A04_-_Statement_of_Work_1.pdf

CANAVERAL NATIONAL SEASHORE (CANA)

Statement of Work

Replace Boardwalks Canaveral National Seashore

1.0 INTRODUCTION

In the aftermath of hurricanes Ian and Nicole during the 2022 hurricane season, Canaveral National Seashore (CANA) suffered significant damage to its boardwalk infrastructure. This project aims to address the destruction by replacing the damaged boardwalks with resilient structures, minimizing environmental impact, and lowering maintenance expenses. The National Park Service (NPS) at Canaveral National Seashore (CANA) is seeking proposals to replace eleven deteriorated wooden boardwalks across the Playalinda and Apollo districts in Titusville and New Smyrna Beach, Florida (FL). The new boardwalks will be constructed using sustainable materials and advanced techniques to enhance durability. Among the eleven boardwalks, four will be ADA accessible, featuring viewing platforms, while two will be specifically designed for equestrian use.

Period of Performance: October 1st, 2024, thru May 1st 2025 including Notice to Proceed.

2.0 CONSTRUCTION SITE LOCATION

The Canaveral National Seashore boardwalk construction sites are in both the Playalinda District in Titusville and the Apollo District in New Smyrna Beach.

Locations:

Figure 1: Existing Boardwalks 1-7 and 1 Equestrian Boardwalk Playalinda District

Figure 2: Existing Boardwalks 3-2 and 1 Equestrian Boardwalk Apollo District

3.0 BACKGROUND AND EXISTING CONDITIONS

Canaveral National Seashore (CANA) was established on January 3, 1975, with the signing of its enabling legislation by Congress. Encompassing 57,661 acres, CANA boasts the most bio diverse estuary in North America and 24 miles of pristine coastline along Florida's Atlantic Coast, with 12 miles remaining undeveloped. Spanning from 10,000 BCE to the present day, CANA holds a rich historical legacy and is renowned for hosting the largest sea turtle nesting program in the country.

CANA is set to replace 11 of the 21 beach boardwalks in the Playalinda and Apollo districts. The existing boardwalks, constructed primarily of wood with some composite handrails and through-flow decking, span approximately 4,492 feet in length and are 6 feet wide. Each boardwalk features a 10 feet by 10 feet wooden viewing platform with seating, as well as wooden staircases and ramps leading down to the beach.

The current boardwalk framing elevates the deck approximately 2 to 15 feet above ground level, with stairs and ramps extending below grade for 2 to 3 steps to accommodate shifting sands.

For this project, there will be two types of boardwalks:

1. Pedestrian Boardwalks: PD1*, PD2, PD3, PD4, PD5*, PD6, PD7, AD2*, and AD3*

2. Equestrian Boardwalks: AD EQ and PD EQ

*Must meet Architectural Barriers Act Accessibility Standards (ABAAS)

Pedestrian Boardwalks: The contractor is required to utilize the Perdido Key design and specifications provided in this Statement of Work as the foundation for the design, to be adapted and implemented for each of the specified boardwalks. The pedestrian boardwalk design incorporates steel hot-dipped galvanized helical piles, fiberglass flow-through decking (Strongwell or equivalent), and stainless steel cable for railing.

Equestrian Boardwalks: For the equestrian boardwalks, the contractor must adhere to the Permatrak system or equivalent specifications. The Permatrak system consists of precast concrete panels securely fastened to steel hot-dipped galvanized helical piles, with stainless steel cable used for railing.

4.0 SCOPE OF WORK

The contractor is responsible for providing all technical support, materials, tools, equipment, and manpower necessary to complete the construction and replacement of the boardwalks.

Construction must adhere to the requirements outlined in the Americans with Disabilities Act Accessibility Guidelines (ABAAS) for boardwalks, specifically for Apollo District boardwalks #3 and #2, as well as Playalinda District boardwalks #1 and #5.

Contractors may use this list to aid in the bidding process. The primary project tasks include:

- Demolition of existing boardwalks.

- Construction of replacements for the existing wooden and equestrian boardwalks in the Playalinda and Apollo districts, utilizing provided design of existing boardwalks at Perdido Key.

BASE BID: Boardwalks Playlinda District 1-7 and Apollo District 3, 2

1. Task 1:

a. Provide a topographical survey as necessary for the project locations. Show the limits of disturbance.

b. Provide a proposed layout for the new boardwalk in approximately the same location as the existing boardwalk. Show the limits of construction, proposed contractor laydown area.

c. Provide a grading plan where required which shows the proposed grades.

d. Utilize the boardwalk drawings as a basis for the boardwalk design standard.

Match the layout of viewing platform (no seating required), ABAAS standards for required boardwalks, aluminum handrails, bolt patterns for the fasteners, fastener sizes, dimensions, lengths, thicknesses, and materials.

e. Drawings must be completed in computer aided drafting (CAD) software compatible with National Park Service standards, AutoCAD 2020 or later version.

2. Task 2: Demolish the existing boardwalks between the parking area to the beach, viewing platform, stairs, and ramp completely, in accordance with all Federal, State Regulations and Standards. Do not cut off existing wood framing at ground level or abandon sections of the stairs, boardwalk, or viewing platform on site. Fill in holes from removed posts.

3. Task 3: Construct new boardwalks using the design provided for pedestrian boardwalks utilizing steel hot dipped galvanized helical piles, fiberglass flow thru decking, and stainless-steel cable for railing.

a. Utilize the existing design provided by the NPS refer to Exhibit 1

b. Install a new boardwalk constructed according to the similar NPS design.

c. ABAAS Boardwalks must meet grade standards. The new boardwalk must have 5 ft clear space in width. The new boardwalk must provide access to the beach and end at the toe of the existing dune line on the beach. Verify the existing elevation of the toe of the dune on the beach. The boardwalk must be installed so that the final 12 ft of ramp are below grade at the end of the boardwalk and adequate slope to meet ABAAS standards.

d. Excavate existing sand dune where required to provide path for the new boardwalk. Reuse excavated sand for backfill. Do not haul away sand from the project site. Sand may be spread in disturbed areas of the project site. All construction debris must be removed from site - do not bury construction debris or abandon materials below ground.

e. Provide prefab aluminum stairs see Exhibit 5. All stairs shall go 2 feet below grade on beach side access.

f. Provide concrete sidewalk 4” thick 3000psi @28 days at Apollo #3 boardwalk.

See Exhibit 7.

Install composite fence along sidewalk. Total length is 200lf. Post is 4” x 4” and railings and cap are 2” x 6”. Install will color matching screw in accordance with manufacturing recommendations. Color Brown. See Exhibit 8.

