Attachment_2_-_Drawings.pdf

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 CONNECTION DETAIL

SCALE: 1" = 1'-0"

1'-8"

APPROXIMATE

GRADE LINE

ELASTOMERIC

BEARING PAD (TYP.)

STEEL FLAT PLATE

SHIMS AS REQUIRED (TYP.)

C 3/4" Ø THREADED BAR

WITH NUT & WASHER (TYP.)

L

FILL AROUND BOLT HEAD WITH SIKAFLEX

SELF LEVELING SEALANT (NOT SUPPLIED

BY BOARDWALK SUPPLIER) (TYP.)

VOID AT BOLT HOLE

UNFILLED (TYP.)

TYPICAL BEAM TO STEEL PLATE CONNECTION DETAIL

SCALE: NOT TO SCALE

ELASTOMERIC PAD PLAN

SCALE: 3" = 1'-0"

4"

10" 5"

1" Ø. HOLE

STEEL SLEEVE

HELICAL PIER

1'-4" MIN.

1' -0

" M

IN

8 1/2"

2 1/2"X1 1/4"

SLOTTED HOLE (TYP.)

STIFFENERS AS

REQUIRED

THRU BOLTS

HELICAL PIER NOTES:

1. DESIGN OF HELICAL PLATE ASSEMBLY IS BY OTHERS.

(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

GALVANIZED.

3. DEPTH OF HELICAL PIER TO BE DESIGNED BY THE

HELICAL PIER ENGINEER.

4. CROSS BRACING OF HELICAL PIERS MAY BE

REQUIRED FOR STABILITY AND SHALL BE DETAILED

BY HELICAL PIER ENGINEER.

5. IF STEEL SLEEVE EXCEEDS 6" O.D., CONTACT

BOARDWALK SUPPLIER FOR ADDITIONAL

SLOTTED HOLE

STIFFENERS AS

REQUIRED

HELICAL PIER FLAT PLATE DETAIL

SCALE: NOT TO SCALE

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 PT03

NOTE: RAILING NOT SHOWN FOR

CLARITY.

NOTE: RAILING NOT SHOWN FOR

CLARITY.

NOTES:

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.

SCALE: NOT TO SCALE

TREAD TO BEAM CONNECTION

4"

3" 4"

1 SECTION

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

ANGLE MAY BE INSTALLED

ON OPPOSITE SIDE OF BEAM

IF SITE CONDITIONS REQUIRE

LC 3/8"Ø x 3"

STAINLESS

STEEL BOLT*.

PRECAST CONCRETE

TREAD (TYP.)*

PRECAST CONCRETE

BEAM (TYP.)*

3"

VARIES

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

(COMPOSITE)*

-1

NOTE:

NOMINAL TIMBER POST SIZE IS 4X6.

ACTUAL 0PENING BETWEEN

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

4 1/4"

1/2" Ø CARRIAGE BOLT

W/ WASHER & NUT (TYP.)

1/4" PL (GALVANIZED)

A DETAIL

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

2 SECTION

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

1/2" Ø CARRIAGE BOLT

W/ WASHER & NUT (TYP.)

1/4" PL (GALVANIZED)

C 3/8" Ø CARRIAGE BOLT

W/ WASHER & NUT (TYP.)

LC 4X6 POST BRACKET GALV.

4X6 POST BRACKET GALV.

-2

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.

PREFORMED HOLE

IN TREAD (TYP.)

4"

5/8"

2"

5/8"

3 SECTION

SCALE: 3" = 1'-0"

4X6 POST

BRACKET GALV.

CENTERED

(TYP.)

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.

CENTERED

(TYP.)

CLIP ANGLE

(TYP.)

PRECAST CONCRETE

BEAM (TYP.)

PRECAST CONCRETE

TREAD (TYP.)

TYPICAL CLIP ANGLE LOCATION PLAN

APPLIES TO ALL TREADS

HELICAL PIER (TYP.)

TEXTURED

SURFACE (TYP.)

INTERLOCKING TONGUE

& GROOVE, (BOTH SIDES

OF TREAD) (TYP.)

*NOTES:

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.

* PRECAST CONCRETE

TREAD (TYP.)

1/4" ADHESIVE BACKED RUBBER PAD

SPACERS (2 PER TREAD) (TYP.)

