float tops and exposed surfaces shall be treated with an approved concrete sealant after curing and drying. The walking surface of the concrete floats shall be crowned and shall be flush with the adjacent floats.

2.1.2 Concrete Reinforcement:

2.1.2.1 Contractor shall maintain the minimum concrete steel reinforcement requirements as indicated in Table 1.

2.1.2.2 Welded wire fabric shall be in accordance with Table 1 and shall be galvanized. Welded wire fabric or wire mesh will not be accepted for use as primary reinforcement. Wire mesh shall be new, clean, and shall be ordered in flat sheets.

2.1.2.3 All reinforcing steel shall be from new billet and conform to Table 1, Grade

60 for deformed bars and shall be galvanized in accordance with Table 1. Lap all reinforcing bars a minimum of 12 inches at the joints and splices.

2.1.2.4 Reinforcement steel shall be epoxy coated and shall conform to the requirements of Table 1. Bars shall be galvanized after fabrication. Tie all steel bars with galvanized ties.

2.1.2.5 All reinforcing shall have a minimum concrete cover in accordance with

Table 1.

2.1.3 Structural Steel:

2.1.3.1 All structural steel and structural steel fabrication, including but not limited to, pile guides, plates, and shapes shall be in accordance with Table 1. Cold formed hollow structural sections shall be in accordance with Table 1. All steel fabrications and components shall be hot-dipped galvanized after fabrication in accordance with Table 1.

2.1.3.2 Steel fabrication shall be performed in accordance with Table 1.

2.1.3.3 Fasteners for rub strips: Bolts shall conform as applicable, with hex nuts and flat washers to Table 1. Malleable iron washers are required in all cases (except economy head bolts) where the bolt heads or nuts would otherwise bear directly on the rub strip. Locking nuts shall be heavy hex head and self-locking type. All bolts, nuts, washers, etc. shall be hot-dipped galvanized in accordance with Table 1 references.

2.1.3.4 Bolts for float connections and metal fabrications shall be hot dip galvanized after fabrication in accordance with Table 1 references.

2.1.3.5 All structural bolts, including utility mounting and cleat bolts shall be through bolted in concrete, unless otherwise noted and explained on the contractor’s drawings, and shall be capable of developing their full allowable strength without causing damage to the concrete float. Provide plate washers on all nut-bearing surfaces. All bolt heads beating on exposed concrete surfaces shall be recessed flush with the adjacent concrete. Bolts shall be economy head type and have a neoprene or polyethylene washer between the head of the bolt and the concrete. Epoxy grouted or cast-in inserts shall not be used for structural connections between floats. Primary connection bolts shall be a minimum of 3/4-inch diameter.

2.1.4 Float Internal components:

2.1.4.1 Vendor shall use expanded Polystyrene core foam or approved equal. Float inner cores shall be filled from side wall to side wall with closed-cell corrosion proof, expanded rigid cellular polystyrene foam in accordance with Table 1.

2.1.4.2 Float Structural Section shall be either inverted channel or box based. Where inverted channel sections are utilized, the sides and bottom of the float, shall be sealed with a spray applied and cured, durable compound suitable for use to protect polystyrene foam in marine environments and that provides appropriate durability and design life.

2.1.4.3 Float material surfaces not protected by concrete, shall be sealed in accordance with applicable Federal, and State criteria. These exposed float material surfaces shall be sealed with a spray applied and cured, durable compound suitable for use to protect polystyrene foam in marine environments and that provides appropriate durability and design life. Sealant shall be continued a minimum of 6 inches up the sidewall of the float.

2.15 Cleats and Bitts:

2.1.5.1 Install 12” T-bitts with 18” crossbars-placed every 20 feet and 28 inches from the decks edge on the outboard side of the float. Bitts must be strong enough to moor vessels of the following size:

a. 40’ long, 25’ Wide, and weigh 65 Tons.

2.1.5.2 Install heavy-duty, 4 inch high with 15-inch horizontal horns galvanized cleats every 6 feet on the outboard side and along the ends of the float, and 8-inches from the decks edge, to accommodate mooring on the three sides.

2.1.5.3 Cleat connections within the concrete floats shall be designed by the Supplier for working loads specified. The applied load shall be applied at 6 inches above the finished deck, parallel to the deck surface and normal to the direction of the float element. The working cleat loads are as follows:

18-inch cleat= 13,000 pounds (cleat and thru-bolts)

15-inch cleat= 10,000 pound (cleat and thru-bolts)

2.1.5.4 Concrete reinforcement to support cleats shall meet requirements defined in procurement drawings, utilizing a minimum of two rebar hairpins designed to withstand 1.5 times the cleat working loads defined above without damage to concrete. Cleat bolts shall shear prior to concrete damage. The concrete reinforcement load demands are as follows:

18-inch cleat= 20,000 pounds (concrete)

15-inch cleat= 15,000 pound (concrete)

2.1.6 Piling collars/Moorage attachments:

2.1.6.1 Floats to include a minimum of two piling collars each, spaced approximately 20ft from either end of the float, to facilitate the install of the concrete floats to the pier pylons. The piling collars/moorage attachments- (the way the concrete floats are attached to the pilings) shall be manufactured to transfer working horizontal loads, acting in any direction, between the float, the mooring and the piling itself, with due consideration to the dynamic nature of the load and the resulting fatigue and wear on the connecting surfaces.