4. Task 4: After completion of the project, provide an as-built record drawing of the completed boardwalks.

BID OPTION: Equestrian Boardwalks Apollo District North(1ea) Playlinda District South(1ea)

1. Task 1:

a. Provide a topographical survey as necessary for the project locations. Show the limits of disturbance.

b. Provide a proposed layout for the new boardwalk in approximately the same location as the existing boardwalk. Show the limits of construction, proposed contractor laydown area.

c. Provide a pre-cast concrete boardwalk (PermaTrak or equal) with steel hot dipped galvanized helical pile for support members. Provide pre-cast concrete support beams to span support members. Provide pre-cast concrete slabs for deck tread. Handrail to be stainless steel cable with treated 4 x 6 post supports.

Boardwalk to be rated at 5,000 pounds. See Exhibit 2.

NOTES:

1. The contractor is responsible for acquiring all necessary permits which are required to be accomplished during this project.

2. The Contractor is responsible for verifying existing conditions to include the exact lengths of boardwalks Exhibit 4.

3. The Contractor must provide the COR with receipts or tickets showing weight or volume of the material disposed of in a landfill, and any material disposed of through recycling.

4. See Exhibit 3 and 4 for Proposed Pedestrian Boardwalk Site Layout Plans and lengths.

5. If any archeological material (ex. artifacts and/or cultural features or human remains) is found during demolition or construction, work must stop immediately, and park Chief of Resource Management should be contacted immediately (Kristen Kneifl 321-403-5680). Repair or replacement of structures shall occur in the same location or footprint of the previously permitted structure, although some minor design changes may be incorporated to include making the boardwalks ADA accessible, ATV access, etc. Construction and repair work shall be conducted to the greatest extent practicable from landward positions with minimal equipment intrusion on to the beach. Equipment and vehicle staging/parking/storage areas should be located on paved surfaces and outside of vegetated areas or areas of storm-buried vegetation. If work should occur May 1 through October 31, no construction equipment will be used or stored on the beach. Work is expected to be completed either before or after sea turtle nesting season. If any proposed construction is conducted during sea turtle nesting season (March 1 to November 30), daily early morning surveys for sea turtle nests shall be conducted through the completion of the project. Nests will be marked and avoided with a 10-foot buffer. Nesting surveys must be conducted by personnel with prior experience and training in nesting survey and egg relocation procedures.

Surveyors must have a valid Florida Fish and Wildlife Conservation Commission

(FWC) permit. Nesting surveys must be conducted daily between sunrise and 9 a.m.

Surveys must be performed in such a manner to ensure that construction activity does not occur in any location prior to completion of the necessary sea turtle protection measures. Relocation of sea turtle nests to accommodate construction is not authorized. All excavations and temporary alteration of beach/dune topography shall be filled, covered, or leveled to the natural beach profile prior to 8PM each day. No excavation of material shall occur outside of the previous footprint of the structure.

Holes where posts have been removed will be filled back in to ensure no gopher tortoises or eastern indigo snakes fall in. All gopher tortoise burrows in the project area will be marked with a stake and avoided. All activity associated with these projects shall be confined to daylight hours and shall not occur prior to 9:00AM following the completion of all necessary sea turtle surveys and conservation activities. All activity shall be confined to daylight hours and shall not occur prior to 9:00a.m. following the completion of all necessary sea turtle surveys and conservation activities. No construction related lights shall be used during the nesting season.

6. Helical Piers: Geotechnical data is unavailable for this site. Instead, we are basing our understanding of the site's conditions on typical coastal geomorphology.

Design plans developed for the project show that the new boardwalk will be supported using helical piers installed to a minimum depth of 10 feet below current grades. Helical piers consist of round or square shafts with helically shaped steel plates. The lead section is installed by rotating the section into the ground to the desired bearing depth. Extension shafts are used as necessary to reach a predetermined installation depth or a sufficient installation torque to develop the minimum load capacity required. A new construction plate or bracket is then installed to connect the pier to the superstructure. The Design package shows a Chance® SS 150 (C1100385) lead section with two bearing plates (8- and 10-inch diameter) installed to a depth of 10 feet. Helical piles shall be installed per manufacturer’s recommendations. Submittal shall include torque requirements and tension compression allowances.

The actual depth of each helical pier will vary depending on installation conditions.

At the time of this report, we have not been provided with loading conditions for the boardwalk. Depending on the total load of the boardwalk, the appropriate installation torque may not be achieved at the planned depth of 10 feet.

Installation torque is typically used as a field guide for helical pier installation.

Although actual helical pier lengths will vary, for initial evaluation purposes, we suggest using a maximum helical pier length of 20 feet, regardless of installation torque measured at the time of installation. The actual length of each helical pier will vary depending on installation conditions but should not exceed 20 feet Beach Side of the dune. It is possible that obstructions such as rock fragments, construction debris, etc., could be encountered that would impede the proper installation of helical piers. Depending on installation conditions, it may be necessary to hand-excavate and remove any shallow obstructions. Relocation of piers may also be necessary. Installation difficulties should be evaluated on an individual basis.

5.0 DELIVERABLES

• Project meeting

• Project schedule

• Quality Control Plan

• Designation letter and description of qualifications of Superintendent, and

Assistant Superintendent

• List of Sub-Contractors

• Accident Prevention / Safety Plan /

• Coordination Meeting Summary Report

• Contractor Quality Control Daily Reports

• Project schedule updates – Included with monthly invoice submissions.

• Shop Drawings (Prefab Aluminum Stairs, Layout for all Boardwalks)

• Fiberglass Decking Cut Sheet

• Helical Pile Cut Sheet

• Treated Marine Wood Cut Sheet

• Stainless Steel Cable Cut Sheet

• Stainless Steel Hardware Cut Sheet

• Composite Cut Sheet

• Product and Workmanship Warranties. One Hard copy given to the park. Digital files of Warranties, and any project photos included on a Thumb Drive, one each to Park Facility Manager and one to Project Manager.

1) Provide a copy of the design drawings electronically in pdf format for review by the COR.

The COR will review (10 days) the design drawings and provide comments / approval for the layout before construction commences. Submittals must be approved prior to material order.

2) After approval of the design, provide an updated copy of the final design electronically as pdf format.

3) After work is complete provide an as-built set of drawings (21 days). Provide 1 hard copy of the as built. Provide an electronic set of as-built drawings in pdf format. Provide the full set of drawings with as-built information incorporated in AutoCAD format. Include reference files, points data, etc. in AutoCAD version 2020 or later version.

