Technical Specifications

All contractors shall ensure that their bid covers all specifications included in this document. This document addresses the specifications for the dock and its components, additional specifications for the utilities and overwater buildings may be found in the engineering and architectural plans. These are minimum specifications and if Contractor wishes to submit any alternatives to the specifications or items listed they must do so to the City of Naples for approval prior to bid submittal.

Table of Contents:

1. ENVIRONMENTAL / PERMITS / SIGNAGE2. CONSTRUCTION SPECIFICATIONS / DRAWINGS3. SUBMITTALS4. SAFETY5. USE OF PREMISES6. CLEAN UP AND PROTECTIONS7. INCLEMENT WEATHER PREPAREDNESS / HURRICANE PLAN8. MANGROVE REMOVAL9. RIPRAP10. DEMOLITION / DOCK REMOVAL11. DREDGE12. PILE PUNCHING/DRILLING13. FIXED WALKWAY DOCK INSTALLATION14. WOOD PILES15. PILE WRAP16. FLOATING DOCKS W/ ACCESS17. ELECTRIC18. WATER19. FIRE20. PUMPOUT EQUIPMENT21. FUEL SYSTEM22. PIPE SPECIFICATIONS23. BOAT LIFTS24. LADDERS/ LIFE RING25. ADDRESS / SLIP NUMBERS26. SURVEY27. RAIL28. DOCK BOXES29. PILE CAP30. FENDOFF PILE LINE HOOKS31. CLEATS32. FASTENERS33. FEND-ALL BUMPERS (OPTIONAL BID ITEM)

17-002 Attachment 2 - Naples TECH SPECIFICATIONS

1. ENVIRONMENTAL / PERMITS / SIGNAGE: The purpose of this specification (environmental protection) is defined as the retention of the environment in its natural state to the greatest possible extent during construction. Environmental considerations are air, water, land, and involve waste management, noise, and other pollutants. During construction, the Contractor and sub-contractors shall observe all rules and conditions described in all applicable permits. Contractor shall display temporary manatee signs, instruct workers to the required conditions of operating vessels in a manatee zone, provide turbidity control, and install permanent manatee signage properly mounted and secured. Turbidity monitoring and recording shall be required and shall be included in the bid. Turrell, Hall and Associates Inc. will provide data sheets and will review contractor’s reports weekly. Permanent Environmental signage shall be installed as indicated by Turrell, Hall and Associates, Inc. Each signage location shall consist of two signs mounted side by side or vertical on two 4 in. x 6 in. 2.5 PT post with two 4 in. x 6 in. 40 PT supports. Posts will be copper capped and supports shall have ends cut at 45 degree for finished look. All attachment shall be stainless steel. Owner shall supply 4 aluminum signs, 2 ea. 30 in. tall x 36 in. wide Manatee Education signs and 2 ea. 30 in. tall x 24 in. wide Manatee Awareness signs.

2. CONSTRUCTION SPECIFICATIONS / DRAWINGS: All work shall be in accordance with drawings, plans, and specifications provided by Turrell, Hall & Associates, Inc. and in conjunction with drawings and specifications provided by Huff Engineering Inc., REDI Engineering Inc and Dyehouse Comeriato Architect. Construction will also be in accordance with Florida Department of Environmental Protection (DEP) Permit No. 11-0158601-003/ DEP Submerged Land Lease No. 110024505 / Department of the Army Permit No. ______________ (permits attached to documents) which shall be a part of this Contract. Best Management Practices for turbidity control per DEP Criteria for Surface Water Quality Standards Chapter 62-302 will be followed during construction.

Note: Any specialty equipment required to complete any portion of the project shall be included in the bid proposal. Any mobilization or de-mobilization of specialty equipment shall be included in the bid proposal.

3. SUBMITTALS: Each submittal shall be sent from the Contractor to the Engineer. The Contractor shall be advised to coordinate with others and deliver submittals in a timely manner to ensure that work is not delayed and this shall be figured into the Contractor’s schedule before construction begins. Engineer is not responsible for delay in work due to submittal approval. Engineer requires ten (10) business days from date of stamped receipt of the received submittals to review submittals plus any time required for delivery by mail to Contractor. Contractor may pickup submittals from Engineer’s office to avoid delivery time delay.

4. SAFETY: Contractor shall be responsible for initiating, maintaining, and supervising all safety precautions and programs in connection with the work.

5. USE OF PREMISES: Contractor shall confine all construction and storage of materials to mutually agreed upon staging areas and shall install chain link fence, with a screen cover, to prevent access to staging area and all work areas by unauthorized personnel. The area may be shared with other public or private parties and coordination / cooperation is required. Debris and discard will be cleared daily in work and storage areas. Contractor will provide container / truck for disposal and cleaning of work area if necessary. The Permittee/Owner has no means for disposal of debris and refuse and

Contractor is solely responsible for disposal of debris and refuse. Contractor shall maintain drainage of the laydown yard during all phases of construction. All sidewalks on site that have to be crossed over with equipment shall be covered with a protective cover of dirt, sand, and / or plywood including the loading and unloading area in the staging.

6. CLEAN UP AND PROTECTIONS: Any existing surface or subsurface improvements, including, but not limited to sidewalks, driveways, seawalls, pipes, utilities, footings, structures, grass, trees, and shrubbery, not indicated in the Contract Documents to be removed or altered, shall be protected by Contractor from damage during the project construction period. Any such improvements so damaged, shall be restored by Contractor to the condition equal to that existing at the time of Contractor's commencement of the Work at Contractor’s cost.

7. INCLEMENT WEATHER PREPAREDNESS / HURRICANE PLAN: Prior to commencement of work, Contractor must provide weather preparedness plan in writing to the Owner should unfavorable weather patterns develop during construction, the Contractor and Permittee /Owner shall mutually agree upon a plan to secure the site and/or materials. No reimbursement or additional cost will be applied to Permittee/Owner for carrying out the plan. The Contractor shall not be entitled to, and Owner shall not be responsible for, any claim for additional compensation as a result of Contractor's compliance with the weather preparedness plan.

8. MANGROVE REMOVAL: Mangrove removal has been permitted by the State and Federal agencies within the footprint of the access dock plus 2ft of construction access. 8.1. Prior to mangrove removal contractor shall have the clearing limits staked out by a Licensed

Professional Surveyor and Mapper. 8.2. Contractor may remove mangroves within clearing limits only and shall utilize whatever means

and methods are necessary that comply with the permit conditions. 8.3. Debris must be disposed of at an approved location such as but not limited to a horticultural

recycling center or land fill. Contractor shall submit disposal facility to Engineer for approval prior to commencement of construction.

9. RIPRAP: New riprap shall be placed as shown in Plans. 9.1. Geotextile US Fabric 670 (or equal) to be placed beneath all riprap.

9.2. Joints shall have a 3 ft overlap 9.3. Riprap shall be stacked at a 2:1 slope to the protrusions shown in Plans. 9.4. 1 ton stones with a minimum density of 145 lb/CF will be used for all toe stones. 9.5. 12”-18” stones with a minimum density of 145lb/CF will be used for all armor stones. 9.6. After armor stones are placed chink rock shall be placed by hand to stabilize the armorstone and

finish the revetment. 9.7. Contractor shall place rip rap with care.

10. DEMOLITION / DOCK REMOVAL: 10.1. Debris from demolition and items indicated to be removed shall be removed from the

Owner’s property and properly disposed of by the Contractor in a permitted sanitary landfill or C&D landfill, as is appropriate for the material being removed.

10.2. The Contractor shall immediately remove and properly dispose of any debris that enters the water in or outside of the construction area during the demolition of the indicated structures.

10.3. Site will be cleaned daily of debris. Remove and dispose of the existing fixed docks, all related attachments, any associated utilities, conduits, or debris.

10.4. All piles, concrete, and other debris will be completely removed with no debris remaining above specified marina bottom elevation (post dredge).

10.5. Proper electric and water disconnects in the work area is the responsibility of the Contractor.

10.6. All dock utilities shall be removed and included in the demolition. 10.7. The Contractor shall be responsible for coordinating all demolition activities with utility

trades. 10.8. Contractor shall be responsible for all disposal fees and shall include said fees its bid.

11. DREDGE: Dredging consist of removal and disposal of approximately 341 C.Y. of spoil. This is an engineer’s estimates and is only to be used to assist the contractor with their bid. Contractor is responsible to ensure entire dredge area is cut to design elevation and shall account for any sluff as part of the base bid. 11.1. All containment requirements shall be followed. 11.2. Any dredge cut or hole dredged below 1ft of -5ft MLW shall be filled with clean #57 stone. 11.3. Contractor shall be responsible for it’s own pre-dredge survey to base quantities off of.

