Attachment_1_-_Statement_of_Work.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:

Boardwalk Coordinate Pedestrian Boardwalk 1 PD 28.6552992929137, -80.63224144275604 Pedestrian Boardwalk 2 PD 28.657145526576457, -80.63349918344878 Pedestrian Boardwalk 3 PD 28.658851944444372, -80.63474048150951 Pedestrian Boardwalk 4 PD 28.661018851403906, -80.63630561132517 Pedestrian Boardwalk 5 PD 28.66734483773462, -80.64087755463983 Pedestrian Boardwalk 6 PD 28.669697126783422, -80.64256689303875 Pedestrian Boardwalk 7 PD 28.67158152988592, -80.6439377154527 Pedestrian Boardwalk 2 AD 28.91095717178741, -80.81199299081777 Pedestrian Boardwalk 3 AD 28.89853334509653, -80.80334470156056 Equestrian Boardwalk PD 28.643638527498233, -80.62439885743207 Equestrian Boardwalk AD 28.92841649583876, -80.82352320693883

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, 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.

ADDITIVE ITEMS: 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 helical pile (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 mailto:Darrell_Stone@nps.gov mailto:Leonardo_DaSilva@nps.gov

9.0 EXHIBITS

Exhibit – 1: Pedestrian Boardwalk design

Page10of29

SEE STRUCTURAL PLANS

FOR SIZES AND DIMENSIONS.

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"

MICROMESH DECKING BEHIND 2" BY 4"

2" BY 4" FLUSH WITH DECK SURFACE

SPLIT PILE CAP, TYP. 3" BY 12"

HELICAL PILE ASSEMBLY

FINISH GRADE

BOARDWALK ELEVATION

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

NOTE:

MICRO-MESH DECKING BY FIBERGRATE

SEE STRUCTURAL PLANS COMPOSITE STRUCTURES, 1" DEPTH, 3/4"

FOR SIZES AND DIMENSIONS. 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.

HELICAL PILE ASSEMBLY 2" BY 4" BETWEEN HANDRAIL

POSTS, TOP OF 2" BY 4" TO BE

STRINGER, TYP. FLUSH WITH TOP OF DECKING

TIMBER POST, TYP. SPLICE PLATE AT STRINGER

BLOCKING, TYP. CONNECTIONS, TYP.

1 BOARDWALK FRAMING PLAN

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

SYNTHETIC WOOD TOP CAP,

SYNTHETIC WOOD TOP CAP BY

SEE STRUCTURAL PLANS WEARDECK REINFORCED

FOR SIZES AND DIMENSIONS. 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.

HURRICANE ANCHOR, TYP.

BRACKET

SPLIT PILE CAP, TYP. 3" BY 12"

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.

2 BOARDWALK CROSS SECTION

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

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.

Page11of29

A. The following are the brand name or equal salient characteristics that an "equal" must meet:

1. Helical piles shall be Chance SS150, RS2875.203 Helical Piles and Anchors or equal, 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.

Page12of29

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100% CONSTRUCTION DOCUMENT DRAWINGS

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ATLANTA, GA

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STRUCTURAL:

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DESIGNED

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TECH. REVIEW:

DATE.

19 JUNE 2023

SUB SHEET NO.

TITLE OF SHEET

STRUCUTRAL DETAILS

PERDIDO KEY DISCOVERY NATURE TRAIL AT JOHNSON BEACH

(GUIS)

DRAWING NO.

188428

PMIS/PKG NO

304892B

SHEET

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SOLID

AT

I !I

3xI 2 PT JOIST @ EDGE

FOR KICKER CONX.