(PLACE SPACERS ON TREAD AS SHOWN)

TYPICAL TREAD RUBBER SPACING DETAIL

SCALE: NOT TO SCALE

PRECAST CONCRETE

TREAD (TYP.)

1/4" ±

1/8" RUBBER LEVELING PAD

*SHIM AS REQUIRED

PRECAST CONCRETE

BEAM (TYP.)

*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.

& TREAD SPACING DETAIL

SCALE: NOT TO SCALE

TYPICAL SHIM (UNDER TREAD)

1/4" ADHESIVE BACKED

RUBBER PAD SPACERS

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 PT04

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 Helical Notes

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:

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

2. Demonstrate acceptable pier performance through proof testing, or

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 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.

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:

1. Terminate the installation at the depth obtained if allowed by the owner's representative, or

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 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 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

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.

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.

C. If the installation reaches a specified maximum embedment length without achieving the minimum effective torsional resistance criterion:

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 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 changes, or

2. Demonstrate acceptable pier performance through proof testing, or

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

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 resistance criterion.

D. If a helical pier fails to meet acceptance criteria in a performance or proof test:

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 constraint, or

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

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 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.

7. INSTALLATION RECORD SUBMITTALS

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 be submitted (within 5 days). These installation records shall include, but are not limited to, the following information:

1. Date and time of installation

2. Location of helical pier

3. Actual helical pier type and configuration

4. Pier reveal

5. Total length of installed pier

6. Actual inclination of the pier

7. Actual effective torsional resistance

8. Calculated geotechnical capacity based on actual torsional resistance

9. Comments pertaining to interruptions, obstructions, or other relevant information

8. PIER TESTING

Two load tests shall be performed in accordance with the latest version of ASTM D1143 and the following criteria:

A. Load tests shall be performed on two (2) helical piers after installation in accordance with the plans. The static load capacity test shall be conducted one at a time and shall consist of the following. An initial axial setting force of 5,000 lbs shall be applied to the helical pier or helical pile. Load increments of 10 to 25% of the design allowable load shall be subsequently applied with a constant time interval between each increment, in accordance with ASTM D1143 quick load test method for individual piles, until the proof load specified on the plans is reached. After the final hold period, the maximum pile head displacement shall be recorded. The test shall be deemed successful provided helical pier and helical pile maximum pile head displacement is less than one half (1/2) inch of the design load. In the event of an unsatisfactory test, the helical pier or helical pile shall be installed to additional length and torque until a successful proof load capacity test has been completed. Axial load shall be applied to the helical pier and helical pile during the proof load capacity test utilizing the final bracket assembly configuration. Through the duration of installation and testing, the horizontal movement of the structure to which the helical piers are attached shall be limited as shown on the plans.

B. The installing contractor shall furnish all labor, equipment and pre-production helical piers necessary to accomplish the testing as shown in the approved pier design documentation. Installing contractor shall apply the specified loads for the specified durations and record the specified data, for the specified number of piers. No deviations from the test plan(s) will be allowed without explicit approval in writing from the owner's representative.

C. Installing contractor shall provide the owner, or owner's representative, copies of raw field test data or reports within 24 hours after completion of each load test. Formal test reports shall be submitted within (5 days) following test completion. Formal test reports shall include, but are not limited to, the following information:

1. Name of project and installing contractor

2. Name of installing contractor's supervisor during installation

3. Name of third party test agency, if any

4. Pre-production or production test

5. Date, time, and duration of test

6. Unique identifier and location of helical pier tested

7. Type of test (performance of proof)

8. Description of calibrated testing equipment and test set-up

9. Actual helical pier type and configuration

10. Steps and duration of each load increment

11. Cumulative pier head movement at each load step

9. CLEANUP

Within (2 weeks) of completion of the work, the installing contractor shall remove any and all material, equipment, tools, building materials, concrete forms, debris, or other items belonging to the installing contractor or used under the installing contractor's direction.

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

1.

DESIGN AND PERFORMANCE REQUIREMENTS

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 that the required geotechnical capacity is developed by the helix plate(s) in an appropriate bearing stratum(s).

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 acceptable methods of analysis.

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 inches, 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.

E. The anchorage design shall take into account such pier spacing, soil stratification, corrosion and strain compatibility issues as are present for the project.

2.

QUALIFICATIONS OF INSTALLING CONTRACTOR AND DESIGNER

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 owner. All costs associated with incomplete or unacceptable submittals shall be the responsibility of the installing contractor.