Dredge quantities removed shall be determined by incremental and a final post bathymetric survey and record of spoil removed.

11.4. A recorded spoil removal method shall be determined with project Engineer. 11.5. No payment will be made for dredged spoil below minus 5ft MLW. 11.6. The Contractor shall submit a spoil removal and construction access plan for review with

the bid documents.

12. PILE PUNCHING/DRILLING:

12.1. Piles shall only be Punched/Drilled if specified penetration cannot be achieved by standard methods due to naturally occurring subsurface rock.

12.2. Contractor shall present a drill schedule to the Owner prior to construction signifying what piles must be punched/drilled based on the information provided in the bid documents and the Contractor’s own sub-surface investigations.

12.3. Contractor shall present in their means and methods statement what equipment the Contractor owns or will lease for this project to punch/drill the holes for the pilings.

13. FIXED WALKWAY DOCK INSTALLATION: 13.1. The access dock shall be constructed with minimum diameter 14in. concrete DOT type

support pilings. 13.2. The finger piers shall be constructed with minimum diameter 12in. wood piles. 13.3. All pilings shall be installed to a minimum of 10ft. below the post dredged mud line

(bottom of waterway) to firm bearing and be self-standing. 13.4. All blocks shall be 0.60 CCA treatments with ½ in. stainless steel attachment bolts. 13.5. The access dock stringers shall be full cut 4in. x 12in. at a maximum 18in. on center spacing

and connected to concrete piles with a single 3/4in. stainless steel bolt where applicable. 13.6. The access dock cap timbers shall be full cut 4in. x 16in. and secured to concrete support

piles with double 3/4in. stainless steel bolts. 13.7. All access dock framing shall full width lumber (not S4S) be 0.60PCF CCA treatments, grade

No.1 southern yellow pine. 13.8. The finger pier stringers shall be 3in. x 8in.at a maximum of 24in. on center spacing and

connected to wood 13.9. Decking shall be fastened with 2 stainless steel screws per board above each stringer with

a minimum 2in. penetration into stringers. 13.10. Base bid shall include 2in. x 6in. IPE hardwood, spaced 1/8in. (#6 nail) attached with

approved countersunk stainless steel screws with a minimum 2in. penetration into stringers. All exposed IPE wood cuts to be sealed.

13.10.1. Optional Decking – Contractor shall provide a deduction price in the Options Schedule of Values to replace the base bid IPE decking with 3”x8” 0.40 ACQ smooth four side, grade No. 1 southern yellow pine.

13.11. All decking shall be installed with full length deck boards, no joints. 13.12. All decking materials shall be spaced as indicated in notes with final spacing approval by

project Engineer. 13.13. Any attachments into concrete / seawall will be with Hilti HY 150 adhesive epoxy or equal

with proper drill sizes and depths per manufacturer specifications. 13.14. All stainless fastener steel bolts / attachments into decking, railing or concrete shall be

#316 grade stainless steel. Stainless fasteners into wood pilings may be 304/305 stainless steel. 13.15. All decking and rail shall be rasped or sanded to finish the edges 13.16. All above deck wood piles shall be 5ft. above deck and all boat lift piles shall be 6ft-6in

above deck. 13.17. CONCRETE BENTS (OPTIONAL BID ITEM): The new concrete fixed dock piles may be

capped with a concrete bent instead of wood cap timbers to support the stringers and decking.

Selection will be made prior to issuing a Notice of Intent and these specifications shall replace section 13.6 for the wooden cap timbers included in the base bid.

13.18. Concrete bents shall be either pre-cast or poured on site. Contractor is to identify their preferred method within their means and methods statement submitted with bid documents.

13.19. Concrete shall have the following specifications: 13.20. 5,000 PSI design strength 13.21. Ratio of 50% concrete /30% slag /20% flyash. 13.22. Concrete shall have a slump of 4” with a tolerance of +/- 1” 13.23. Water cement ration of 0.40 13.24. Concrete submittal must be approved by Engineer prior to forming concrete bents. 13.25. Contractor to submit admixture for approval. 13.26. Contractor to submit curing agent for approval. 13.27. All steel shall be hot dipped galvanized. 13.28. All horizontal steel shall be #5 HDG rebar except where specified in plan and spec. 13.29. All stirrups shall be #4 HDG rebar and shall not exceed 12in on center. 13.30. Field treat damaged galvanized finish and expose threaded surfaces with two coats of zinc

rich paint conforming to ASTM A 780.

14. WOOD PILES: 14.1. All pilings and timbers to be visually straight with no splits or voids and of good grade. 14.2. Piles shall have a consistent taper not to exceed 3in. from butt to tip. 14.3. All wood pilings shall have black vinyl pile wrap from 6in. below the post dredge substrate

line to 1ft. above the mean high water line. 14.4. All above deck piles shall have black vinyl cone cap nailed with No. 6 SS nails (min 4 ea.).

15. PILE WRAP: 15.1. All wood pilings to be pile wrapped from 1 ft above MHW to 6 in. below post dredge

substrate with HDPE material. 15.2. HDPE material is to be black in color with a minimum 30 mil. thickness. 15.3. Pile wrap to be overlapped a minimum of 6 in. and nailed with 1 ¼ in. stainless steel ring-

shank roofing nails installed every 2 in. along the seams. All mechanical attachment devices (screws/nails) shall be 316 stainless and shall be parallel to the slip to avoid any contact with vessels.

15.4. Pile wrap to have a minimum of three heavy duty black cable ties per pile, #175 or stronger, starting 6 in. below top of wrap, 1 foot above bottom of wrap and one in center of wrap.

16. FLOATING DOCKS W/ ACCESS: 16.1. The new floating docks will be fully encapsulated concrete docks or equal.

16.1.1. The following specifications are based upon the use of a Bellingham Marine concrete floating dock.

16.1.2. Marinetek is an approved equal and will address all applicable specifications in their bid to Contractors.

16.1.3. Contractor must state in their bid which manufacture they are using in their base bid (SOV item no. 4 and 5)

16.1.4. Contractor may provide a price for the other floating dock manufacture in SOV Option Item D.

16.1.5. Contractor to provide a price for a value engineered floating dock system utilizing concrete main docks with alternative finger piers with concrete decking (ie. aluminum poly float style).

16.1.6. If Contractor wishes to provide a price for a different floating dock manufacture than the two listed above they must submit information to the City of Naples for approval proving the docks are equals prior to the bid response date.

16.2. Whaler cover boards shall be 5/4in. Grey Lumberock. Lumberock must be ripped both sides when any ripping is necessary.

16.3. Wood walers shall be drilled to allow for 5/4in. cover board to be level with concrete pontoons.

16.4. Dock ramp shall be designed for handicap access. 16.5. All gangways shall have hand rail on each side of ramp. 16.6. Floating dock shall have a 24in. freeboard. 16.7. Concrete control piles shall be bid based upon installation of 14in. x 45ft. long, DOT type

piles, smooth 4 sides and minimum below post dredge bottom penetration of 25 feet or to dock manufacturer specifications.

16.8. STEEL CONTROL PILES (OPTIONAL): Steel control piles may be used in lieu of concrete control piles but must be sleeved in smooth HDPE. Coal tar epoxy coating is not acceptable. Contractor must identify their preferred control piles in their means and methods statement.

16.9. Control pile elevations to be level at +10ft. above the top of docks at MHW. 16.10. All concrete pile lifting rings or exposed steel above MLLW shall be cut; epoxy coated and

be properly patched with mortar. All holes, honeycomb, breaks or chipped surface on concrete piles and dock system shall be properly patched with mortar.

16.11. All concrete control piles shall have black vinyl cone pile caps secured with (1) SS Tapcon screw each side (min 4 ea.) on concrete piles.

16.12. Vinyl fendering shall be installed to surround the floating docks. 16.13. All fastener bolts, lags, screws, nails, to be minimum 304/305 stainless steel with 316

stainless steel into all concrete attachments. 16.14. All roller guides and weldments shall be stainless steel. 16.15. All thru-rods shall be Bellingham’s FRP rods.

16.16. The floatation system shall consist of modular sections designed in such a manner that modules may be replaced with standard modules in case of repairs.

16.17. Float modules shall be structurally connected by treated timber waler system that will allow replacement without affecting the float modules. Connection methods that create structural failure of the float module when overstressed will not be allowed. Concrete float modules will have concrete cover for protection on all six sides. Floats without concrete bottoms will not be allowed. Minimum concrete deck, bottom, and wall sections shall be as follows:

Deck 2.00”

Walls 1.50”

Bottoms 1.25”

16.18. Sufficient flotation shall be provided to support a live load of seventy pounds per square foot of deck area.

16.19. Free board under deal load only shall not be less then 23” or exceed 25”. At a time of installation, freeboard under dead load only should be a minimum of 24” in order to meet the 23””mininum freeboard at the end of one year from the date of job acceptance.