6.0 CONTRACTOR REQUIREMENTS

The contractor shall have proven experience in the past 5 years and expertise in the following for this project:

• ABAAS boardwalk or pier construction. All work performed shall be performed in accordance with all manufacture instructions and requirements, Federal, State Regulations and Standards.

• Coastal environments.

• Experience with Helical Piles.

1. All material and waste removed or generated by work of this contract shall be properly disposed of offsite by the contractor.

2. Work areas will be cleaned up each day.

Prior to the Contractor submitting an estimate for the project a site visit is highly recommended.

The Contractor shall be responsible for visiting the site and verifying all existing conditions and measurements prior to submitting a bid. Site visits will be coordinated with the Park Point of Contact (POC), with the approval of the Contracting Officer (CO). The POC’s and the CO’s contact information is listed below.

7.0 TRAVEL

Contractor will be responsible for all travel related expenses for this project, including mobilization of equipment, tools, materials, manpower, lodging, meals, and per diem per in accordance with all federal travel regulations.

8.0 ACCEPTANCE OF DELIVERABLES/TECHNICAL POINTS OF CONTACT

Primary Point of Contact:

Darrell Stone Contracting Officer Representative Phone: 470-542-1070 E-mail: Darrell_Stone@nps.gov

POC at Park Leonardo (Leo) DaSilva Project Manager E-mail: Leonardo_DaSilva@nps.gov

9.0 CONTRACTING OFFICER

Stacey Rickard Contracting Officer Phone: 202-774-0061 E-mail: Stacey Rickard@nps.gov

10.0 EXHIBITS

mailto:Darrell_Stone@nps.gov mailto:Leonardo_DaSilva@nps.gov

Exhibit – 1: Pedestrian Boardwalk design

TIMBER POST, TYP.

HELICAL PILE ASSEMBLY

STRINGER, TYP.

BLOCKING, TYP.

SPLICE PLATE AT STRINGER

CONNECTIONS, TYP.

2" BY 4" BETWEEN HANDRAIL

POSTS, TOP OF 2" BY 4" TO BE

FLUSH WITH TOP OF DECKING

SYNTHETIC WOOD TOP CAP, SYNTHETIC

WOOD TOP CAP BY WEARDECK

REINFORCED POLYMERIC LUMBER.

COLOR TO BE SELECTED BY

CONTRACTING OFFICER. 2" BY 6"

TIMBER SPACER RAIL, TYP. 2" BY 4"

STAINLESS STEEL CABLE RAILS,

HORIZONTAL, UTILIZE

MANUFACTURER TURNBUCKLE

CONNECTION SYSTEM. BASIS OF

DESIGN IS ATLANTIS RAIL SYSTEMS.

TIMBER POST, TYP. 4" BY 6"

SPLIT PILE CAP, TYP. 3" BY 12"

HELICAL PILE ASSEMBLY

FINISH GRADE

MICROMESH DECKING BEHIND 2" BY 4"

2" BY 4" FLUSH WITH DECK SURFACE

SYNTHETIC WOOD TOP CAP,

SYNTHETIC WOOD TOP CAP BY

WEARDECK REINFORCED

POLYMERIC LUMBER. COLOR TO BE

SELECTED BY CONTRACTING

OFFICER. 2" BY 6"

TIMBER SPACER RAIL, TYP. 2" BY 4"

STAINLESS STEEL CABLE RAILS, 3"

O.C., HORIZONTAL, UTILIZE

MANUFACTURER TURNBUCKLE

CONNECTION SYSTEM. BASIS OF

DESIGN IS ATLANTIS RAIL SYSTEMS.

TIMBER POST, TYP. 4" BY 6"

MICROMESH DECKING

STRINGER, TYP. 3" BY 12"

BOLT, TYP.

SPLIT PILE CAP, TYP. 3" BY 12"

HURRICANE ANCHOR, TYP.

BRACKET

HELICAL PILE ASSEMBLY

THIS CROSS SECTION DETAIL IS

FOR H > 3 FEET. FOR H < 3 FEET

THE STRINGERS ARE FACE

MOUNTED TO THE PILE CAP.

SEE STRUCTURAL DETAILS.

BOARDWALK FRAMING PLAN1 SCALE: 1/2" = 1'-0"

BOARDWALK ELEVATION3 SCALE: 1/2" = 1'-0"

BOARDWALK CROSS SECTION2 SCALE: 1/2" = 1'-0"

SEE STRUCTURAL PLANS

FOR SIZES AND DIMENSIONS.

SEE STRUCTURAL PLANS

FOR SIZES AND DIMENSIONS.

SEE STRUCTURAL PLANS

FOR SIZES AND DIMENSIONS.

NOTE:

MICRO-MESH DECKING BY FIBERGRATE

COMPOSITE STRUCTURES, 1" DEPTH, 3/4"

SQUARE TOP MESH, 4' BY 12' PANEL SIZE,

INTEGRALLY APPLIED GRIT SURFACE,

COLOR TO BE SELECTED BY

CONTRACTING OFFICER. ATTACH

DECKING PER MANUFACTURER'S

INSTALLATION INSTRUCTIONS USING 316

GRADE STAINLESS STEEL HARDWARE.

NOTE:

MICRO-MESH DECKING BY FIBERGRATE

COMPOSITE STRUCTURES, 1" DEPTH, 3/4"

SQUARE TOP MESH, 4' BY 12' PANEL SIZE,

INTEGRALLY APPLIED GRIT SURFACE,

COLOR TO BE SELECTED BY

CONTRACTING OFFICER. ATTACH

DECKING PER MANUFACTURER'S

INSTALLATION INSTRUCTIONS USING 316

GRADE STAINLESS STEEL HARDWARE.

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PRIME:

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A/E FIRM

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ATLANTA, GA

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GROUP MARIETTA, GA

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A. Helical Piles:

1. Helical piles shall be Chance SS150, RS2875.203, which is the basis of design. All helical pile components shall be from the same manufacturer.

B. Central Steel Shaft:

1. Pile shaft material shall be structural steel tube or pipe, seamless or straight-welded, minimum yield strength = 50 ksi.