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:

1. Pier manufacturer's certificate of competency in installation of helical piers, or

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 project owner's representatives who can verify the installing contractor's participation in those projects, 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.

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 years may also be submitted, at the installing contractor's discretion.

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:

1. Registration as a professional engineer or recognition by the local jurisdictional authority.

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 owner's representatives who can verify the engineer's participation in those projects.

3. Recommendation from the pier manufacturer, distributor or manufacturer's representative.

3.

PRE-CONSTRUCTION SUBMITTALS

A. Within two weeks of receiving the contract award, the installing contractor and/or pier designer shall submit the following helical pier design documentation:

1. 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.

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

4. Qualifications of pier designer per section 2C

5. Product designations for helix and extension sections and all ancillary products to be supplied at each helical pier location

6. Individual anchorage nominal loads

7. Individual anchorage pre-tensioning requirements (if any)

8. Manufacturer's published allowable system capacities for the pier assemblies, including load transfer devices

9. Calculated theoretical geotechnical capacity of piers

10. Minimum effective torsional resistance criteria

11. Maximum allowable installation torque of pier

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

13. Inclination angle and location tolerance requirements

14. Copies of certified calibration reports for torque measuring equipment and load test measuring equipment to be used on the project. The calibrations shall have been performed within one year of the proposed starting date for helical pile installation or as recommended by the equipment manufacturer based on the proposed starting date.

15. Complete calculation submittal displaying structural and geotechnical capacity of the helical pier and connection plate. Calculation submittal shall be signed and sealed by a structural engineer.

4.

PLACEMENT REQUIREMENTS

A. When helical pier placement is shown on the project plans, production piers shall be placed such that the anchor head is within 1 inch laterally and 1 inch longitudinally, and the pier shaft alignment is within 2 degrees of the inclination angle, shown on the project plans.

B. When pier placement is not shown on the project plans, the placements, alignments and their respective tolerances shall be included as part of the design submittal.

5.

PIER INSTALLATION

A. Helical pier installation shall only begin after review and approval of the submitted testing data.

B. Before entering the construction site to begin work, the installing contractor shall provide proof of insurance coverage as stated in the general specifications and/or contract.

C. Installing contractor shall furnish and install all helical piers per the project plans and approved anchorage design documentation. In the event of conflict between the project plans and the approved anchorage design documentation, the installing contractor shall not begin construction on any affected items until such conflict has been resolved.

D. The installing contractor shall conduct his construction operations in a manner to ensure the safety of persons and property in the vicinity of the work. The installing contractor's personnel shall comply with safety procedures in accordance with OSHA standards and any established project safety plan.

E. The installing contractor shall request marking of underground utilities by an underground utility location service as required by law and shall avoid contact with all marked underground facilities.

F. The portion of the construction site occupied by the installing contractor, his equipment and his material stockpiles shall be kept reasonably clean and orderly.

G. Installation of helical piers may be observed by representatives of the owner for quality assurance purposes. The installing contractor shall give the owner's representative at least 24 hours prior notice of pier installation operations.

H. The helical pier installation technique shall be such that it is consistent with the geotechnical, logistical, environmental, and load carrying conditions of the project. The lead section shall be positioned at the location as shown on the pier design drawings. The helical pier sections shall be engaged and advanced into the soil in a smooth, continuous manner at a rate of rotation of 5 to 25 rpms. Sufficient down pressure (crowd) shall be applied to uniformly advance the helical pier sections a distance approximately equal to the pitch of the helix plate (typically 3 inches) per revolution. The rate of rotation and magnitude of down pressure shall be adjusted for different soil conditions and depths. Extension sections shall be provided to obtain the required minimum overall length and minimum effective torsional resistance as shown on the project plans.

I. Installation tolerances are as follows: Piers shall be driven with a variation of not more than 1/4" per foot from the vertical or from the batter line indicated. Upon completion of driving and released from leads, exposed piles shall not have a variation of more than 2 inches at the cut-off elevation from the position shown on the plans.

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 Precast Specs

PRECAST CONCRETE BOARDWALK SYSTEM

PART 1-GENERAL

1.1 SUMMARY

A. These specifications are for a precast concrete boardwalk and shall be regarded as minimum standards for this project. These specifications are based upon products designed and supplied by:

This item shall also include the design, specification, and construction of a railing and foundation system that is attached to the proposed boardwalk system.