16.20. Freeboard for 24” and 30” freeboard floats will follow the same up one or down one-inch criteria as the 18” floats.

16.21. Contractor should exercise caution to insure that all dead loads are actually determined and included in buoyancy calculations. These loads should include appropriate safety factors id used and any specific manufacturing considerations that will affect the final freeboard.

16.22. Dead loads shall consist of the floats, framing, waler system, attachment steel, miscellaneous connection devises, and all other permanently attached equipment such as utilities, boxes, fire protection equipment, etc.

16.23. Special floats must be designed to support additional concentrated loads as imposed by gangways, transformers, or other equipment. Floats with special loadings shall have the same freeboard as floats with no such loading, so that there will be nor residual stress or tilting when the floats are interconnected.

16.24. The weight of the lumber for these calculations shall be assumed to be no less then40 pounds per cubic foot.

16.25. Walking surface of concrete floats shall be level and flush with respect to adjacent floats. 16.26. Floats shall be designed to float level under dead load only. The decks of the floats shall

be within the following tolerances of being level: 16.26.1. Maximum transverse slope for main floats: one inch per ten feet of width 16.26.2. Maximum longitudinal slope: one inch per ten feet

16.27. Flotation units shall be located within the structure so as to be cable of supporting a 300-pound point load moving in any area on a float without excessive rolling or tilting on the dock. When a 400-pound load is applied one foot from the end of the finger, that finger will loose no more of 4” of freeboard. When a 300-ppound load is applied to on one corner of the finger there shall be no more then 2” of freeboard differential per three feet of width between the outer corners of the finger. This test should be performed once the system is totally connected and is in its final intended condition.

16.28. Float and anchorage systems shall be designed for the following load cases as a minimum: 16.28.1. Wind pressure of 15 PSF (77MPH fastest mile wind at 33 feet standard elevation,

Exposure C, Per ASCE 7-93) acting on the projected area of all docks and moored vessels assuming a full occupancy of the marina.

16.28.2. Minimum current pressure of 0 PSF (0 feet per second current velocity) acting on the projected area of all docks and moored vessels assuming the occupancy levels will reflect those expected during the flood season.

16.28.3. Vertical wave loads, as they exit at the specific site. 16.28.4. Lateral wave loads for waves a significant wave height exceeding one foot if they

are expected to occur at a specific site. 16.28.5. Load cases should be combined based upon the probability of simultaneous

occurrences of the events

16.28.6. Lateral pile loads at the maximum surge level. 16.29. Standards: All docks, structures, and components must be designed per one of the

following codes or authorities, depending on the applications: 16.29.1. UBC (Uniform Building Code) 16.29.2. SBC (Standard Building Code) 16.29.3. MBMA (Metal Building MFG> Assoc) 16.29.4. BOCA (Building Official Congress of America) 16.29.5. City/State Building Code 16.29.6. Army Corps Manual SR-2 16.29.7. ASTM Standards 16.29.8. AISI (American Iron and Steel Institute) 16.29.9. PCI (Prestressed Concrete Institute) 16.29.10. CRSI (Concrete reinforced Steel Institute)

16.30. Parameters: 16.30.1. Wind load calculations shall be based on an average vessel profile height equal to

15% of the slip length. 16.30.2. Current load calculations shall be based on the average vessel draft determined

by the intended vessel types. 16.30.3. Calculations are to be performed for wind and current loads both parallel to and

perpendicular to the slips. 16.30.4. Full wind and current loads shall be applied to all exposed vessels. To account for

sheltering effects, 15% of the full load shall be applied to all vessels sheltered by the exposed vessel.

16.30.5. Calculations shall assume that any given slip may be exposed to the loads created by a design event.

16.30.6. Allowable material stresses shall be based on the latest edition of the Uniform Building Code.

16.30.7. Minimum evaluation of the design wave environment shall include identifying the Significant Wave Height, Peak Spectral Wave Length, Wave Period, and Wave Approach Angle.

16.31. Drawings 16.31.1. Prior to fabrication or construction, the Contractor shall furnish sufficient

information to describe his floating dock system, and shall submit completed shop drawings and calculations for approval by the Owner. Dock and anchorage drawings and calculations shall be affixed with appropriate stamps and signatures of a registered professional coastal engineer, maintaining professional liability insurance with a minimum policy limit of $2,000,000.00. The engineer of record shall seal all drawings with a stamp identifying him or her as a registered professional engineer licensed in the state in which the project is located.

16.31.2. Shop Drawings shall show the layout of the dock system, layout of the complete mooring system, details of all connections, waler sizing, and splice pattern, anchorage connections, utility routings and all details necessary and pertinent to the construction of the floating dock system.

16.32. Calculations 16.32.1. All design calculations shall assume that all slips are occupied, that any individual

slip may be exposed during a design event and that all reasonable dead loads have been incorporated into the system.

16.32.2. Once the loads are determined by the applicable codes listed above, the design

and calculations shall be prepared in accordance with AISI and AISC specifications and guidelines.

16.32.3. All engineering and calculations shall be done in accordance with these guidelines using the appropriate allowable capacities and safety factors. Calculations are to be stamped by a registered professional coastal engineer, maintaining professional liability insurance with a minimum policy limit of $2,000,000.00. The engineer of record shall seal all calculations with a stamp identifying him or her as a registered professional engineer license in the state in which the project is located.

16.32.4. In addition to sizing all members for these codes and specifications, the following calculations shall be submitted as a minimum for the dock system:

16.32.4.1. Anchorage attachment points to insure reactions shall be appropriate and rationally distributed throughout the system

16.32.4.2. Finger lateral loads from the current and wind in the shielded and unshielded conditions for each finger length. Calculations will provide transfer assumptions for both cantilever and non-cantilever type fingers, including finger to walk connections.

16.32.4.3. Overall system loads under full occupancy with consideration for shielding factors and deflections of the system and its effects on anchor loading.

16.32.4.4. Anchorage system capacity for individual and overall load considerations. 16.32.4.5. If anchor pilings are utilized for mooring, the special design information should

include: 16.32.4.5.1. Pile size and cross section 16.32.4.5.2. Overall pile length 16.32.4.5.3. Minimum embedment

16.32.4.6. Vertical loading due to wave action and live load requirements including both walkways and fingers.

16.32.4.7. Piling support or anchoring system to be engineered based on the soils/boring reports.

16.33. Quality Assurance: The manufacture must have an ongoing quality assurance program. At the option of the owner, the manufacture shall submit a copy of their operational quality assurance program and shall cast no floats until the owner has approved this quality assurance program.

16.34. Materials 16.34.1. The contractor shall submit for approval by the owner, all items he intends on

using for the construction of this project, as well as any alternative materials. 16.34.2. The owner shall be allowed access to all sites where materials pertaining to this

contract are manufactured or constructed for the purposes of inspection. 16.34.3. Materials delivered and stored at either the manufacturing facility, staging area,

or jobsite shall be properly stored on dunnage or by other appropriate means to direct contact with the ground and unnecessary damage

16.35. Concrete Floats 16.35.1. The float manufacture has a minimum of 10 years experience in the design and

manufacture of concrete components. 16.35.2. The manufacturing facility shall be designed to provide the proper environment

and physical conditions necessary for float casting. The facility shall provide adequate workspace, equipment, level casting surfaces, and protection from direct sunlight, wind, moisture, and freezing.

16.35.3. Float modules shall be cast monolithically in a single pour. There shall be no cold joints of any type. All modules are to have concrete bottoms and walls

16.35.4. Float modules shall have a minimum deck thickness of 2” and a minimum sidewall, end wall thickness of 1-1/2” and a bottom thickness of 1-1/4”.

16.35.5. Floats shall be cast in steel forms, with a smooth, true surface. 16.35.6. Forms shall be designed in such a way to prevent unsightly finished surfaces or

definite lines that could result in crack planes. Any rough edges, form marks, or defects shall be cleaned, ground smooth, or patched.

16.35.7. Concrete Mix Design 16.35.7.1. Prior to manufacturing of any floatation units, the concrete mix design shall be

approved by the owner. 16.35.7.2. Concrete shall have a minimum twenty-eight day compressive strength of

5000PSI, as per ASTM C-94. The owner may reject floats made of concrete with less strength.

16.35.7.3. The mix shall contain a minimum of 611 pounds of Portland cement per cubic yard, either Type I or Type II modified, and low alkali. Type III cement may be used if the Tri-Calcium Aluminates of the cement is certified by the manufacture to be between five and eight percent, and alkali content (Na20) and (K20) is less then 0.6 percent.