C. Helix Bearing Plate:

1. Plate material shall be hot rolled carbon steel sheet, strip, or plate formed on matching metal dies to true helical shape and uniform pitch. Bearing plate material shall conform to the following ASTM specifications:

a. Pipe shaft material (Torque ≤ 5,500 ft-lb): Per ASTM A572, or A1018, or A656 with minimum yield strength of 50 ksi. Plate thickness is 3/8”.

b. Pipe shaft material (Torque ≥ 5,500 ft-lb): Per ASTM A36, or A572, or A1018, or A65 depending upon helix diameter, with minimum yield strength of 80 ksi. Plate thickness is 3/8” or ½”.

D. Bolts:

1. The size and type of bolts used to connect the central steel shaft sections together shall conform to the following ASTM specification:

a. ¾” diameter bolts. Number of bolts per connection depends upon torque per SAEJ429 Grade 5.

E. Couplings:

1. Couplings shall be capable of transmitting both the maximum installation torque from the tool string to the helix plates, and the maximum axial load from the top of the pile to the helical bearing plates.

F. Plates, Shapes, or Pier Caps:

1. Structural steel plates and shapes for helical pile top attachments shall conform to ASTM A36 or ASTM A572 Grade50.

2. Size saddle plate to accommodate timber beams shown on the drawings.

G. Corrosion Protection:

1. All helical pile material that is not encased in concrete shall be hot-dipped galvanized in accordance with ASTM A153 after fabrication.

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FREEDMAN ENGINEERING

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GROUP, MARIETTA, GA

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STRUCTURAL:

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AutoCAD SHX Text ABBREVIATION (ALPHABETIZED): A.B. = ANCHOR BOLTS = ANCHOR BOLTS ARCH. = ARCHITECT = ARCHITECT B/W = BETWEEN = BETWEEN C.J. = CONTROL JOINT = CONTROL JOINT C.I.P. = CAST IN PLACE = CAST IN PLACE CFR = CARBON FIBER REINFORCEMENT = CARBON FIBER REINFORCEMENT CONC. = CONCRETE = CONCRETE CONT. = CONTINUOUS = CONTINUOUS CONX. = CONNECTION = CONNECTION COORD. = COORDINATE = COORDINATE COORDINATE D&E = DRILL & EPOXY = DRILL & EPOXY E.O.C. = EDGE OF CONCRETE = EDGE OF CONCRETE E.W. = EACH WAY = EACH WAY EX. = EXISTING = EXISTING EXISTING EXP. = EXPANSION = EXPANSION EXT. = EXTERIOR = EXTERIOR F.F.E. = FINISH FLOOR ELEVATION = FINISH FLOOR ELEVATION FLR. = FLOOR = FLOOR FTG. = FOOTING = FOOTING GPR = GROUND-PENETRATING RADAR = GROUND-PENETRATING RADAR GROUND-PENETRATING RADAR GYP. = GYPSUM BOARD = GYPSUM BOARD H.R. = HANDRAIL = HANDRAIL HDR. = HEADER = HEADER HORZ. = HORIZONTAL = HORIZONTAL INT. = INTERIOR = INTERIOR MAX. = MAXIMUM = MAXIMUM MANF. = MANUFACTURER = MANUFACTURER M.C. = MOMENT CONNECTION = MOMENT CONNECTION MIN. = MINIMUM = MINIMUM O.C. = ON CENTER = ON CENTER P.A.F. = POWDER ACTUATED FASTENER = POWDER ACTUATED FASTENER P.T. = PRESSURE TREATED = PRESSURE TREATED REINF. = REINFORCEMENT = REINFORCEMENT REQ. = REQUIRED = REQUIRED SIM. = SIMILAR = SIMILAR S.O.G. = SLAB ON GRADE = SLAB ON GRADE STD. = STANDARD = STANDARD STL. = STEEL = STEEL SQ. = SQUARE = SQUARE T&B = TOP & BOTTOM = TOP & BOTTOM TYP. = TYPICAL = TYPICAL U.N. = UNLESS NOTED = UNLESS NOTED U.N.O. = UNLESS NOTED OTHERWISE = UNLESS NOTED OTHERWISE VERT. = VERTICAL = VERTICAL W.W.M. = WELDED WIRE MESH= WELDED WIRE MESH

AutoCAD SHX Text GENERAL NOTES: : 1. THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND EXISTING SITE CONDITIONS PRIOR TO COMMENCING WORK. PROMPTLY NOTIFY THE CONTRACTING OFFICER OF ANY DISCREPANCIES BETWEEN ACTUAL SITE CONDITIONS AND THE CONTRACT DOCUMENTS. 2. THE STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER FULLY COMPLETED. THE ERECTION PROCEDURE AND SEQUENCE INCLUDING THE DESIGN ADEQUACY AND SAFETY OF ERECTION BRACING, SHORING, RE-SHORING, TEMPORARY SUPPORTS, ETC., ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. 3. WHERE A DETAIL IS SHOWN FOR ONE CONDITION, IT SHALL ALSO APPLY FOR ALL LIKE OR SIMILAR CONDITIONS UNLESS NOTED OTHERWISE. 4. THESE GENERAL NOTES APPLY WHERE OTHER PROVISIONS ARE NOT PROVIDED BY THE DRAWINGS, SPECIFICATIONS OR TYPICAL DETAILS. IN CASE OF SPECIAL CONDITIONS INDICATED ON DRAWINGS, THE DRAWINGS SHALL GOVERN OVER THE SPECIFICATIONS. 5. THE TOPOGRAPHIC AND ELEVATION DATA SHOWN HEREON WAS OBTAINED FROM FREEDMAN ENGINEERING AND IS NOT CERTIFIED AS CORRECT BY THIS ENGINEER. USERS OF THIS DATA DO SO AT THEIR OWN RISK.