- I I ;\I\/;

;,V /I\I ;

( 2)

3x12PT

2x6 PT PL

ANCHORS

B" EMS

ASPHALT

I '------------------------- 1 1 /BOARDw_A_l,K DECKING ------- I '/- --2><4.fQ.GE STRIP 8/W 1 --------------------------------7 ,-------------,"EtCIVIL HANDRAIL POSTS NOT 1 ' --------------------' C.---------- --------------------- - --st=rwWF'iOR CLARITY

: 1------------±-S%--SbOP&--MAX------------7 r----------------------- --- 7 r

I A I wA¾S"H:Rr:u EBNOOL,TiYwP;. ;I 11 1: DROPPED BEAM, LY ..(,. SEE PLAN n

L3x3xl," KICKER @

EVERY OTHER BAY

EA. SIDE OF DECK

I I I I I I I I

'\J_ r I I

)I" SADDLE PLATE @

TOP OF PILE W/

(4) %"0 THRU BOLTS

EXISTING ASPHALT

DRIVE TO REMAIN

#4 HOOKS @ 12" O.C.

(2) #5 TOP & BOTTO

2·-0·

¼" SADDLE PLATE @

" ' _II 1=-_111 _II 1-- _I I I- _I I ,- _.. . (4) %"0 THRU BOLTS

.HJ m -111 -111 -111 -111 -111 -111 111 111• ··111= -J _, 111 Ill 111 Ill 111 Ill 111 I

'-=II I 111 111=- I I 111_ 11l==II 1-

3x12 PT JOIST W/

HANGERS, TYP.

(2) 3xl 2 PT FLUSH BEAM

111==1• ------ =111-- •••

HELICAL PILES, SEE

_IWI1-11ILiI I_IV;;

_i Il

L3x3xl," DIAGONAL BRACING

I : W/ ¾"0 THRU BOLTS &

WASHERS AT EA. END, TYP.

I

W I 11-1Ii W W

NOTES ON S-0.0

4 CONCRETE TO BOARDWALK TRANSITION

S11 SCALE: 3/4":l'-O"

'11-111--111--111-,11_11-111 -lll -lll ll -111='='-111111-lll_lll-111-111-1' I

-1 I1--==1I 1-1I . _, I I-

100% CONSTRUCTION DOCUMENT DRAWINGS

S11

BENT DETAIL @ KICKER

SCALE: 3/4"=1'-D"

liQif;. DIAGONAL BRACING ONLY REQUIRED IF 'H' > 3FT

A/E FIRM DESIGNED

PRIME·

LORD, AECK & SARGENT AM

ATLANTA, GA

CIVIL: BB

FREEDMAN ENGINEERING

GROUP, MARIETTA, GA TECH. REVIEW:

STRUCTURAL:

SUB SHEET NO.

S11

TITLE OF SHEET

STRUCTURAL DETAILS

DRAWING NO.

188428

PMIS/PKG NO

304892B

SHEET

STABILITY ENGINEERING

DECATUR, GA DATE.

19 JUNE 2023

PERDIDO KEY DISCOVERY NATURE TRAIL AT JOHNSON BEACH

(GUIS) 30 OF 30

r 1 r

B

Exhibit – 2: Precast concrete Equestrian boardwalk design

CAPE CANAVERAL BOARDWALKS

GENERAL NOTES

GENERAL MATERIAL PROJECT COMPONENTS

1. THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE PROJECT 1. FASTENERS, BOLTS AND HARDWARE SHALL BE GALVANIZED, FIBER ARCHITECTS PLAN LAYOUT AND GUIDELINES. SUITABILITY FOR ACCESS AND REINFORCED POLYMER (FRP) OR GRADE 316 STAINLESS STEEL.

INTENDED USAGE SHALL BE THE RESPONSIBILITY OF THE ARCHITECT.