1.2 ALTERNATE REQUIREMENTS: Alternates are allowed provided that the following minimum standards and these “Precast Concrete Boardwalk System” specifications are met.

A. “Minimum Standards” as outlined in section 1.3 below must be met.

B. A fully engineered drawing of the precast boardwalk system (including tread layout, structural details designed for the design loads shown on the contract documents, foundation design, full elevation view and layout) must be submitted 2 weeks before the bid date and signed and sealed by a Professional Engineer licensed in the state of the above named project. Approved alternates will be notified by addenda prior to the bid date. Only pre-approved alternates will be considered.

C. Submission of complete design calculations that are signed and sealed by a licensed Professional Engineer in the state of the above named project. The design computations shall include references to all applicable AASHTO code references, documentation of computer programs (including design parameters), and a clearly detailed reinforcement rebar submittal (including sketches of all precast concrete components.

D. Submittal must meet the requirements set forth in section 1.6a.

1.3 MINIMUM STANDARDS: The selected boardwalk shall have the following minimum characteristics:

A. The precast system shall be designed as a modular flexible system allowing a prescribed settlement at pier locations. Joints shall be designed for such movement to occur without damage to the structural integrity of the system.

B. Boardwalk system (beams, treads, and curbs if applicable) must be reinforced precast concrete. A material change, including cast-in-place concrete, is not considered an equal to the design shown on the bid documents.

C. Walking surface (treads) shall be made of reinforced precast concrete, and supported by reinforced precast concrete beams. Where applicable, edges of treads will receive precast concrete curbs.

D. Walking surface (finish) of top surface of treads shall have a formliner finish with one of PermaTrak's standard textures. Texture must be integral with the concrete and shall not be an applied post pour wearing surface.

E. Precast concrete treads shall be structural load bearing elements and shall interlock with one another via a “tongue and groove” connection.

F. All precast shall consist of integrally colored concrete in a color selected by the owner from one of PermaTrak's “standard colors”. All color pigment shall meet ASTM C979 Standard Specification for Pigments for Integrally Colored Concrete.

G. DESIGN LOADS: See PT01 for pedestrian and vehicular design live loads.

H. Treads shall maintain a “boardwalk appearance”, specifically meaning each tread shall have a width:

length ratio ranging from a minimum of 3:1 to a maximum of 14:1. Width is defined as the tread dimension perpendicular to the normal direction of travel. Length is defined as the tread dimension measured in the direction of travel.

I. Tread width shall be as noted on the contract drawings. Alignment should follow the horizontal and vertical alignment shown on the contract plans.

ELEVATED PRECAST CONCRETE BOARDWALK J. Connectors for curbs (if applicable) to treads shall not be visible to boardwalk users while viewed from the top of the walkway.

K. All tread-to-beam connectors shall be non-corrosive, and hidden from view. Metallic tread-to-beam connectors are not acceptable for this project.

L. Boardwalk supplier shall provide a field representative on site for a minimum of 2 days. Field representative shall be knowledgeable in the installation of precast concrete boardwalks.

1.4 QUALITY ASSURANCE

A. The contractor performing the installation of the pile foundations shall have installed piles of size and length similar to those shown on the plans for a minimum of three (3) years prior to the bid date for this project. The contractor shall submit a list containing at least three (3) projects completed in the last three (3) years on which the contractor has installed piles of a size and length similar to those shown on the plans. The list of projects shall contain names and phone numbers of owner's representatives who can verify the Contractor's participation on those projects.

B. Manufacturer Qualifications: Not less than 10 years experience in the actual production of precast products as described below.

1. Components shall be factory fabricated and engineered by single entity. This entity shall be registered to do business in the State of the project location.

2. Boardwalk supplier (Precaster) for the boardwalk shall have in-house color mixing facilities for color pigmentation.

3. Boardwalk supplier (Precaster) shall have either a minimum experience of 5 years or 50 boardwalk projects in design, production, and field consultation.

4. Boardwalk supplier (Precaster) must be certified by PCI or NPCA.

5. Precast components must be manufactured with the use of hot rolled steel skin in reinforced steel forms. Temporary (i.e., Timber) and/or single use forms are unacceptable unless approved in writing by the Boardwalk Engineer.