AutoCAD SHX Text REINFORCING: : 1. CONCRETE REINFORCING STEEL SHALL COMPLY WITH THE REQUIREMENTS OF ASTM A615, GRADE 40 FOR #3 BARS AND ASTM A615, GRADE 60 FOR #4 AND LARGER BARS. 2. DETAILING OF CONCRETE REINFORCEMENT AND ACCESSORIES SHALL BE IN ACCORDANCE WITH ACI 315, LATEST EDITION. 3. REINFORCING STEEL SHALL BE SPLICED ONLY AS INDICATED ON THE PLANS. WHEN SPLICE LENGTHS ARE NOT GIVEN ON THE PLANS, THEY SHALL BE TAKEN FROM THE TABLE BELOW. USE "CLASS B" LAPS UNLESS THE PLANS INDICATE "CLASS A". BAR SIZE CLASS "B" SPLICE CLASS "A" SPLICE BAR SIZE CLASS "B" SPLICE CLASS "A" SPLICE CLASS "B" SPLICE CLASS "A" SPLICE CLASS "B" SPLICE CLASS "A" SPLICE CLASS "A" SPLICE CLASS "A" SPLICE #3 ......................... 28" ........................ 22" #4 ......................... 37" ........................ 29" #5 ......................... 47" ........................ 36" #6 ......................... 56" ........................ 43" #7 ......................... 81" ........................ 63" #8 ......................... 93" ........................ 72" #9 .........................105" ........................ 81" #10 .......................118" ........................ 91" #11 .......................131" ........................101" LAPS SHOWN ABOVE WERE CALCULATED PER ACI 318-08, EQ. 12-1 FOR MATS, WALLS, BEAMS, COLUMNS AND SLABS. VALUES ASSUMED ARE: f'c 3000 PSI, Ktr=0, 1" MIN COVER AND 2" MIN CLEAR BETWEEN BARS FOR #4, #5 AND #6 BARS, AND 1 " MIN COVER AND 3" MIN CLEAR BETWEEN BARS FOR 12" MIN COVER AND 3" MIN CLEAR BETWEEN BARS FOR #7 THRU #11 BARS. SHORTER LAPS MAY BE CALCULATED FOR SOME SPECIFIC CONDITIONS SUCH AS TIED BEAMS OR ADDITIONAL COVER. LAPS MUST BE INCREASED 50% PER ACI 318-08 FOR EPOXY COATED REBAR, OR 30% FOR LIGHTWEIGHT CONCRETE. 4. ALL BAR HOOKS SHALL BE STANDARD 90-DEGREE HOOKS UNLESS NOTED OTHERWISE ON THE DRAWINGS.

AutoCAD SHX Text CONCRETE: : 1. CONCRETE SHALL BE NORMAL WEIGHT AND HAVE A DESIGNATED COMPRESSIVE STRENGTH (F'c) IN 28 DAYS OF 3000 PSI WITH A 4" SLUMP UNLESS NOTED OTHERWISE. 2. DETAILING OF CONCRETE REINFORCEMENT AND ACCESSORIES DETAILING OF CONCRETE REINFORCEMENT AND ACCESSORIES SHALL BE IN ACCORDANCE WITH ACI 315, LATEST EDITION. 3. CONCRETE COARSE AGGREGATE, WITH A MAXIMUM SIZE OF 1" MAY BE USED IN FOUNDATIONS. ALL OTHER CONCRETE SHALL HAVE A COARSE AGGREGATE WITH A MAXIMUM SIZE OF ". 34". 4. CONCRETE MIXING, TRANSPORTING, PLACING, AND CURING SHALL BE DONE IN ACCORDANCE WITH THE RECOMMENDATIONS OF ACI 301. READY-MIXED CONCRETE SHALL BE MIXED AND DELIVERED IN ACCORDANCE WITH REQUIREMENTS OF ASTM C94 OR ASTM C685. 5. NO CONSTRUCTION LOADS SHALL BE SUPPORTED ON, NOR ANY SHORING REMOVED FROM, ANY PART OF THE STRUCTURE UNDER CONSTRUCTION EXCEPT WHEN THAT PORTION OF THE STRUCTURE IN COMBINATION WITH REMAINING FORMING AND SHORING SYSTEM HAS SUFFICIENT STRENGTH TO SUPPORT SAFELY ITS WEIGHT AND LOADS PLACED THEREON. 6. MINIMUM COVER FOR CAST-IN-PLACE CONCRETE REINFORCEMENT: MIN COVER (IN) (a) CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH ...................... 3 (b) CONCRETE EXPOSED TO EARTH OR WEATHER: #6 THROUGH #18 BARS ...................................... 2 #5 BAR, W31 OR D31 WIRE, AND SMALLER ....................................................... 1 12 (c) CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND: SLAB, WALLS, JOIST: #11 BARS AND SMALLER ..................................... 34 BEAMS, COLUMNS: PRIMARY REINFORCEMENT, TIES, STIRRUPS, SPIRALS .............................................. 1 127. CONCRETE REINFORCING STEEL SHALL COMPLY WITH THE REQUIREMENTS OF ASTM A615, GRADE 40 FOR #3 BARS AND ASTM A615, GRADE 60 FOR #4 AND LARGER BARS.

AutoCAD SHX Text DESIGN CRITERIA ACI318-14 CONCRETE CONSTRUCTION NDS-2018 MANUAL FOR ENGINEERING WOOD CONSTRUCTION ASCE 7-16 "MINIMUM DESIGN LOADS FOR BUILDING AND OTHER STRUCTURES"; PUBLISHED BY THE AMERICAN SOCIETY OF CIVIL ENGINEERS FEMA P-55 COASTAL CONSTRUCTION MANUAL 4TH EDITION (2011) DESIGN LOADS BOARDWALK DESIGNED FOR THE FOLLOWING CONSTRUCTION LOADING: VEHICLE= 5 TON (10,000lb) MAX. TOTAL LOAD (H5); 8,000lb MAX AXLE LOAD, 4000lb MAX. WHEEL LOAD; 4000lb MAX. WHEEL LOAD; NO IMPACT. (NON-CONCURRENT WITH PEDESTRIAN LOAD) NOTE: CONSTRUCTION EQUIPMENT SHALL NOT DRIVE OVER THE FLOW THROUGH DECKING, TEMPORARY DRIVING SURFACE WILL BE REQUIRED. BOARDWALK DESIGNED FOR THE FOLLOWING PERMANENT LOADING: PEDESTRIAN= 90psf (NO REDUCTION) CONCRETE ABUTMENTS DESIGNED USING ACI318-14 TO RESIST LATERAL EARTH PRESSURE DURING CONSTRUCTION AND IN FINAL CONSTRUCTION ALONG WITH BRIDGE BEARING REACTIONS