16.35.7.4. Concrete for the floatation units shall contain polypropylene fibrous reinforcements at a rate recommend by the supplier.

16.35.7.5. Coarse and fine aggregates shall conform to ASTM C-33-86, ASTM C-330 lightweight aggregates for structural concrete.

16.35.7.6. All concrete shall be air-entrained from four to seven percent and shall be tested in accordance with ASTM C-138, C-173, or C-231.

16.35.7.7. Water/Cement ratio shall not exceed 0.45 for lightweight concrete. 16.35.7.8. Slump range shall be three inches to six inches when tested in accordance with

ASTM C-143-78. 16.35.7.9. EPS to have a maximum absorption of three percent by volume as tested by ASTM

Method C+272. 16.35.7.10. The foam core shall be held in a true position during the casting operation with

an allowable variation of 1/8 inch from the dimensions shown on the shop drawings. 16.35.7.11. Foam billets will have a dimensional tolerance of plus 0.125 inch and minus 0.125

inch. 16.35.7.12. Foam core material may not have more then ten percent reground EPS foam

material. Reground foam pieces shall not exceed 3/8 inches in diameter. 16.35.7.13. Foam core shall be made up of not more then four laminated sections. 16.35.7.14. The laminating foam core shall be glued with low solvent glue, and shall be

strapped to prevent delaminating during transportation and handling. 16.35.7.15. No horizontal lamination may occur in the upper ten inches of the foam core.

16.35.8. Utility Raceways 16.35.8.1. Each walkway shall have PVC sleeves or trays embedded as required for the

electrical system with the appropriate pull-boxes. 16.35.8.2. Pull boxes shall be Associated Type 1730, or approved equal, unless other wise

specified by the owner or required specific state or local codes. 16.35.8.3. Pull boxes will be flush with the walking surface. 16.35.8.4. Pull boxes shall have a one-inch nominal concrete bottom with a smooth or light

brushed, slip resistant finish. Bottoms shall not be lower then the inverts of the PVC sleeves or trays. All fastening for the lids are to be stainless steel.

16.35.8.5. All sleeves and piping shall remain above the water surface under dead load

conditions and shall be designed to facilitate installation, removal, and servicing of the utilities. Access openings shall be provided at convenient locations if required for special access.

16.35.8.6. Utility access will provide for conduit service to the power pedestals, lighting devices, data, communication or security stations or locations. Any specialized mounting brackets are to be stainless steel.

16.35.9. Thru-Rod Connections 16.35.9.1. The minimum dimension of all thru rods for structural attachment is ¾ inch

thread diameter. 16.35.9.2. All thru rods shall be placed within PVC sleeves cast in the float units. The

maximum inside diameter of the PVC shall not exceed 7/8 of an inch. 16.35.9.3. All cast inserts will be stainless steel, ¾ inch diameter, with a welded loop or

horizontal restraining bar. 16.35.9.4. Walers shall be securely fastened to the concrete floats using galvanized thru-

rods, plate washers, and heavy hex pin lock nuts. 16.35.9.5. A minimum of four thru-rods per float is required, with a minimum average of

one thru-rod per two lineal feet of float length. The quantity and configuration of the thru-rods will be determined by the structural engineering’s load calculations on each dock section.

16.35.9.6. Thru-rods shall be placed thru each float unit within six inches of each end of that unit, and within six inches of each lumber splice.

16.35.9.7. No connection device shall protrude beyond the fascia into the berth area. Any connection device protruding above the surface of the deck (T-Plates, L-Plates, Straight Plates) shall have low-rounded profiles or routed into the waler surface.

16.35.9.8. All nuts at triangle frame connectors shall be re-tightened immediately before receiving utility or dock box base covers.

16.35.10. Deck Finish 16.35.10.1. The float deck surface shall be trowel finished with a steel trowel and a slip-

resistant finish applied transversally to the walking surface. 16.35.10.2. Contractor shall establish finishing methods and procedures to insure and even

and constant broom or screed finish on all deck surfaces. 16.35.10.3. All top edges shall have a 3/8 inch tooled radius with a minimum 1-1/2 inch wide

smooth hard steel finished face. 16.35.10.4. Outside top edges and corners shall be filed smooth. 16.35.10.5. Persons experienced and skilled in there trade shall perform all work. 16.35.10.6. Curing, Handling, and Storage 16.35.10.7. Except as otherwise approved, floats shall be cured for a minimum of seven days

before transporting or assembling. 16.35.10.8. The contractor shall select his own method of curing and be responsible for the

result, except that all curing shall include the application of a curing compound as soon as practical after finishing and that the concrete modules be placed under cover with complete protection from direct sunlight, wind, and freezing for a period of three days.

16.35.11. Curing compound referenced shall meet the following requirements: 16.35.11.1. Must be a balanced combination of sodium, potassium and meta silicate

compounds with s surface reducing agent. 16.35.11.2. Must not contain any chlorides, waxes, resins or oils. 16.35.11.3. Must not separate or settle out. 16.35.11.4. Must not leave a residue on the concrete that would prevent the application of

sealers or epoxies. 16.35.11.5. Must combine chemically with the free lime in concrete to form a barrier to

reduce moisture evaporation to a level that allows the complete hydration of the concrete.

16.35.12. Contractor shall take care in establishing handling methods to avoid damage to floats during removal, storage, assembly, and installation. Storage of floatation units shall be on level surfaces, and it shall be the responsibility of the contractor to determine how high to stack units to avoid damage. Care should be taken to avoid damage by over-stacking.

16.35.13. Floats should be individually covered to not allow residue to drip on the surface of the float below it, thus staining the finished deck.

16.35.14. Dunnage used the separate the floats during stacking storage should be isolated from the deck finish

16.35.15. Shipping chains are too be sleeved to avoid direct contact. 16.35.16. Floats shall be protected form damage form any cause 16.35.17. Any damaged floats shall be rejected and removed form any assigned job. 16.35.18. Cracks

16.35.18.1. Cracks located below the structural deck that do not indicate migration to the deck surface may be repaired with the approval of the owner.

16.35.18.2. Cracks which are open or which exceed two feet in length shall be V-Cut out and patched with a non-shrink patching compound matching in color by the owner.

16.35.18.3. Excessive cracking in a single floatation unit as well as chunks broken out by handling issues shall be cause for rejecting that unit. Any frequently recurring pattern of cracking shall be considered indicative of inadequate design, improper handling or importer production process and procedures. It shall be corrected by replacement and appropriate changes in design and production to cure the flaw.

16.35.18.4. Rock pockets exceeding one inch in diameter and or 3/8 inch in depth and /or honeycombing, shall be patched with an approved non-shrink grout of a color similar to the cured concrete, Any pockets, which expose mesh or rebar shall be chipped out, cleaned, and filled with an approved epoxy-patching compound of an approved matching color.

16.35.19. Float Weight 16.35.19.1. The weight of the complete floatation units shall not vary from the theoretical

weight or mean weight of all similar units by more then 6 percent. 16.35.19.2. All floats are to be weighed, compared to design and engineering specifications

and documented. 16.35.19.3. Submit program to verify actual float weights, quantity to be weighed, and

method of record keeping. 16.35.20. Float Identification

16.35.20.1. All floats are to be clearly identified on one side and one end between the bottom of the waler and the waterline with the date of manufacture, specific float type, and job number.

16.35.20.2. Owner to advise if construction loan/lender documents specify labeling 16.35.21. Lumber

16.35.21.1. All timber walers and structural lumber shall be southern yellow pine; “no.1” or better in accordance with either Southern Pine Inspection Bureau or the Timber Products Inspection Bureau grading rules.

16.35.21.2. Lumber shall be fabricated accurately to provide uniform gaps and butt joint connections. Lumber splices shall not exceed ½ inch between adjoining ends.

16.35.21.3. All walers, fascia, spacers, plywood, or any other member, which is subject to foot traffic, shall be flush with the concrete walking surface.

16.35.21.4. Lumber Treatment 16.35.21.4.1. All lumber shall be pressure preservative treated with ACQ, (if within

pedestrian reach), CCA or ACZA to .6 pound retention after fabrication. 16.35.21.4.2. All lumber, with the exception of laminated beams, will be cut to length

and all holes drilled prior to pressure treatment as far as is possible 16.35.21.4.3. Tie bands used for delivery must have chafe plates between the bands

and the wood to prevent crushing. Bundle identification shall been done so as not to stain or damage the material.