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

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

LIMITED BY PERMANENT PHYSICAL MEANS. NOTES FOR CONSTRUCTION EQUIPMENT LOADING:

3. PRIOR TO CONSTRUCTION THE CONTRACTOR SHALL VERIFY ALL THE BOARDWALK SUPPLIER HAS DESIGNED THE BOARDWALKS FOR THE ASSUMED ELEVATIONS THROUGH THE PROJECT ARCHITECT. PRIOR TO CONSTRUCTION, EQUIPMENT (NOTED IN NOTE #2) TO BE USED TO CONSTRUCT THE PRECAST BOARDWALK ALL FOUNDATION LOCATIONS SHALL BE STAKED BY THE SURVEYOR PER THE VIA TOP-DOWN METHODS. THE CONTRACTOR SHALL ABIDE BY THE FOLLOWING NOTES AND APPROVED DRAWINGS MARKED 'FOR CONSTRUCTION'. SHALL CONTACT THE BOARDWALK SUPPLIER PRIOR TO SHOP DRAWING CREATION FOR

ANALYSIS OF EQUIPMENT TO BE USED.

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

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

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

5. INSTALLER SHALL NOT CUT OR MODIFY ANY PRECAST CONCRETE

COMPONENTS WITHOUT THE BOARDWALK SUPPLIER'S APPROVAL. B. EQUIPMENT SHALL RUN PARALLEL TO THE BEAMS AND REMAIN TOWARDS THE

BOARDWALK CENTERLINE DURING CONSTRUCTION.

6. THE INSTALLER IS RESPONSIBLE FOR THE APPROPRIATE MEANS AND

METHODS FOR THIS PROJECT, INCLUDING ENSURING PROPER C. CONTRACTOR SHALL PROVIDE 1/2" THICK PLYWOOD UNDER VEHICLE, SPANNING THE CONSTRUCTIBILITY OF ALL COMPONENTS SHOWN ON THESE PLANS. NO LENGTH OF (3) TREADS OR 6'-0" MINIMUM.

EQUIPMENT MAY BE OPERATED ON THE STRUCTURE, UNLESS NOTED

OTHERWISE IN THE DESIGN DATA ON THIS SHEET. D. THE CONTRACTOR SHALL NOT STOCKPILE PRECAST MATERIALS ON THE BOARDWALK.

NORTH PERMATRAK BOARDWALK

7. A MATERIAL CHANGE TO THE BOARDWALK SYSTEM IS NOT ALLOWED AND E. BEAMS SHALL BE SECURED PER THE APPROVED INSTALLATION DRAWINGS PRIOR TO

NOT CONSIDERED AN EQUAL. LOADING OF CONSTRUCTION EQUIPMENT. N

8. PRIOR TO CONSTRUCTION, ALL EXISTING UTILITIES, BUILDING LOCATIONS, F. TRAVEL WITH ARM FACING FORWARD AT ALL TIMES.

EXISTING FOUNDATIONS AND TREE ROOTS (AS APPLICABLE) SHALL BE

LOCATED TO VERIFY NO CONFLICTS EXIST WITH THE STRUCTURES SHOWN ON G. TRAVEL IN A SMOOTH AND HARMONIOUS MANNER WITH A EQUIPMENT SPEED NOT TO

THESE PLANS. EXCEED 5 MPH.

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

THROUGHOUT THE CONSTRUCTION PROCESS, AND SHALL ABIDE BY ALL RELEVANT

1. BOARDWALK SHALL BE DESIGNED IN ACCORDANCE WITH THE GUIDELINES REGARDING THE HEALTH AND SAFETY OF ALL PARTIES PRESENT ON THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS AND THE LRFD GUIDE JOB SITE, ESPECIALLY IN REGARDS TO OPERATING ANY EQUIPMENT ON THE TOP OF SPECIFICATION FOR THE DESIGN OF PEDESTRIAN BRIDGES. THE STRUCTURE DURING INSTALLATION.

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.

PLAYALINDA BEACH ROAD

FOUNDATIONS SHALL BE DESIGNED FOR THE FOLLOWING.

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

90 PSF/H-5 LOADING CONSTRUCTION LOADING CANAVERAL NATIONAL

COMPRESSION: 10.8 KIPS (SERVICE) COMPRESSION: 19.0 KIPS (SERVICE) SEASHORE ROAD SOUTH PERMATRAK BOARDWALK

LATERAL: 1.0 KIPS (SERVICE) LATERAL: 1.0 KIPS (SERVICE)

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

PERFORMED BY THE BOARDWALK SUPPLIER. THIS SCOPE IS THE

RESPONSIBILITY OF THE DESIGN CONSULTANT.