AutoCAD SHX Text HELICAL PIERS: : 1. DUE TO SITE CONDITIONS PER GEOTECHNICAL REPORT DATED DUE TO SITE CONDITIONS PER GEOTECHNICAL REPORT DATED JUNE 6, 2022 BY HELICAL PIERS, INC., HELICAL PIERS ARE REQUIRED FOR FOUNDATION BEARING IN LOCATIONS SPECIFIED IN THE PLANS AND DETAILS. HELICAL PIERS ARE TO BE DESIGNED AND INSTALLED BY AN EXPERIENCED PIER CONTRACTOR. MAX PIER DEPTH OF 20FT AND DESIGN CAPACITY SHALL BE VERIFIED DURING INSTALLATION UNDER THE SUPERVISION OF A GEOTECHNICAL ENGINEER. MINIMUM PIER CAPACITY = 4KIP WORKING CAPACITY (PERMANENT), 5KIP WORKING CAPACITY (CONSTRUCTION) AND 6KIP ULTIMATE CAPACITY UNLESS NOTED OTHERWISE ON THE DETAIL. HELICAL PIERS AND CONNECTIONS ARE TO BE RATED AND INSTALLED FOR MIN. 3KIP UPLIFT CAPACITY OR AS NOTED ON THE DETAILS. HELICAL PIERS TO BE CHANCE SS 150, RS2875.203, OR ROUND SHAFT PIERS OR AN APPROVED EQUIVALENT. ALL HELICAL PIERS TO BE HOT-DIPPED GALVANIZED. 2. BOARDWALK TO BE SUPPORTED ON DRIVEN HELICAL PILES BOARDWALK TO BE SUPPORTED ON DRIVEN HELICAL PILES USING A "TOP DOWN" CONSTRUCTION TECHNIQUE. SEE NOTE 1 FOR MINIMUM PILE CAPACITIES. 3. CONTRACTOR TO PROVIDE SHOP DRAWINGS WITH PRODUCT DATA CONTRACTOR TO PROVIDE SHOP DRAWINGS WITH PRODUCT DATA FOR HELICAL PIERS, EXTENSIONS, SADDLE PLATES AND ANY OTHER PROPRIETARY ATTACHMENTS. CONTRACTOR TO PROVIDE EQUIPMENT SPECS ON PILE INSTALLATION EQUIPMENT TO VERFY TEMPORARY CONSTRUCTION LOADING ON THE BOARDWALK WILL NOT BE EXCEEDED.

AutoCAD SHX Text WOOD: : 1. ALL WOOD CONSTRUCTION SHALL CONFORM TO THE "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION" BY THE AMERICAN FOREST AND PAPER ASSOCIATION. ALL TIMBER SHALL BE STRUCTURAL GRADED #1 SOUTHERN PINE OR BETTER UNLESS NOTED OTHERWISE. 2. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY WITHIN 6" OF GRADE, OR REMAIN EXPOSED TO WEATHER SHALL BE PRESSURE TREATED #1 SOUTHERN PINE, AWPA STANDARD U1. 3. ALL PRESSURE TREATED WOOD SHALL BE TREATED IN ALL PRESSURE TREATED WOOD SHALL BE TREATED IN ACCORDANCE WITH THE REQUIREMENTS OF AWPA STADARD UC4C, 0.60 PCF CCA OR 0.31 PCF CA-C. . 4. BEAMS, JOISTS, AND RELATED LUMBER INCLUDING HANDRAIL BEAMS, JOISTS, AND RELATED LUMBER INCLUDING HANDRAIL COMPONENTS TO BE SOUTHERN YELLOW PINE STRUCTURAL #1, PRESSURE TREATED FOR USE CATEGORY UC4C, .60 PCF CCA OR 0.31 PCF CA-C. . 5. BOARDWALK DECKING TO BE MICRO MESH FIBERGLASS BOARDWALK DECKING TO BE MICRO MESH FIBERGLASS REINFORCED PLASTIC BY FIBERGRATE. HANDRAIL TOP RAIL TO BE HDPE SYNTHETIC WOOD BY WEARDECK. . 6. TREATED WOOD SHALL BE INSPECTED AND CERTIFIED IN TREATED WOOD SHALL BE INSPECTED AND CERTIFIED IN ACCORDANCE WITH AWPA STANDARDS. 7. ALL METAL CONNECTORS AND FASTENERS TO BE GRADE 316 ALL METAL CONNECTORS AND FASTENERS TO BE GRADE 316 STAINLESS STEEL. 8. DURING CONSTRUCTION, PROVIDE BRACING FOR FRAMING UNTIL ALL . DURING CONSTRUCTION, PROVIDE BRACING FOR FRAMING UNTIL ALL STRUCTURAL ELEMENTS ARE IN PLACE.

STEEL CONNECTORS: : 1. SIMPSON STRAPS TO BE GRADE 316 STAINLESS STEEL. ALL OTHER STEEL COMPONENTS AND HARDWARE SHALL BE GRADE 316 STAINLESS STEEL. 2. WASHERS SHALL BE PROVIDED UNDER ALL BOLTS AND LAG WASHERS SHALL BE PROVIDED UNDER ALL BOLTS AND LAG SCREW HEADS AND NUTS THAT ARE IN CONTACT WITH WOOD. BOLTS AND LAG SCREWS SHALL BE GRADE 316 STAINLESS STEEL AND SHALL COMPLY WITH THE REQUIREMENTS OF ANSI/ASME STANDARD B18.2.1, GRADE 2.

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AutoCAD SHX Text 2x6 SYNTHETIC WOOD TOP RAIL CONT. ATTACH W/ " 12" LAG BOLTS COUNTERSINK @ 2'-0" O.C.

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AutoCAD SHX Text BLOCKING ATTACHED TO JOISTS @ EA. RAILING POST W/ (4) 10d TOENAILS EA. END

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(2) " A307 BOLTS 58" A307 BOLTSW/ 1 " WASHERS, TYP.34" WASHERS, TYP.

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AutoCAD SHX Text ATTACH DECKING TO PILE CAP OR BLOCKING PER MANUFACTURER'S INSTRUCTIONS. USE MIN. (4) WLP CLIPS PER PANEL. ATTACH TO TIMBER W/ 3" LONG SCREWS. USE GRADE 316 STAINLESS STEEL HARDWARE.

AutoCAD SHX Text 2x4 B/W HANDRAIL POSTS W/ (4) #12 SCREW x3" LONG @ 12" OC MAX EVENLY SPACED INTO EDGE STRINGER, TYP. BOTH SIDES

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BOARDWALK DECKING, SEE CIVIL

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A/E FIRM

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LORD, AECK & SARGENT

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ATLANTA, GA

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FREEDMAN ENGINEERING

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GROUP, MARIETTA, GA

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STABILITY ENGINEERING

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AutoCAD SHX Text L4x4x " x4" STL. ANGLE 14" x4" STL. ANGLE x4" STL. ANGLE GALVANIZED W/ (2) " 58" THRU BOLTS

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INSTALL DIAGONAL HELICAL PILE WHERE NO DIAGONAL ANGLE BRACING IS PROVIDED

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4'-0" TYP.

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4'-0" TYP.