C. Acceptability Criteria for Treads and Curbs (if applicable): The finished visible (in the final installed position) surface shall have no obvious imperfections other than minimal color or texture variations from the approved samples or evidence of repairs when viewed in good typical daylight illumination with the unaided naked eye at a 20 ft. viewing distance. Appearance of the surface shall not be evaluated when light is illuminating the surface from an extreme angle as it tends to accentuate the minor surface irregularities. The following is a list of finish defects that shall be properly repaired, if obvious when viewed at a 20 ft. distance. Patching (by a trained skilled concrete repair person) is an acceptable repair method.

1. Ragged or irregular surfaces.

2. Excessive air voids (commonly called bug holes) larger than ¼ in. evident on the top surface of the tread or curbs (if applicable).

3. Adjacent flat and return surfaces with greater texture and/or color differences than the approved samples or mockups.

4. Casting and/or aggregate segregation lines evident from different concrete placement lifts and consolidation.

5. Visible mold joints or irregular surfaces.

6. Rust stains on exposed surfaces.

7. Units with excessive variation in texture and/or color from the approved samples, within the unit or compared with adjacent units.

8. Blocking stains evident on exposed surfaces.

9. Areas of backup concrete bleeding through the facing concrete.

10. Foreign material embedded in the surface.

11. Visible repairs at a 20 ft. viewing distance.

12. Reinforcement shadow lines.

13. Cracks visible at a 20 ft. viewings distance.

D. Installer Qualifications: Firm with 3 years experience in installation of systems similar in complexity to those required for this Project.

E. Mock-Up: Provide, if required by Architect/ Engineer, a mock-up for evaluation of the boardwalk showing the surface preparation techniques and application workmanship.

1. Finish areas designated by Architect / Engineer.

2. Do not proceed with remaining work until mock-up is accepted by Architect / Engineer.

3. Refinish mock-up area as required to produce acceptable work.

1.5 DESIGN

A. For applications requiring minimum disturbance due to tree roots or other existing objects specified by the Owner to be avoided during construction, the Boardwalk Manufacturer requires the Contractor or Engineer/Architect to provide a survey of the proposed boardwalk location identifying items of interest including tree roots that cannot be disturbed per the Owner.

A. The designer of the boardwalk, foundation and railing system shall be a qualified registered Professional Engineer licensed in the State of the project location and having a minimum of 20 years of experience in the design of concrete structures, foundation and railing systems.

B. The foundation design shown on the boardwalk drawings are based recommendations found in the geotechnical report entitled referenced on PT01 (if applicable).

C. DESIGN CRITERIA: The design of the boardwalk and railing system shall comply with the following guidelines:

1. AASHTO LRFD Guide Specifications for The Design of Pedestrian Bridges, 2nd Edition.

2. AASHTO LRFD Bridge Design Specifications, 8th Edition.

3. American Concrete Institute - Building Code and Commentary, ACI 318-19 and ACI 318R-19.

4. In addition to the dead loads of the system, the structure shall be designed for the live loads defined in Section 1.3.G above.

1.6 SUBMISSIONS: Prior to the start of fabrication or construction, the Contractor shall submit to the Engineer a design package, which shall include, but is not limited to, the following:

A. FOR APPROVAL SUBMISSIONS: Prior to the start of fabrication or construction, the Contractor shall submit to the Engineer a design package, which shall include but not limited to the following:

1. DETAILED PLANS:

a. REGISTRATION / SEAL: Sealed by a licensed Professional Engineer in the state of the project location.

b. PLAN VIEW: Full plan view of the boardwalk, foundation and railing system drawn to scale. The plan view must reflect the proposed horizontal alignment as shown on the design plans.

c. ELEVATION VIEW: Full elevation view of the boardwalk, railing and foundation system drawn to scale which reflect the actual vertical alignment. Elevation views shall indicate the elevation at the top and bottom of the boardwalk and foundation system components, horizontal and vertical break points, and location of the finished grade.

d. DETAILS: Details of all boardwalk and railing system components and their connections such as the length, size and where changes occur; connections; etc.

e. CODE REFERENCE: Design parameters used along with AASHTO references.

2. DESIGN COMPUTATIONS (IF REQUIRED): computations shall:

a. Be stamped by a licensed Professional Engineer in the State of the project location.

b. Clearly refer to the applicable AASHTO provisions.

c. Include documentation of computer programs including all design parameters.

d. Clearly show that all reinforced precast treads and beams meet AASHTO requirements for the loading per Section 1.3.F.

e. Include sketches of reinforcement in treads and beams, shear and moment diagrams, and all equations used shall be referenced to applicable code.