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

BOARDWALK LOCATION PLAN

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

©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.

6 PREPARED FOR:

NATIONAL PARK

SERVICE

OFFICE LOCATIONS

FLORIDA

TEXAS

LOUISIANA

NORTH CAROLINA

www.permatrak.com TEL: 877-332-7862 OHIO

PROJECT TITLE:

CAPE CANAVERAL, FL

Pa

JOB NUMBER: 2024-2211

5 DATE: 02/09/2024

4 DESIGNED BY: KPH

3 DRAWN BY: KPH

FOR BIDDING -

NOT FOR CONSTRUCTION

2 CHECKED BY: KAS/AMC

1 SHEET NO.

e 15 of 2P9T01 NO. DATE DESCRIPTION BY:

http://www.permatrak.com/

SUPPLIED BY BOARDWALK SUPPLIER

PRECAST CONCRETE TREADS

PRECAST CONCRETE BEAMS

PRECAST CONCRETE ABUTMENTS

3/4" Ø X 1'-6" LONG THREADED BARS WITH NUTS AND WASHERS (BEAM TO FLAT PLATE CONNECTION) 3/4" Ø X 2'-3" LONG THREADED BARS WITH NUTS AND WASHERS (BEAM TO FLAT PLATE CONNECTION - THROUGH ABUTMENT)

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)

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

SHIMS (LEVELING FOR PRECAST COMPONENTS)

SIKAFLEX SELF LEVELING SEALANT

SUPPLIED BY CONTRACTOR

HELICAL PIERS, FLAT PLATES AND CONNECTION HARDWARE

RAILING AND CONNECTION HARDWARE

NORTH BOARDWALK LOCATION PLAN

SOUTH BOARDWALK LOCATION PLAN

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

6 PREPARED FOR:

5 DATE: 02/09/2024

4 DESIGNED BY: KPH

3 DRAWN BY: KPH

FOR BIDDING -

NOT FOR CONSTRUCTION

2 CHECKED BY: KAS/AMC

1 SHEET NO.

e 16 of 2P9T02 NO. DATE DESCRIPTION BY:

*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

CL 3/4" Ø THREADED BAR

WITH NUT & WASHER (TYP.)

FILL AROUND BOLT HEAD WITH SIKAFLEX

SEE TYPICAL BEAM SELF LEVELING SEALANT (NOT SUPPLIED

CONNECTION DETAIL BY BOARDWALK SUPPLIER) (TYP.)

NOTE: RAILING NOT SHOWN FOR NOTE: RAILING NOT SHOWN FOR VOID AT BOLT HOLE

PRECAST CONCRETE CLARITY. CLARITY. UNFILLED (TYP.)

TREAD (TYP.)

BEGINNING OR ENDING 1/8" RUBBER LEVELING PAD SEE TYPICAL BEAM

OF BOARDWALK (SUPPLIED BY BOARDWALK SUPPLIER) CONNECTION DETAIL (TYP.)

PRECAST CONCRETE

1/8" RUBBER LEVELING PAD

APPROXIMATE 9" (SUPPLIED BY BOARDWALK SUPPLIER)

GRADE LINE

BEAM (TYP.)

PRECAST CONCRETE 3/8" ELASTOMERIC BEARING PAD

ABUTMENT (TYP.) (SUPPLIED BY BOARDWALK SUPPLIER)

FLAT PLATE ELASTOMERIC

BEAM (TYP.) BEARING PAD (TYP.)

APPROXIMATE ELASTOMERIC STEEL FLAT PLATE

1'-9" GRADE LINE BEARING PADS (TYP.)

SHIMS AS REQUIRED (TYP.)