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PROVIDE CONCEALED FLANGE HANGERS AT END JOIST

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A/E FIRM

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GROUP, MARIETTA, GA

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Exhibit – 2: Precast concrete Equestrian boardwalk design

GENERAL

1. THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE PROJECT

ARCHITECTS PLAN LAYOUT AND GUIDELINES. SUITABILITY FOR ACCESS AND

INTENDED USAGE SHALL BE THE RESPONSIBILITY OF THE ARCHITECT.

2. VEHICULAR ACCESS LARGER THAN THE DESIGN LIVE LOAD SHALL BE

LIMITED BY PERMANENT PHYSICAL MEANS.

3. PRIOR TO CONSTRUCTION THE CONTRACTOR SHALL VERIFY ALL

ELEVATIONS THROUGH THE PROJECT ARCHITECT. PRIOR TO CONSTRUCTION,

ALL FOUNDATION LOCATIONS SHALL BE STAKED BY THE SURVEYOR PER THE

APPROVED DRAWINGS MARKED 'FOR CONSTRUCTION'.

4. ANY CHANGES TO THESE PLANS SHALL BE APPROVED BY THE BOARDWALK

ENGINEER OF RECORD.

5. INSTALLER SHALL NOT CUT OR MODIFY ANY PRECAST CONCRETE

COMPONENTS WITHOUT THE BOARDWALK SUPPLIER'S APPROVAL.

6. THE INSTALLER IS RESPONSIBLE FOR THE APPROPRIATE MEANS AND

METHODS FOR THIS PROJECT, INCLUDING ENSURING PROPER

CONSTRUCTIBILITY OF ALL COMPONENTS SHOWN ON THESE PLANS. NO

EQUIPMENT MAY BE OPERATED ON THE STRUCTURE, UNLESS NOTED

OTHERWISE IN THE DESIGN DATA ON THIS SHEET.

7. A MATERIAL CHANGE TO THE BOARDWALK SYSTEM IS NOT ALLOWED AND

NOT CONSIDERED AN EQUAL.

8. PRIOR TO CONSTRUCTION, ALL EXISTING UTILITIES, BUILDING LOCATIONS,

EXISTING FOUNDATIONS AND TREE ROOTS (AS APPLICABLE) SHALL BE

LOCATED TO VERIFY NO CONFLICTS EXIST WITH THE STRUCTURES SHOWN ON

THESE PLANS.

GENERAL NOTES

4. AT THE TIME THESE DRAWINGS WERE CREATED, GEOTECHNICAL

INFORMATION WAS UNAVAILABLE FOR ANALYSIS OF THE SUBSTRUCTURE.

PRIOR TO CONSTRUCTION, A SITE SPECIFIC GEOTECHNICAL REPORT SHALL BE

PROVIDED AT THE LOCATION OF THE STRUCTURES SHOWN IN THESE PLANS

MATERIAL

1. FASTENERS, BOLTS AND HARDWARE SHALL BE GALVANIZED, FIBER

REINFORCED POLYMER (FRP) OR GRADE 316 STAINLESS STEEL.

2. ALL REINFORCING SHALL BE UNCOATED GRADE 60 CONFORMING TO ASTM A615.

CAPE CANAVERAL BOARDWALKS

PROJECT COMPONENTS

SUPPLIED BY BOARDWALK SUPPLIER

PRECAST CONCRETE TREADS

PRECAST CONCRETE BEAMS

3/4" Ø X 1'-6" LONG THREADED BARS WITH NUTS AND WASHERS (BEAM TO FLAT PLATE CONNECTION)

ELASTOMERIC BEARING PADS (BETWEEN BEAMS AND FLAT PLATE)

1/4" THICK RUBBER SPACER PADS (BETWEEN TREADS)

RUBBER LEVELING PADS (BETWEEN TREADS AND BEAMS)

CLIP ANGLE KITS (TREAD TO BEAM CONNECTION)

PROJECT COMPONENTSPROJECT COMPONENTSPROJECT COMPONENTSPROJECT COMPONENTS

SUPPLIED BY CONTRACTOR

HELICAL PIERS, FLAT PLATES AND CONNECTION HARDWARE

SIKAFLEX SELF LEVELING SEALANT

SHIMS (LEVELING FOR PRECAST COMPONENTS)

NOTES FOR CONSTRUCTION EQUIPMENT LOADING:

THE BOARDWALK SUPPLIER HAS DESIGNED THE BOARDWALKS FOR THE ASSUMED

EQUIPMENT (NOTED IN NOTE #2) TO BE USED TO CONSTRUCT THE PRECAST BOARDWALK

VIA TOP-DOWN METHODS. THE CONTRACTOR SHALL ABIDE BY THE FOLLOWING NOTES AND

SHALL CONTACT THE BOARDWALK SUPPLIER PRIOR TO SHOP DRAWING CREATION FOR

ANALYSIS OF EQUIPMENT TO BE USED.

A. EQUIPMENT MAY CARRY A MAXIMUM (1) ONE ABUTMENT, TREAD OR BEAM AT A TIME

WHILE OPERATING ON THE STRUCTURE (APPROXIMATELY 3,500 LBS).

B. EQUIPMENT SHALL RUN PARALLEL TO THE BEAMS AND REMAIN TOWARDS THE

BOARDWALK CENTERLINE DURING CONSTRUCTION.

C. CONTRACTOR SHALL PROVIDE 1/2" THICK PLYWOOD UNDER VEHICLE, SPANNING THE

LENGTH OF (3) TREADS OR 6'-0" MINIMUM.

D. THE CONTRACTOR SHALL NOT STOCKPILE PRECAST MATERIALS ON THE BOARDWALK.

E. BEAMS SHALL BE SECURED PER THE APPROVED INSTALLATION DRAWINGS PRIOR TO

LOADING OF CONSTRUCTION EQUIPMENT.

F. TRAVEL WITH ARM FACING FORWARD AT ALL TIMES.

G. TRAVEL IN A SMOOTH AND HARMONIOUS MANNER WITH A EQUIPMENT SPEED NOT TO

EXCEED 5 MPH.

H. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THE SAFETY ON THE JOB-SITE

THROUGHOUT THE CONSTRUCTION PROCESS, AND SHALL ABIDE BY ALL RELEVANT

GUIDELINES REGARDING THE HEALTH AND SAFETY OF ALL PARTIES PRESENT ON THE

JOB SITE, ESPECIALLY IN REGARDS TO OPERATING ANY EQUIPMENT ON THE TOP OF

THE STRUCTURE DURING INSTALLATION.