16.35.22. Steel/Metals 16.35.22.1. All structural steel channels, angles, and plates shall be fabricated from mild steel

conforming to ASTM A-36, and shall be hot dipped galvanized after fabrication. 16.35.22.2. All stainless steel used in fabrication will be #316. 16.35.22.3. All aluminum fabrications to be T-6061 salt water resistant fastened with #316

stainless materials.

16.35.22.4. Galvanized Coating 16.35.22.4.1. A hot dipped galvanized coating shall be required on all thru-rods bolts,

miscellaneous hardware, cleats, steel plates, angles, and shapes in accordance with either ASTM A-123 or ASTM A-153 as the process applies to a specific material.

16.35.22.4.2. Zinc coatings thickness to be a minimum of three mils. 16.35.23. Concrete Testing

16.35.23.1. All concrete testing shall be done under the guidance of certified personnel. Certification shall be in accordance with the National Ready Mix Concrete Association guidelines or equivalent. All concrete testing methods shall be done in accordance with the respective ASTM specifications.

16.35.23.2. Three compressive test cylinders shall be taken daily per mix, cured, and tested by either an independent testing laboratory or by an on site, owner approved, certified testing facility. Test results will be submitted on one each, seven day; one each twenty-eight day; and one hold cylinder.

16.35.23.3. Dailey concrete cylinder tests reports shall be submitted to the owner on a job complete basis. All concrete testing shall be done at the contractor’s expense.

16.35.24. Concrete Reinforcement 16.35.24.1. Galvanized welded wire fabrication used as concrete reinforcement shall be 2”

X2” -14/14. Welded wire fabric is required in the deck and bottom sections with a minimum of a two-inch return to the sides and ends. Where splicing occurs, the overlap will be a minimum of four inches. Galvanized wire mesh shall meet ASTM A-185.

16.35.24.2. Reinforcing steel bars shall be grade 40 or 60, conform to ASTM-615, and shall be epoxy coated in accordance with ASTM A-775 or galvanized in accordance with ASTM A-767.

16.35.25. Expanded Polystyrene Core (EPS) 16.35.25.1. The closed cell expanded polystyrene core used inside the concrete shall meet

Federal Specification C-578-85, which superceded Federal Specification HH-I-524C. The expanded polystyrene core must be fully encapsulated by concrete on all six sides.

16.35.25.2. The foam shall weigh between .95 and 1.10 pounds per cubic foot. 16.35.26. Weldments and Trench Cover Panels

16.35.26.1. Cover panels, which provide continues walking surfaces with the concrete deck, shall be of medium-density copolymer polyethylene or FRP, specially formulated to provide toughness and durability in a marine environment. The plastic shall contain UV stabilization for optimum performance in direct sunlight and weigh a minimum of .0342-lbs/cubic inch. The materials shall be fabricated with a non-slip surface molded into the panels.

16.35.27. Fendering 16.35.27.1. Vinyl fender of a type approved by the owner shall be installed continuous at all

berths. 16.35.27.2. The fendering board will extend below the waler system in such a way as to

protect the piping run under the walers, such as fire, potable water and sewer pump out HDPE pipes.

16.35.28. Access Ramps 16.35.28.1. Pedestrian access ramps will be built to support a live load of a minimum of 60

lbs per square foot. 16.35.28.2. Transport and golf cart access ramps will be built to support a minimum of 100

lbs. per square foot. 16.35.28.3. Additional floatation to be engineered into the float system that the gangway

rests on to assure level floatation. 16.35.28.4. ADA Requirements must be included in the design for at least one gangway

system in the facility

17. ELECTRIC: 17.1. Provide and install dock electric and products per plans an specification by Huff

Engineering. 17.2. The upland service to provide service shall be included in the proposal as indicated in the

schedule of values. 17.3. Conduits support brackets shall be stainless steel and spaced at a maximum of 4ft. on

center. 17.4. Pedestals shall have slip numbers laser cut facing main dock with back lighting 17.5. A summary of services and products shall be included with the electrical service bids. 17.6. All Pedestals Will Have the Following Specifications 17.7. Approved Power Pedestal, Substation, and Panel Suppliers 17.8. Eaton Marina Power & Lighting (MP&L) Products 17.9. Marina Electrical Equipment (MEE) Products 17.10. Voltage Parameters:

17.10.1. 120 Volt 1P Minimum Design Voltage 111 Volts 17.10.2. 240 Volts 1P Minimum Designed Voltage 222 Volts

17.11. Both Suppliers Shall Have: 17.11.1. Ground Fault Protection as per current National Electric Code (NEC) 17.11.2. Per approval by the project manager, NEC, and the electrical engineer the

following may be used 17.11.3. Ground Fault Detection Monitor System

17.11.4. Class EPD Ground Fault Circuit Breakers 17.11.4.1. “30” Milliamp Rating 17.11.4.2. Equipment Protective Device (EPD )

17.12. MEE shall have a “Nucore” Wireless Remote Electronic Reading System for Both Water and Electric Usage that is compatible with marina management software systems that is project manager approved

17.13. MP&L Equipment Shall have a compatible Remote Reading System for both Water and Electric Usage that is project manager approved.

17.14. All Single and Dual sided Pedestals Shall Have Individual Reading Electronic Electric Meters

17.15. Back Lit Mechanically Attached Engraved Plaques for Logos and Slip Numbers 17.15.1.1. Refer to Turrell Hall Plan for Slip Numbers and Pedestal Locations 17.15.1.2. Provide a Submittal to the Owner for Approval Prior to Fabrication

17.16. Lights 17.16.1. MP & L “Lighthouse - SS” And Harbor Mate or MEE “Harbor Light” and Bayside

Units 17.16.1.1.1. One 5-Watt Photo Cell Controlled 380 Lumen LED Light

17.16.2. MP & L “Admiral – SS” or MEE “Commodore” Units 17.16.2.1.1. Two 5-Watt Photo Cell Controlled 380 Lumen LED Light 17.16.2.1.2. All pedestal lights shall have the minimum illumination with LED lights of

the equivalent of 14w fluorescent bulb applications 17.16.3. Lights Shall Have Clear Lenses

17.17. Transformers, Substations, Circuit Breakers, and Distribution Panels shall engraved identification placards

17.18. Surge Protection shall be provided 17.19. All main dock lighting shall have a manual on –off switch bypassing the photo eye control 17.20. All Pedestals Except P-1 Shall Have Two Broward Casting Hose Holders 17.21. Potable Water

17.21.1.1. All Pedestals Except P-1 Shall Have Two ¾” Water Spigots with Back Flow Protection

17.21.1.2. All Single Pedestals Shall Have a Electronic Water Meter 17.21.1.3. All Dual Sided Pedestals Shall Have Individual Electronic Water Meters

17.22. P-1 Pedestal Shall Have a Single ¾” Water Spigot Mounted in the DB-1 Dock Box 17.22.1.1. This water spigot Shall Have a Remote Reading Electronic Water Meter Field

Wired to the P-1 Pedestal 17.22.1.2. MEE Equipment Shall have a Minomess 130 remote mount Electronic Water

Meter that is Compatible with the MEE Equipment 17.22.1.3. MP&L Equipment shall have a remote mount Electronic Water Meter that is

compatible with the MP&L Equipment when used in the remote dock box application as well as capable of remote transmitting.

17.22.1.4. P-1 Pedestal Mounted in the DB-1 Dock Box Shall Have a Broward Casting Hose Holder Mounted on the Dock Box with a Composite Backing Plate

17.22.1.5. All Spigots, Piping and Hose Holders Mounted On or In the Dock Box Shall Have S/S Fastenings and Backing Blocks Installed

17.22.1.6. All Thru Bolted Fastenings Shall Not Protrude Past the Nut More Than Two Threads. 17.22.1.6.1.1. If Cut to be File Dressed Till Smooth

17.23. Lights:

17.23.1. OHL: Over Head Light: 17.23.1.1. Double Oxford Wharf Light Model DL-14A Broward Casting or Equal 17.23.1.2. Application: Main Promenade and the Fuel Dock 17.23.1.3. 4” Square Post Mount with HD Mount Flange 17.23.1.4. Standard Dock Height is with a 9’ Post 17.23.1.5. Light Cone with a 38 Watt Florescent Bulbs is 12-15’ 17.23.1.6. LED Light System 17.23.1.7. Contractor must include LED bulb in price 17.23.1.8. Light has Clear Lenses and Standard Screw in type Bulb Socket 125V 17.23.1.9. Special installation Note for the Fuel Dock

17.23.1.9.1. Custom Post Available for this Installation 17.23.1.9.2. The lowest part of the lenses shall be no less than 12.0’ from the dock

surface 17.23.2. OHLS: Over Head Light:

17.23.2.1. Single Oxford Wharf Light Model DL13-A Broward Casting or Equal 17.23.2.2. Application: Main Promenade "A" Dock Charter Boat Illumination 17.23.2.3. 4” Square Post with HD Mounting Flange 17.23.2.4. Standard Dock Height is With a 9’ Post 17.23.2.5. LED Light System

17.23.2.5.1. Bulbs are not Supplied 17.23.2.5.2. Light has a Clear Lenses With a Standard 125 Volt Screw Type Socket

17.24. Fire Extinguisher Cabinets: 17.24.1. FX-1: Firehouse MP&L or Fire Station Safety Pedestal MEE Model FS1020

17.24.1.1. Application: Primary Fire Extinguisher Pedestal 17.24.1.2. One 10 Lb. Type ABC Extinguisher 17.24.1.3. One 24” Safety Orange Life Ring with Holder 17.24.1.4. Dual Function Alarm and Strobe System 17.24.1.5. Back Lit Red Safety Sign 17.24.1.6. Photocell-controlled 5-Watt 380 Lumen LED Light 17.24.1.7. Clear Lens For the Light only

17.24.2. FX-2: Firehouse by MP&L or Fire Station Safety Pedestal MEE Model FS1020 17.24.2.1. Application: Fuel Dock Location 17.24.2.2. One ¾ “ IBS Ball Valve Hose Bib with Back Flow Protection 17.24.2.3. One 20 Lb. Type ABC Fire Extinguisher 17.24.2.4. One 24” Safety Orange Life Ring with Holder 17.24.2.5. Dual Function Alarm and Strobe System 17.24.2.6. Back Lit Red Safety Sign 17.24.2.7. Photo-cell Controlled 5-Watt 380 Lumen LED Light 17.24.2.8. Clear Lens for the Light Only

17.24.3. FS-1: Dry Stand Pipe Fire Department Connection 17.24.3.1. Application: Connection Point for Fire Hoses 17.24.3.2. Locations as per plans 17.24.3.3. Mounted within a Aluminum Pedestal 17.24.3.4. Signage as Fire Standpipe 17.24.3.5. One 2x1/2” Fire Hose Valve with Cap 17.24.3.6. 6061 Aluminum Construction 17.24.3.7. Welded Flanged Base 17.24.3.8. S/S Clamps, Straps, and Fastenings

18. WATER:

18.1. The Contractor shall install all water lines with hose bibs and back-flow devices. 18.2. All service pedestal and service dock boxes shall have a white cast aluminum hose holder

for a min. 50ft. water hose (Broward Casting or equal). 18.3. All attachment brackets and fasteners shall be stainless steel. 18.4. A inside stiffener shall be added to the dock boxes to support the hose holder where

applicable. 18.5. All conduit service lines attached to the fixed dock or floating dock wood waler system

shall be supported with stainless steel brackets and fasteners or approved equal. 18.6. Conduits support brackets shall be stainless steel and spaced at a maximum of 4ft. on

center. 18.7. All main MEP service shall be sized per engineered plans and specifications. 18.8. A summary of services and products shall be included with the water service bids.

19. FIRE: 19.1. A dry stand pipe system shall be installed on the dock systems. 19.2. The Contractor shall install all fire lines, dry stack hydrants, lighted fire extinguisher

cabinets, 10lb fire extinguishers and supply line piping. 19.3. Support brackets shall be stainless steel and spaced at a maximum of 4ft. on center.

Brackets shall be sized and installed to act as interference fit brackets to control pipe expansion. 19.4. Dock fire hose valves shall be covered with a white flanged based stainless steel,

aluminum, fiberglass or PVC cover with red lettering indicating fire valve. 19.5. A summary of services and products shall be included with the fire service bids.

20. PUMPOUT EQUIPMENT:

20.1. POS: Pump Out Station 20.1.1. Application: Fuel Dock Area Two Locations as Per Plan 20.1.2. Two Stand Alone Stanchions EMP Model:STB-201 20.1.3. Two Differently Programmed Radio Remote Control Transmitters to a Single Pump 20.1.4. 60’ Pump Out Hose with Fittings 20.1.5. Hose Holder 20.1.6. Hydrant and Boat Connection Fittings

20.2. POP: Pump Out Pump 20.2.1. Located @ Fixed Dock Platform Adjacent to the Gangway (South) 20.2.2. Application: Peristaltic Pump for the Entire Facility 20.2.3. EMP Model: CV 5400 20.2.4. Capacity: 60 GPM 20.2.5. Vacuum” up to 29 Inches 20.2.6. Pressure 175 PSI 20.2.7. Discharge Head: 350 Vertical Feet 20.2.8. Suction Lift: 29 Feet 20.2.9. Motor: Five HP Single Phase 240 Volt 20.2.10. Dimensions: 34”L X “W X “H 20.2.11. Weight: 425Lbs

21. FUEL SYSTEM: 21.1. To include providing a functionally complete project. The contractor is required to provide all

the work, materials, and labor to produce the intended result.

Description Dispenser # Gallons Per Minute* Hose Reels**

Gasoline #1 15 GPM 100’

Gasoline #2 10 GPM 100’

Diesel #3 60 GPM 100’***

Diesel #4 15 GPM 100’

Gasoline #5 15 GPM 100’

Diesel #6 15 GPM 100’

21.2. * The final delivered flow rates must be within plus or minus 10% of the specified rate for each dispenser

21.3. With a minimum of one other similar product in use. 21.4. ** S/S Spring loaded ratchet return reels with sufficient capacity to hold the hose sizes

required to deliver the flow rates specified. 21.5. *** This Dispenser will have an integral electric hose reel system. 21.6. Special Note: All Power supplied to the City Dock Power Pedestal’s shall be Single Phase 21.7. Delivered Voltage:

21.7.1. 120 Volts 21.7.1.1. Minimum Allowable 111Volts

21.7.2. 240 Volts 21.7.2.1. Minimum Allowable 222 Volts

21.8. Fuel System Will Require a 200 Amp 240 Volt power supply 21.8.1. 1 @ 100 Amps 240 Volt Single Phase at the Dock Master Utility Closet 21.8.2. 1 @ 100 Amps 240 Volt Single Phase at the Fuel Tank Location 21.8.3. The fuel tank location will be a in a NEMA approved S/S cabinet at the Code Required

Elevation 21.8.3.1. The space requirements in the Harbor Mater Utility Closet will be as follows 21.8.3.2. 4’ X 8’ wall space with a conduit gutter at base 21.8.3.3. Allow for and Refer to the fuel system electrical plans as there will be extensive

conduits running to this location from both the tanks on the mainland and to the dock mounted dispensers

21.8.3.4. A 1x1/2” conduit from the gutter will be required to run to both the POS Device and to the Fuel System Safety Monitor System

21.8.3.5. Both the Monitor and POS will require a 125 Volt GFCI Duplex Outlet at the installed locations

21.9. Block outs and conduits within Floating Dock: 21.9.1. Dispenser Block Out: 24” W X 36” L X 24” D 21.9.2. Offset & Connection Block Out: 24” W X 36” L X 24” D 21.9.3. Dock Entrance Sump: 26”W X 64” L X 22.50” D

21.9.4. Fuel Pipe Conduit Thru Dock from Dock Entrance to Sump to Offset & Dispenser 6” 21.9.5. One 6” Conduit per Product 21.9.6. Two 1” Conduits Are Required to Each Dispenser from the Dock Entrance 21.9.7. Install Two 2” conduit Sleeves from Dispenser Sump to Conduit Tray for 1” Fuel Control

Wring Conduits to Pass Thru 21.9.8. E-Stop Requires One 1” Conduit from the Dock Entrance 21.9.9. Electrical Pull box located to install 1” conduit to the E-Stop 21.9.10. Additional E-Stop on the harbor master building adjacent to the fuel control point

of sale system. 21.9.11. Electrical Pull Box Adjacent to Each Dispenser 21.9.12. Fuel System Conduits Can Be Located in the Main Conduit Tray System

21.9.12.1. Option: If a standalone electrically powered hose reel is used an additional 1” conduit is required from the hose reel location to the dispenser sump and an additional 1” sleeve from the dispenser sump to the conduit tray.