2.1.6.2 Piling collars shall be portable, detachable, and adjustable to accommodate small variations +/- in the pylon separation distances. Piling collars shall have UHMW (ultra-high molecular weight polyethylene) or rollers installed inside the collar as anti-chaffing material, that prohibits wear between the collar and the pylon, so that the floats can travel easily up and down the pilings during extreme tidal changes without damage to the collar or the pylon. The piling collars should also be maintenance free.

2.1.7 Utility Trenches:

2.1.7.1 Floats to include utility trenches with galvanized steel covers to facilitate electrical cables and hoses. Trench depth size to be 2’ foot wide X 1’ foot deep to accommodate large shore power cables, and hoses.

2.1.7.2 Trenches shall have a galvanized steel non-skid cover that prevents slippage in wet or icy weather conditions. One longitudinal single trench run centerline along the length of the float with two evenly spaced trenches that run perpendicular across the float for routing shore power cables to moored craft.

All galvanized steel plate used shall have a 1/4 – inch minimum thickness, with hand grabs, lifting by one or two people.

2.1.8 UHMWPE fendering:

2.1.8.1 Floats are to have UHMWPE fendering on the outboard side and ends of the float.

a. Color: black

b. Size: UHMWPE 30 in. width and extend from the decks edge to the waterline to cover both outboard side and the ends of the float freeboard, to accommodate mooring on the three sides.

2.1.9 Brow roller plate:

The brow roller plate is integrated into the deck of the float and designed to allow the roller end of the access brow to move freely with the tides without damaging the deck from normal wear and tear.

3.0 Requirements

3.1 Minimum Criteria:

3.1.1 Freeboard: 30-inches on all floats under dead loads.

3.1.2 Dead Load: Dead loads shall consist of the float system, rub strips, and piling collars, and all other attached appurtenances. Under all Dead Loads, all exposed elements of utilities and the float connection system such as connecting hardware, cleat hardware, and rub strips shall be greater than or equal to 6-inches above the water surface.

3.1.3 Concentrated Load: 400 lbs., distributed over 144-square inches, placed anywhere on floats. When 400 lb. concentrated load is applied at 1-foot from the outer end of the float, the end of the float shall lose less than 4-inches of freeboard at time of installation and less than 6-inches after five years of operation.

When 200 lbs. is applied on one outer comer of the float, there shall be no more than 2- inches in freeboard differential.

3.1.4 Wind Load: 85 mph basic wind speed (3-second gust), 70 mph fastest mile, IBC exposure. Apply wind load on exposed over-water vessel profiles. Consider both end and side loading conditions and sheltering effects.

3.1.5 Design wave: 2.5 feet in height but not expected to exceed 4 feet, with varying wavelengths corresponding to wave periods of 2 seconds. This comports with Sea State 3.

3.1.6 Design pressure for current: 3.0 pounds per square foot

3.1.7 Impact Load: Forward velocity of 1.0 knots, vessel berthing angle of 10 degrees for largest boat normally using slip, striking at the end of a finger or end of a main float.

3.1.8 Level Tolerances: The deck of the float system shall be within the following level tolerances for the life of the system:

Maximum transverse tilt angle for floats: 3 degrees

Maximum longitudinal slope for floats: 1-inch per 20-feet

Maximum vertical and horizontal differential between adjacent floats at any point across the float connection: 1-inch.

3.1.9 Deck must be able to support one 8ft x 20ft Conex box, weighing 4,859 lbs, to be positioned at the floats center.

3.1.10 Deck must support the roller end of one aluminum access brow, weighing 2,542 lbs., positioned on the inboard side (brow roller plate), approximately centerline.

4.0 Surveillances

a. The contractor shall provide the Government with their Quality Assurance / Quality Control Plan

b. Contractor shall provide PCI (Precast/ Pre-stressed Concrete institute) Certification

Are these the weights of the concrete float or of the structure that the float needs to be able to support?

Same question as above.

c. Request that potential offerors provide drawings of the concrete floats that they will be providing. Drawings shall include, at a minimum, the following:

- Overall view of the float. Plan view, Side view, and top views

- View of the Piling collars/Moorage attachments

- View showing the locations of the bitts, cleats, trenches, D-rubber

d. The government representative will perform site visits to ensure requirements are met. Site visits to be scheduled with contractor after contract award. Site visits required and photos shall be provided, in jpeg format, to the government representative within 48 hours of the following milestone points:

1. Prior to the initial, pour (specifically the framing).

2. After the initial pour and any follow-on (for the consistency of the mix).

3. After the cement has cured (to check for cracks)

4. The attachment of the fittings (spacing, positioning, and quantity as specified in the SOW).

5. The launch (to observe integrity and the height of the freeboard- how high out of the water it sits will affect the boats that moor to the floats).

6. At delivery (to ensure that no damage was incurred during the tow)

5.0 Delivery

a. Required delivery of the floats to be accomplished not later than 29 August 2025.

b. Delivery will be provided by contractors towing service via waterway thru the Hood Canal, to Naval Base Kitsap, Bangor, WA., at the security boom, and transferred to the port’s workboats for mooring.

Bidders are for FAR Part 14 contracts. Here, the terminology should be quoters or offerors.

Nguyen, Vivienne A CIV NAVSUP, FLC Puget Sound Note to Contracting Officer that this is a solicitation request to require in evaluation and notice to offerors in the solicitation.

Nguyen, Vivienne A CIV NAVSUP, FLC Puget Sound Clarify – are we asking for site visits at all 6 milestones below? Or is the intention, that there will be site visits for 1-4 but that Government personnel will be present for 5-6, which will be at the Destination?

Recommend that we specify a suspense or deadline after each milestone for the delivery of the photos.