HELICAL PIER

TYPICAL PRECAST ABUTMENT DETAIL TYPICAL CONNECTION DETAIL TYPICAL BEAM TO STEEL PLATE CONNECTION DETAIL

SCALE: 1" = 1'-0" SCALE: 1" = 1'-0" SCALE: NOT TO SCALE

9'-3"

HELICAL PIER NOTES: VARIES VARIES

1. DESIGN OF HELICAL PLATE ASSEMBLY IS BY OTHERS. 1'-9" (TYP.) 1'-9" (TYP.) (SEE PTO1 FOR LOADS). PLATE DIMENSIONS AND

SLOTTED HOLES SHALL BE AS SHOWN.

2. HELICAL PIER, FLAT PLATE ASSEMBLY, STIFFENER

PLATES, AND HARDWARE SHALL BE HOT-DIPPED 8'-0" MIN. CLEAR TIMBER RAILING

GALVANIZED. WITH CABLE STRAINS

3. DEPTH OF HELICAL PIER TO BE DESIGNED BY THE (BY OTHERS)

HELICAL PIER ENGINEER.

4. CROSS BRACING OF HELICAL PIERS MAY BE 5 1/2" THICK PRECAST 10"

REQUIRED FOR STABILITY AND SHALL BE DETAILED CONCRETE TREAD (TYP.) 5"

BY HELICAL PIER ENGINEER.

5. IF STEEL SLEEVE EXCEEDS 6" O.D., CONTACT A BOARDWALK SUPPLIER FOR ADDITIONAL DETAIL - STIFFENERS AS 1'-4" MIN. SEE TYPICAL TREAD

REQUIRED

8 1/2" SLOTTED HOLE TO BEAM CONNECTION

PRECAST CONCRETE DETAIL ON SHEET PT04

BEAM (TYP.)

APPROXIMATE 1" Ø. HOLE

GRADE LINE

STIFFENERS AS ELASTOMERIC PAD PLAN

STEEL SLEEVE REQUIRED

SCALE: 3" = 1'-0"

HELICAL PIER THRU BOLTS

HELICAL PIERS

2 1/2"X1 1/4" BY OTHERS (TYP.)

SLOTTED HOLE (TYP.)

HELICAL PIER FLAT PLATE DETAIL TYPICAL SECTION

SCALE: NOT TO SCALE SCALE = 1/2" = 1'-0"

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.

6 PREPARED FOR:

5 DATE: 02/09/2024

4 DESIGNED BY: KPH

3 DRAWN BY: KPH

FOR BIDDING -

NOT FOR CONSTRUCTION

2 CHECKED BY: KAS/AMC

1 SHEET NO.

e 17 of 2P9T03 NO. DATE DESCRIPTION BY:

1' -0

" M

IN

1' -1

3/

4"

9"

3' -6

* PRECAST CONCRETE

TEXTURED

SURFACE (TYP.)

*SHIM AS REQUIRED

1/8" RUBBER LEVELING PAD

L 4 x 4 x 3/8 x 0'-4"

(COMPOSITE)* 3"

VARIES

TREAD (TYP.)*

1/4" ADHESIVE BACKED

RUBBER PAD SPACERS

1/4" ±

1/4" ADHESIVE BACKED RUBBER PAD

SPACERS (2 PER TREAD) (TYP.)

(PLACE SPACERS ON TREAD AS SHOWN)

*NOTES:

INTERLOCKING TONGUE

& GROOVE, (BOTH SIDES

OF TREAD) (TYP.)

CL 3/8"Ø x 3"

STAINLESS

STEEL BOLT*.

NOTES:

ANGLE MAY BE INSTALLED

ON OPPOSITE SIDE OF BEAM

IF SITE CONDITIONS REQUIRE

PRECAST CONCRETE 4"

BEAM (TYP.)*

1 SECTION

*NOTE:

DUE TO TOLERANCES AND VARIANCE IN PRECAST

PRODUCTION AND INSTALLATION ACCURACY, SHIMS MAY BE

REQUIRED. ADDITIONAL RUBBER LEVELING PADS MAY BE

USED FOR SHIMMING.