DESIGN DATA

1. BOARDWALK SHALL BE DESIGNED IN ACCORDANCE WITH THE

AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS AND THE LRFD GUIDE

SPECIFICATION FOR THE DESIGN OF PEDESTRIAN BRIDGES.

2. DESIGN LIVE LOAD: PEDESTRIAN LOADING - 90 PSF UNIFORM

VEHICULAR LOADING - H-5 DESIGN TRUCK (10,000 LB VEHICLE)

ASSUMED CONSTRUCTION EQUIPMENT LOADING -

TAKEUCHI TB260 COMPACT EXCAVATOR WEIGHING 12,645 LBS.

FOUNDATIONS SHALL BE DESIGNED FOR THE FOLLOWING.

APPLIED PIER/PILE LOADS (12'-0" SPANS):

90 PSF/H-5 LOADING

COMPRESSION: 10.8 KIPS (SERVICE)

LATERAL: 1.0 KIPS (SERVICE)

CONSTRUCTION LOADING

COMPRESSION: 19.0 KIPS (SERVICE)

LATERAL: 1.0 KIPS (SERVICE)

3/4" Ø X 2'-3" LONG THREADED BARS WITH NUTS AND WASHERS (BEAM TO FLAT PLATE CONNECTION - THROUGH ABUTMENT)

4X6 TIMBER POST BRACKET AND CONNECTION HARDWARE (POST TO TREAD CONNECTION)

PRECAST CONCRETE ABUTMENTS

RAILING AND CONNECTION HARDWARE

3. A HYDRAULIC ANALYSIS, INCLUDING SCOUR EVALUATION, HAS NOT BEEN

PERFORMED BY THE BOARDWALK SUPPLIER. THIS SCOPE IS THE

RESPONSIBILITY OF THE DESIGN CONSULTANT.

PROJECT TITLE:6

LOUISIANA

OHIO

TEXAS

NORTH CAROLINA SHEET NO.

CHECKED BY:

DRAWN BY:

DESIGNED BY:

DATE:

JOB NUMBER:PREPARED FOR:

©2022 by PermaTrak® this drawing contains information that is proprietary to and property of PermaTrak® and shall be kept confidential. No duplication or distribution of this drawing may be made without the express written consent of PermaTrak® except for the limited purposes set forth in the contract between PermaTrak® and party for whom this drawing was made. NO. DATE BY:DESCRIPTION www.permatrak.com TEL: 877-332-7862

2024-2211

02/09/2024

KPH

KPH

KAS/AMC

CAPE CANAVERAL BOARDWALKS

CAPE CANAVERAL, FL

NATIONAL PARK

SERVICE

OFFICE LOCATIONS

FLORIDA

Patented Product: U.S. Patent #5,906,084 #8,302,362 #8,522,505 #8,839,588 #9,096,975

FOR BIDDING -

NOT FOR CONSTRUCTION PT01

BOARDWALK LOCATION PLAN

N

SOUTH PERMATRAK BOARDWALK

NORTH PERMATRAK BOARDWALK

CANAVERAL NATIONAL

SEASHORE ROAD

PLAYALINDA BEACH ROAD

9'-3"

N

N

9'-3"

PROJECT TITLE:6

LOUISIANA

OHIO

TEXAS

NORTH CAROLINA SHEET NO.

CHECKED BY:

DRAWN BY:

DESIGNED BY:

DATE:

JOB NUMBER:PREPARED FOR:

©2022 by PermaTrak® this drawing contains information that is proprietary to and property of PermaTrak® and shall be kept confidential. No duplication or distribution of this drawing may be made without the express written consent of PermaTrak® except for the limited purposes set forth in the contract between PermaTrak® and party for whom this drawing was made. NO. DATE BY:DESCRIPTION www.permatrak.com TEL: 877-332-7862

2024-2211

02/09/2024

KPH

KPH

KAS/AMC

CAPE CANAVERAL BOARDWALKS

CAPE CANAVERAL, FL

NATIONAL PARK

SERVICE

OFFICE LOCATIONS

FLORIDA

Patented Product: U.S. Patent #5,906,084 #8,302,362 #8,522,505 #8,839,588 #9,096,975

FOR BIDDING -

NOT FOR CONSTRUCTION PT02

*APPROXIMATE NUMBER OF COMPONENTS

BOARDWALK CENTERLINE LENGTH BOARDWALK AREA # PIERS # CLIP ANGLES # ABUTMENTS

NORTH 146 LF +- 1350.5 SQ. FT. +- 28 98 2

SOUTH 254 LF +- 2349.5 SQ. FT. +- 46 170 2

TOTALS 3700.0 SQ. FT. +- 74 268 4

NORTH BOARDWALK LOCATION PLAN

SOUTH BOARDWALK LOCATION PLAN

DETAIL A

5 1/2" THICK PRECAST

CONCRETE TREAD (TYP.)

VARIES

1'-9" (TYP.)

8'-0" MIN. CLEAR

VARIES

1'-9" (TYP.)

9'-3"

APPROXIMATE

GRADE LINE

TYPICAL SECTION

SCALE = 1/2" = 1'-0"

HELICAL PIERS

BY OTHERS (TYP.)

SEE TYPICAL TREAD

TO BEAM CONNECTION

DETAIL ON SHEET PT04

3' -6

PRECAST CONCRETE

BEAM (TYP.)

TIMBER RAILING

WITH CABLE STRAINS

(BY OTHERS)

TYPICAL PRECAST ABUTMENT DETAIL

SCALE: 1" = 1'-0"

PRECAST CONCRETE

ABUTMENT (TYP.)

BEGINNING OR ENDING

OF BOARDWALK

PRECAST CONCRETE

TREAD (TYP.)

9"APPROXIMATE

GRADE LINE

1/8" RUBBER LEVELING PAD

(SUPPLIED BY BOARDWALK SUPPLIER)

3/8" ELASTOMERIC BEARING PAD

(SUPPLIED BY BOARDWALK SUPPLIER)

1'-9"

9"

1' -1

3/

4"

SEE TYPICAL BEAM

CONNECTION DETAIL

PRECAST CONCRETE

BEAM (TYP.)

PRECAST CONCRETE

BEAM (TYP.)

PRECAST CONCRETE

TREAD (TYP.)

1/8" RUBBER LEVELING PAD

(SUPPLIED BY BOARDWALK SUPPLIER)

FLAT PLATE

HELICAL PIER

ELASTOMERIC

BEARING PADS (TYP.)

SEE TYPICAL BEAM

CONNECTION DETAIL (TYP.)

TYPICAL…