3. CONSTRUCTION SPECIFICATIONS:

a. Construction methods specific to the boardwalk vendor chosen. Submittal requirements such as certification, quality and acceptance/rejection criteria shall be included. Details on connection of boardwalk units and foundation system such that assurance of uniform load transfer shall be checked.

B. FINAL SUBMISSION: Once a boardwalk, foundation and railing system design has been reviewed and accepted by the Owner, the Contractor shall submit the final plans. The designer of the boardwalk, foundation and railing system is responsible for the review of any drawings prepared for fabrication. One set of all approved shop drawings shall be submitted to the Engineer's permanent records.

C. SUBMITTALS: Product Data: Submit Manufacturer's technical product data for railing components and accessories.

Manufacturer to supply submittal drawings for approval to include the following:

1. Section-thru details.

2. Mounting methods.

3. Typical Elevations.

4. Key plan layout.

D. SHOP DRAWINGS: Shop drawings shall:

a. Be stamped by a licensed Professional Engineer in the State of the project location.

b. Show actual field conditions and true elevation and location supplied after field verification.

c. Clearly detail reinforcement in beams, treads and curbs including clear dimension from concrete edge, size and amount of rebar.

d. Clearly state concrete compressive strength, steel type and strength, and a listing of all component weights including lifting locations.

1.7 DELIVERY, STORAGE, AND HANDLING

A. Store products in manufacturer's unopened packaging until ready for installation.

B. Field Measurements: Where handrails and railings are indicated to fit to other construction, check actual dimensions of other construction by accurate field measurements before fabrication; show recorded measurements on final shop drawings:

1. Where field measurements cannot be made without delaying the railing fabrication and delivery, obtain guaranteed dimensions in writing by the Contractor and proceed with fabrication of products so as not to delay fabrication, delivery and installation.

C. Coordinate fabrication and delivery schedule of handrails with construction progress and sequence to avoid delay of railing installation.

1. Air entrained composed of Portland cement, fine and course aggregates, admixtures and water.

The air-entraining feature may be obtained by the use of either an air entraining Portland cement or an air entraining admixture. The entrained air-content shall be not less than four percent or more than seven percent.

1.8 WARRANTY:

A. Contractor will be responsible for installation defects associated with the boardwalk and abutment components, foundation system, and railings for a period of 12 calendar months from the date of final acceptance by the Owner.

B. Boardwalk manufacturer shall warranty all precast concrete components against defects in material and workmanship for a period of 10 years.

C. Railing manufacturer shall warranty the railing against defects in materials and workmanship for a period of 12 months.

1.9 MEASUREMENT AND PAYMENT

A. Precast concrete boardwalk, railings, and foundations shall be paid for at the contract lump sum price as listed in the bid proposal for “Precast Concrete Boardwalk”. This price shall include all materials, equipment, labor and work necessary for and incidental to the design, construction, delivery, unloading, assembly, and placement of the boardwalk and foundation as shown in the contract plans including all railings on the superstructure.

PART 2-MATERIALS & TESTING

2.1 PRECAST CONCRETE: shall conform to the following:

A. The minimum compressive strength of the concrete shall be 4000 psi measured at 28 days.

B. All precast concrete shall contain structural steel reinforcement as designed by the Engineer of record.

C. All precast concrete components shall be air entrained composed of Portland cement, fine and course aggregates, admixtures and water. The air-entraining feature may be obtained by the use of either an air entraining Portland cement or an air entraining admixture. The entrained air-content shall be not less than four percent or more than seven percent.

D. All reinforcing steel shall be standard uncoated steel conforming to ASTM A615

PART 3 - EXECUTION

1.1 PRECAST CONCRETE BOARDWALK

A. Installation of the precast concrete boardwalk system and railings, if applicable, shall be performed in accordance to the approved plans and manufacturers installation instructions. Boardwalk manufacturer shall provide a field representative to review installation instructions with the Contractor and Engineer and to certify that the installation has been performed according to the approved drawings and manufacturer's instructions.

PROJECT SPECIFICATIONS V4.1 UPDATED AUGUST 2023

PermaTrak North America LLC Ph: (727) 244-8705 Ph: 877-332-7862 www.permatrak.com Contact: Ms. Kylie Halbert khalbert@permatrak.com