TYPICAL SHIM (UNDER TREAD)

& TREAD SPACING DETAIL

SCALE: NOT TO SCALE

1. TREADS SHALL RECEIVE A SLIP RESISTANT INTEGRAL TEXTURE OF BEACHWOOD OR BEACHSAND, PROVIDED BY BOARDWALK SUPPLIER.

2. PRECAST CONCRETE TREAD COLOR SHALL BE INTEGRAL (MELBOURNE TAN OR ADELAIDE GRAY).

3. TEXTURED SURFACE SHALL ONLY APPEAR ON THE TOP SURFACE OF THE TREADS AND

SHALL HAVE NO VISIBLE SEAMS IN ANY DIRECTION.

TYPICAL TREAD RUBBER SPACING DETAIL

1. ALL HOLES IN PRECAST SHALL BE DRILLED BY -

CONTRACTOR.

2. DRILLED HOLES IN PRECAST SHALL BE 3/8"Ø AND

INSTALLED PER MANUFACTURER INSTALLATION REQUIREMENTS.

3. * INDICATES SUPPLIED BY BOARDWALK SUPPLIER.

4. TW0 (2) CLIP ANGLES ARE REQUIRED PER TREAD. (SEE PLAN

VIEW ON THIS SHEET).

5. RAILING NOT SHOWN FOR CLARITY.

TREAD TO BEAM CONNECTION

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

4 1/4"

CL 4X6 POST BRACKET GALV.

3 NOTE:

- NOMINAL TIMBER POST SIZE IS 4X6.

ACTUAL 0PENING BETWEEN

VERTICAL PLATES IS 3 1/2"X5 1/2"

4X6 POST BRACKET GALV.

CL 3/8" Ø CARRIAGE BOLT

W/ WASHER & NUT (TYP.)

5/8"

2"

5/8"

CLIP ANGLE

(TYP.)

CENTERED

CENTERED

PREFORMED HOLE

IN TREAD (TYP.)

1/4" PL (GALVANIZED)

1/2" Ø CARRIAGE BOLT

1/4" PL (GALVANIZED)

1/2" Ø CARRIAGE BOLT

4X6 POST

BRACKET GALV.

HELICAL PIER (TYP.)

A DETAIL 2 SECTION 3 SECTION TYPICAL CLIP ANGLE LOCATION PLAN

- SCALE: 1 1/2" = 1'-0" - SCALE: 1 1/2" = 1'-0" - SCALE: 3" = 1'-0" APPLIES TO ALL TREADS drawing contains information that is proprietary to and property of PermaTrak® and shall be kept confidential. No 4 duplication or distribution of this drawing may be made without 3 the express written consent of PermaTrak® except for the 2 limited purposes set forth in the contract between PermaTrak® 1

PREPARED FOR:

NATIONAL PARK

FOR BIDDING -

LOUISIANA

JOB NUMBER:

DATE:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

SHEET NO.

2024-2211

02/09/2024

KPH

KPH

KAS/AMC

and party for whom this drawing was made.

NO.

DATE

DESCRIPTION

BY:

NOT FOR CONSTRUCTION

www.permatrak.com TEL: 877-332-7862

OHIO Page 18 of 2P9T04

NOTE: GALVANIZED BRACKET, BOTTOM PLATE, BOLTS

TO CONNECT POST TO BRACKET AND BOLTS TO

CONNECT TREAD TO BRACKET ARE SUPPLIED BY

THE BOARDWALK SUPPLIER. ALL OTHER RAILING

CONNECTION HARDWARE SUPPLIED BY CONTRACTOR.

NOTES:

1) TWO (2) CLIP ANGLES ARE REQUIRED PER TREAD.

2) CLIP ANGLES SHALL BE CENTERED ON TREAD AS

SHOWN.

3) RAILING NOT SHOWN FOR CLARITY.