21.10. Point of Sale: 21.10.1. The point of sale equipment shall be located in the harbor master building. 21.10.2. The location shall be designated by the harbor master 21.10.3. The point of sale equipment shall be compatible with the harbor master’s

designated sales equipment. 21.10.4. Progressive International Point of Sale System with a Citizen Printer or

21.11. Fuel Monitoring System: 21.11.1. The fuel monitoring system shall be mounted in the harbor master building 21.11.2. The location shall be designated by the harbor master 21.11.3. Equipment shall be Veeder-Root TLS-350 Plus, Omntec ATG System or approved

equivalent 21.12. Signage: Refer to Turrell hall plans for the required NFPA-30 fuel equipment signage 21.13. Fuel Line:

21.13.1. The fuel line shall be Double wall Advantage Earth Products (AEP) UL-971 approved fuel piping with a 30 year warranty or approved equivalent

21.13.2. Fuel line installation shall have the approved pitch so as the interstitial double wall pipe system can drain fuel to a sump for leak detection

21.14. Flow Rates: 21.14.1. The fuel delivery gallons per minute (GPM) at the nozzle are required to achieve

the flow rate specified for each product dispenser with a variance of no more then plus or minus 10%

21.14.2. If more then one specific product dispenser is in use, the required flow rate will be plus or minus 15%

21.14.3. It will be the responsibility of the fuel system contractor to provide the necessary equipment to achieve the specified flow rates within the bid proposal.

21.15. Regulations and Standards: 21.15.1. The following codes and standards will be applicable to the design/build for the

storage and dispensing of both gasoline and diesel products. 21.15.2. Petroleum Equipment Institute PEI/RP1000-09, Recommended practices for the

Installation of Marina Fueling Systems 21.15.3. Petroleum Institute PEI/RP100-12, Recommended Practices for the installation of

Underground Liquid Storage Systems 21.15.4. NFPA 10-Standards for portable Fire Extinguishers 21.15.5. NFPA 30-Flamable and Combustible Liquids Code

21.15.6. NFPA 30A-Automotive and Marine Service Station Code 21.15.7. NFPA 70-National Electrical Code, Article 555, Marinas and Boatyards 21.15.8. NFPA 303-Fire Protection Standards for Marinas and Boatyards 21.15.9. International Fire Code (IFC) Chapters 22 and 24 21.15.10. Federal Underground Tank Rules (Title 40 CFR, Section 280) 21.15.11. Florida Code 62-671 underground storage tank systems

21.16. Tank and Fuel System Registration & Regulations: 21.16.1. Fuel Contactor to provide to the end user client all required information to obtain

the state mandated fuel system registration and Fuel Tank Pollution insurance. 21.16.2. Provide all required environmental reports 21.16.3. Code required signage 21.16.4. Fuel system inspections 21.16.5. Certifications of sales accuracy and delivered flow rates

21.17. Engineering and Shop Drawings: 21.17.1. The fuel contractor will provide the following 21.17.2. To scale shop drawings in a 11” X 17” format 21.17.3. Final approved shop drawings will be stamped and sealed by a Licensed Engineer 21.17.4. When pavement over tanks is applicable the following information will be

provided for in the stamped and sealed plans 21.17.5. Load ratings for all of the surfacing materials 21.17.6. Load ratings for transition and access sump covers 21.17.7. The required loads will be provided for in the RFP 21.17.8. The contractor will be provided with a site survey and surveyor contact

information 21.17.9. It is the responsibility to coordinate with the surveyor to provide services needed

to locate the tanks, provide for elevation for the tanks and any finished grade or paving above the tanks

21.17.10. If specific finished paving is specified it is the contractors responsibility to set the elevation of the slab and transitions collars to accommodate the surface materials

21.17.11. It is the contactors responsibility to coordinate with the site civil project engineer to determine any elevation requirements

21.18. Schedule of Values and Equipment: 21.18.1. The contactor will provide within there bid a detailed schedule of values 21.18.2. The contactor will also provide a detailed description of all equipment being used

to perform this project 21.18.3. Owned or leased equipment will be noted 21.18.4. Subcontractors will be listed

21.19. General Requirements: 21.19.1. Perform air test and soap all fittings for a minimum of one hour 21.19.2. Obtain all regulatory Inspections 21.19.3. Provide magnetic marking tape on all undergrounds piping and conduits 21.19.4. Purge all product piping, factory calibrate all the dispensers with a state certified

Technician with a prover tank system of the appropriate size as determined by the delivery flow rates

21.19.5. Provide for 3rd party full system test 21.19.6. Provide all warranty paper work and documentation 21.19.7. Provide all parts and service books for installed equipment 21.19.8. Site cleanup

21.19.9. Provide all final environmental and municipal approvals

22. PIPE SPECIFICATIONS: 22.1. Landside:

22.1.1. Coordination with the upland utility contractors as to locations of the connection points 22.1.2. Coordination with the site surveyor

22.1.2.1. All upland utility lines are to be shown on the as built surveys 22.1.3. Potable water and sewer lines to have shutoff valves on the upland side 22.1.4. Potable water line and sewer line valves to be labeled as such 22.1.5. Sewer Pumpout units locations to be coordinated with the electrical contractor for power

supply 22.1.5.1. Power to be supplied from the dock panels

22.2. Gangway: 22.2.1. Specialized requirements to hang any utility piping from thru gangways is to be supplied

to the engineers 22.2.2. All hardware to hang or install utility piping to be #316 S/S 22.2.3. All pipe routings to allow for tide rise and fall

22.3. Dock Penetrations/Block Outs: 22.3.1. Specialized requirements for block outs within the pontoon are to be supplied by the

utility contractor 22.3.2. Hydrants, water spigots, and dry standpipe locations are by the engineers 22.3.3. Utility contractor to review engineers plans for the feasibility of the sited locations 22.3.4. Utility contractor to review dock manufactures plans to assure capacity for installation

22.4. Dry Stand Pipe Fire System: 22.4.1. Follow all previous listed requirements 22.4.2. Upland “Fire Department Connection” to be located by code and engineers plans 22.4.3. “FDC to be labeled as per its location and application

22.4.3.1. Sample Fire Department Connection North Dock 22.4.4. Locations on the dock for the dry standpipe connections are by code and the engineers 22.4.5. Pipe sizing to be determined by the required flow rates and pressures as required by the

fire marshal 22.4.6. The utility contractor to be available for meetings with the fire marshal, engineers, and

upland contractors for coordination as required 22.4.7. Provide test data as required by the fire marshal

22.5. Dock Installation: 22.5.1. All installation, support brackets, hangers, and fastenings to be #316 S/S 22.5.2. Locations for all water spigots, Pumpout hydrants, Pumpout stations, and dry standpipes

are located via the engineer’s plans. 22.5.3. Installation of all hydrants and standpipes to be in block outs or on weldments 22.5.4. Water spigots are located within power pedestals or triangle dock boxes except where

noted 22.5.5. All water spigots for potable water to have the required back flow preventer 22.5.6. All water spigots within the power pedestals are dual with internal back flow preventer

and regulators 22.5.7. All branch lines for spigot piping to be ¾”

22.6. Pumpout Hose Cart: EMP or KeCo

22.6.1. Pumpout system to be activated via wireless control located on the Pumpout hose cart 22.6.2. Pumpout hose cart to S/S or Aluminum 22.6.3. Hose to be a minimum of 75’

22.7. Pipe Type: “HDPE” High Density Polyethylene 22.7.1. HDPE is used for the main supply runs for the water and sewer

22.8. Pipe Type: Potable Water Branches 22.8.1. Parker/Goodyear #801 ¾” or equivalent 22.8.2. Parker/Goodyear or equivalent male (30182) and female (3182) ¾ barb connectors

22.8.2.1.1. The barb connection connects the branch tee off the potable water line to the water spigot assembly

22.9. Pipe Connections: HDPE to Be Heat or Electrically Fused 22.9.1. Branch offs are HDPE saddles or brass tees and brass fitting 22.9.2. Threaded fittings are brass to accept normal pipe thread connections with the

appropriate thread sealer for the application 22.10. Pipe Sizing: Potable Water

22.10.1. Main dock supply line is HDPE 2” 22.10.2. Branch Lines are ¾”

22.11. Pipe Sizing: Sewer Pumpout HDPE 22.11.1. 2” main and branch lines 22.11.2. Heat fused connected tees are used to branch directly to the dock mounted

hydrant 22.11.3. All hydrants to have a positive manual shutoff 2 x ½” valve and cap 22.11.4. Pipe Type HDPE SDR-11 HDPE FM Listed 200 PSI

22.12. Pipe Sizing: Dry Stand Pipe System (Subject to Local Jurisdictional Requirements) 22.13. Dock Installation Details:

22.13.1. All dock piping will run under the pontoon dock wood walers 22.13.2. All dock piping will be supported from the wood walers 22.13.3. The fender board will extend down past the walers to protect the piping 22.13.4. The dock is engineered to be wind rated please refer to engineers specifications

and special instructions as to wind and water loads 22.13.5. Any pipes crossing under the dock are to be supported by two brackets on either

side the of the branch tee where the cross over originates from 22.13.6. A brackets is to be installed opposite the branch tees where the pipe emerges

from the transition under water 22.13.7. The pipe is to be kept tight to the bottom of the pontoon float when making the

transition

23. BOAT LIFTS: 23.1. Boat lifts themselves will be an optional item in the bid schedule and shall be bid as a

complete installation including electric. 23.2. For those slips designed as potential slips to have boat lifts installed, Contractor shall

layout and install 12in. butt boat lift pilings for 16,000lb. capacity boatlifts. 23.3. All center shared piles shall be 12 in butt pilings. 23.4. Boat lift bid will include shared center pile brackets, boat lift installation, remote control,

and auto stop. 23.5. Boat lifts will be a direct drive or reduction gear type (no belt drives). 23.6. Boat lift pilings shall be at 6ft. 6in. above deck elevation

23.7. Contractor will allow cost for initial boat bunking of the vessel when delivered. 23.8. Any custom bunking shall be additional.