2 -

1 -

3" 3"

HELICAL PIER/ANCHOR NOTES V2.4 LAST MODIFIED AUGUST 2021 6. TERMINATION CRITERIA

The minimum overall length criteria and the minimum effective torsional resistance criteria as specified in the pre-construction submittals must be satisfied prior to terminating the pier installation. In the event any helical pier fails to meet these production quality control criteria, the following pre-qualified remedies are authorized:

DESIGN AND PERFORMANCE REQUIREMENTS A. If the installation fails to meet the minimum effective torsional resistance criterion at the minimum embedment length:

1. Continue the installation to greater depths until the torsional resistance criterion is met, provided that, if a maximum length constraint is applicable, continued installation does not exceed said maximum length constraint, or A. Helical piers shall be designed to support the nominal compression and lateral load(s) as shown on the project plans. The overall length, helix configuration and minimum effective torsional resistance of a helical pier shall be such 2. Demonstrate acceptable pier performance through proof testing, or 1. that the required geotechnical capacity is developed by the helix plate(s) in an appropriate bearing stratum(s). 3. Replace the pier with one having a different helix configuration. The replacement pier must not exceed any applicable maximum embedment length and either (a) be embedded to a length that places its last B. All steel structure pier components shall be designed within the limits provided by the American Institute of Steel Construction (AISC). Either Allowable Stress Design (ASD) or Load and Resistance Factor Design (LRFD) are helix at least three times its own diameter beyond the position of the first helix of the replaced pier and meet the minimum effective torsional resistance criterion, or (b) pass proof testing.acceptable methods of analysis. B. If the torsional resistance during installation reaches the helical pier's maximum allowable torque rating prior to satisfaction of the minimum embedment length criterion:

C. Except where noted otherwise on the project plans, all piers shall be installed to provide a minimum factor of safety against ultimate compression resistance of 2.0, a maximum axial deflection at design compression load of 0.5 1. Terminate the installation at the depth obtained if allowed by the owner's representative, orinches, and must satisfy the deflection criteria as stated on the plans or drawings.

D. Except where noted otherwise on the project plans, each pier shall be designed to meet a corrosion service life of 50 years. 2. Replace the pier with one having a shaft with a higher torsional strength rating. This replacement pier must be installed to satisfy the minimum embedment length criterion. It must also be embedded to a

E. The anchorage design shall take into account such pier spacing, soil stratification, corrosion and strain compatibility issues as are present for the project. length that places its last helix at least three times its own diameter beyond the position of the helix of the replaced pier without exceeding any applicable maximum embedment length requirements and it must meet the minimum effective torsional resistance criterion, or

3. Replace the pier with one having a different helix configuration. This replacement pier must be installed to satisfy the minimum embedment length criterion. It must also be embedded to a length that places QUALIFICATIONS OF INSTALLING CONTRACTOR AND DESIGNER its last helix at least three times its own diameter beyond the position of the first helix of the replaced pier without exceeding any applicable maximum embedment length requirements, and it must meet the minimum effective torsional resistance criterion, or The installing contractor and pier designer shall submit to the owner or owner's representative a proposal including the following documentation. Work shall not begin until all the submittals have been received and approved by the 4. If allowed by the pier location tolerance or approved by the owner's representative, remove and reinstall the pier at a position at least three times the diameter of the largest helix away from the initial location.

2ow. ner. All costs associated with incomplete or unacceptable submittals shall be the responsibility of the installing contractor. Original embedment length and torsional resistance criteria must be met. This pier repositioning may require the installation of additional helical piers with nominal loads adjusted for these spacing changes.