24. LADDERS/ LIFE RING: 24.1. New ladders shall be installed and included in the Contractor’s base bid. 24.2. The final locations shall be determined during construction. 24.3. All ladders shall be five step T-6061 aluminum drop down ladders on the fixed dock and

four step drop down ladders on the floating dock. Ladders shall be bolted through decking with a backer board or lagged on to floating docks.

24.4. Install Taylor Made Products, or equal, 360 degree x 20in. life throw rings. Throw rings shall be white in color with a 50 ft floating polypropylene grab line and SS mounting hook on the back of every fire extinguisher cabinet. Life rings shall be included in Contractor’s base bid.

24.5. L: Floating Dock Safety Ladder 24.5.1. Application: Floating Docks 24.5.2. Model 4FDL Marina Products & Equipment Four Step FDL Ladder

24.6. L-1: Fixed Dock Safety Ladder 24.6.1. Application: Fixed Dock Locations 24.6.2. Model 7FPL Marina Products & Equipment Seven Step FPL Ladder

25. ADDRESS / SLIP NUMBERS:

25.1. The proposal shall include installing the project address, clearly visible from the waterway, on the end of the docks and on both the beginning and end of all the slips.

25.2. The address locations shall be determined during construction. 25.3. The address will be 4in. lettering and/or numbers or per county / city code. 25.4. The slip numbers shall be displayed at each slip and on the beginning and end each slip

with 2in. letters and/or numbers. 25.5. All signs shall be HD polyethylene using no paints, inks or laminates.

26. SURVEY: 26.1. Contractor shall provide pre-construction (lay-out) survey and post surveys as provided

for in the Bid Schedule. 26.2. Contractor shall be responsible for a pre-dredge, incremental and post dredge surveys. 26.3. Surveys for dock layout and elevations will be coordinated through Turrell, Hall &

Associates. 26.4. Surveys will designate off-sets and elevation bench marks. 26.5. Contractor shall be responsible for maintain survey locations and is responsible for any

additional or re-survey that may be necessary. 26.6. A Boundary and Topographic Survey with benchmarks shall be provided by the

Permittee/Owner. The Contractor will be responsible for a post construction survey and include the cost in the Bid Proposal.

26.7. Contractor shall provide 4 copies of the Asbuilt Survey to Owner and a CAD file georeferenced in Florida South State Plane coordinates.

27. RAIL:

27.1. Railing shall be per plans and specifications.

27.2. The dock rail shall be a standard wood dock rail with 4in. x 4in. IPE (on applicable rail options).

28. DOCK BOXES:

28.1. DB-1: Trionic Corporation Model 8004 Power House Triangle Dock Box 28.1.1. Application: Boat Lift Slips with a MEE Bayside Utility Center or MP&L Newport Harbor

Mate 28.1.2. Roto- Molded 50”L X 29.5”W X 32.5”H 28.1.3. Gas Shocks on the Lid with Glass Filled Hinges and Stainless Steel Latch 28.1.4. Interior Drain with Plug 28.1.5. One ¾” IPS Ball Valve with Back Flow Protection 28.1.6. One Broward Casting Hose Holder 28.1.7. Spigot and Water Pipe to Have Internally Mounted Backing Plates with S/S Fastenings 28.1.8. Electronic Water Meter connected to the MEE Bayside or MP&L Newport unit

28.2. DB-2: Trionic Corporation Model 8000 Triangle Dock Box 28.2.1. Application: Finger Pier Slips 28.2.2. Roto-Molded 48.5”L X 28”W X 30”H 28.2.3. Interior Drain with Plug 28.2.4. Gas shocks on the Lid with Glass Filled Hinges and Stainless Steel Latch

28.3. DB-3: C&M Marine Products Dock Box Model CM09 28.3.1. Application: Charter Vessel Areas, T-Heads, and Face Dock 28.3.2. Fiberglass 96”L X 22”W X 25”H 28.3.3. Gel Coated Interior 28.3.4. Interior Drain with Plug 28.3.5. Stainless Steel Vents, Latches, Fastenings, and Hinges 28.3.6. Gas Shocks on the Lid

28.4. DB-4: C&M Marine Products Dock Box Model CM07 28.4.1. Application: Fuel Dock Area Dock & Spill Equipment 28.4.2. Fiberglass 75”L X 27”W X 26”H 28.4.3. Gel Coated Interior 28.4.4. Interior Drain with Plug 28.4.5. Stainless Steel Vents, Latches, Fastenings, and Hinge 28.4.6. Gas Shocks on the Lid

28.5. TR-1: Trionic Corporation Model TR-1 Thirty Gallon Receptacle 28.5.1. Application: Trash and Recyclables Containers 28.5.2. Roto-Molded 21.25” X 21.25” X 31”H 28.5.3. Glass Filled Hinges 28.5.4. Stainless Steel Latch 28.5.5. Stainless Steel Lid Lanyard 28.5.6. Interior Drain with Plug

28.6. FCS: Fish Cleaning Station “FT2L60” Marina Products & Equipment or equivalent 28.6.1. Application: Charter Boats 28.6.2. Two Legged Cantilevered Table 60” W X 24”D 28.6.3. ¾”White High Density Polyethylene FDA approved cleaning surface 28.6.4. Framework is T6061 marine grade aluminum 28.6.5. Mounts to the dock waler system and projects out from the dock without taking up dock

space

28.6.6. All Fastenings and hardware shall be stainless steel 28.6.7. ¾” hose bib with a service shut off valve 28.6.8. Swivel faucet system with hose connection capability

29. PILE CAP:

29.1. LLDPE Metalocene Based Polymer Cone Shaped Style 29.1.1. Application: Wood Fender Piles 29.1.2. Measured to size

29.1.2.1. The cap shall not exceed the pile diameter by more than ½” 29.1.3. Fastenings shall be a large headed S/S ring shank nail 29.1.4. Fastening shall be a minimum of 4 nails

30. FENDOFF PILE LINE HOOKS:

30.1. GPLS: 12” Charcoal Grey Plastic Line Support 30.2. High Density Solid Cut Recycled Polyethylene 30.3. Shall be fastened with 3/8” X 6” S/S Hex Head Lag Screws with a flat washer

31. CLEATS: 31.1. 15 S: 15” Heavy Duty Aluminum S-Cleat

31.1.1. Application: All slips with the exception of the Fuel and “F” Docks 31.1.2. ½” Diameter Hex Head Fastenings

31.2. 18 HDGSC: 18” Heavy Duty Galvanized Ship Cleat 31.2.1. Application: Fuel and “F” Docks 31.2.2. ¾” Diameter Hex Head Fastenings

31.3. All cleats shall be thru bolted on the floating dock 31.3.1. Exception shall be the fixed pier with the 15” S-Cleat piling application 31.3.2. S/S ½”X 7” Hex Head Lag Screws with a flat washer shall be used

31.4. All fastening hardware and components shall be Stainless Steel Grade 304 or Better 31.5. Fastening bolts shall not extend past the nut no more than two threads 31.6. Any cut bolt will have the edges dressed to a burr free condition 31.7. The S- Cleat shall have a flat washer under the hex head 31.8. All bolts shall have both a lock and flat washer at each nut location

32. FASTENERS: All deck screws shall be a minimum 316 stainless steel. All bolts, lags, screws, nails, and all other hardware or brackets shall be minimum 304/305 stainless steel. Any attachments to concrete shall be minimum 316 stainless steel adhered into concrete with Hilti HY 150 adhesive epoxy or equal with proper drill sizes and depths into concrete per manufacturer specifications.

33. FEND-ALL BUMPERS (OPTIONAL BID ITEM): Install black HD FEND-ALL bumpers to be 8ft. in length, mounted on 2in. x 4in. recycled plastic and attached to wood piles with 3ea.- 1/2in. x 6in. stainless steel lag bolts with washers.

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