A. Evidence of installing contractor's competency in installation of helical piers shall be provided to the owner's satisfaction and may include any or all of the following: C. If the installation reaches a specified maximum embedment length without achieving the minimum effective torsional resistance criterion:

1. Pier manufacturer's certificate of competency in installation of helical piers, or 1. If allowed by the pier location tolerance or approved by the owner's representative, remove and reinstall the pier at a position at least three times the diameter of the largest helix away from the initial

2. A list of at least three projects completed within the previous three years wherein the installing contractor installed helical piers similar to those shown in the project plans, such list to include names and phone numbers of those location. Original embedment length and torsional resistance criteria must be met. This pier repositioning may require the installation of additional helical piers with nominal loads adjusted for these spacing project owner's representatives who can verify the installing contractor's participation in those projects, or changes, or

3. A letter from the pier manufacturer, distributor or manufacturer's representative expressing ability and intent to provide on-site supervision of the pier installation. 2. Demonstrate acceptable pier performance through proof testing, or B. A listing of all safety violations logged against the installing contractor within the previous three years and the current status or final resolutions thereof. Descriptions of safety improvements instituted within the previous three 3. De-rate the load capacity of the helical pier and install additional piers, as necessary. The de-rated capacity and additional pier location shall be subject to the approval of the owner's representative, or years may also be submitted, at the installing contractor's discretion. 4. Replace the pier with one having a different helix configuration. This replacement pier must be installed to satisfy the minimum embedment length criterion and it must meet the minimum effective torsional C. Evidence of pier designer's competence in the design of helical piers shall be provided to the owner's satisfaction and shall include all of the following: resistance criterion.

1. Registration as a professional engineer or recognition by the local jurisdictional authority. D. If a helical pier fails to meet acceptance criteria in a performance or proof test:

2. A list of at least three projects completed within the previous three years wherein the pier designer designed helical piers similar to those shown in the project plans, such list to include names and phone numbers of those project 1. Install the pier to a greater depth and installation torque and re-test provided that, if a maximum embedment length constraint is applicable, continued installation will not exceed said maximum length owner's representatives who can verify the engineer's participation in those projects. constraint, or

3. Recommendation from the pier manufacturer, distributor or manufacturer's representative. 2. Replace the pier with one having more and/or larger helix plates. It must be embedded to a length that places its last helix at least three times its own diameter beyond the position of the first helix of the replaced pile without exceeding any applicable maximum embedment length requirements. This replacement pile must be re-tested, or

PRE-CONSTRUCTION SUBMITTALS 3. If approved by the owner's representative, de-rate the load capacity of the helical pier and install additional piers. Additional piers must be installed at positions that are at least three times the diameter of the largest helix away from any other pier locations and are approved by the owner's representative. Piers installed in cohesive soils shall not be spaced closer than four helix diameters.

E. Proof testing to qualify a pier under any of the foregoing remedial actions shall not be used to satisfy proof testing frequency requirements shown in the project plans or the design documentation. If a helical A. Within two weeks of receiving the contract award, the installing contractor and/or pier designer shall submit the following helical pier design documentation: pier fails a production quality control criterion for any other reason, any proposed remedy must be approved by the owner's representative prior to initiating its implementation at the project site.

13.. Shop drawing submittal including at minimum, the helical plate and specific helical pier cut sheet, which shall be signed and sealed by a structural engineer.

2. Certification from the pier designer that the proposed piers meet the requirements stated herein. 7. INSTALLATION RECORD SUBMITTALS

3. Qualifications of pier installer per sections 2A and 2B

4. Qualifications of pier designer per section 2C A. The installing contractor shall provide the owner, or his authorized representative, copies of individual helical pier installation records within 24 hours after each installation is completed. Formal copies shall

5. Product designations for helix and extension sections and all ancillary products to be supplied at each helical pier location be submitted (within 5 days). These installation records shall include, but are not limited to, the following information:

6. Individual anchorage nominal loads 1. Date and time of installation

7. Individual anchorage pre-tensioning requirements (if any) 2. Location of helical pier

8. Manufacturer's published allowable system capacities for the pier assemblies, including load transfer devices 3. Actual helical pier type and configuration

9. Calculated theoretical geotechnical capacity of piers 4. Pier reveal

10. Minimum effective torsional resistance criteria 5. Total length of installed pier

11. Maximum allowable installation torque of pier 6. Actual inclination of the pier

12. Minimum embedment lengths and other site-specific embedment depth requirements that may be appropriate for the site…