Attachment_A.1_Marine_Structural_Drawings.pdf

OWNER: PRIME CONSULTANT:

CITY OF SARASOTA

1761 12th STREET

SARASOTA, FLORIDA 34236

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100% CONSTRUCTION DRAWINGS

10/28/2025

SARASOTA BAYFRONT PARK

BULKHEAD REPLACEMENT

5 BAYFRONT DRIVE, SARASOTA, FLORIDA 34236

CUMMINS | CEDERBERG

Coastal & Marine Engineering

SARASOTA

PROJECT LOCATION PROJECT SITE

FOR CITY ENGINEER'S USE ONLY

SUBCONSULTANAT:

CHEN MOORE AND ASSOCIATES

2290 LUCIEN WAY

SUITE 360

MAITLAND, FLORIDA 32751

GULF

ATLANTIC

OCEAN

FLORIDA

MIAMI │ FORT LAUDERDALE │ JUPITER |

SARASOTA | ST. PETERSBURG | GAINESVILLE |

TALLAHASSEE | JACKSONVILLE

TEL: +1 305-741-6155 FAX: 305-974-1969

WWW.CUMMINSCEDERBERG.COM

AutoCAD SHX Text J:\Projects\126100.1 Sarasota Bayfront Park Seawall\03 - Drawings\Construction\Working\(2025-10-28)C -Phasing Set 126100.01 Sarasota.dwg

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1491 SECOND ST. SUITE E,

SARASOTA, FLORIDA 34236

TEL: 941-364-2425 FAX: 305-974-1969

WWW.CUMMINSCEDERBERG.COM

COA # 29062

SARASOTA BAYFRONT PARK

BULKHEAD REPLACEMENT

CITY OF SARASOTA

5 BAYFRONT DR.

SARASOTA, FLORIDA 34236

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CC PROJECT NO:

SEAL:

PRIME CONSULTANT:

PROJECT:

CLIENT:

CUMMINS CEDERBERG

COASTAL & MARINE ENGINEERING

COA # 29062

ADDRESS:

ADDRESS:

1761 12th STREET

SARASOTA, FLORIDA 34236

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FOR CITY ENGINEER'S USE ONLY

2290 LUCIEN WAY, SUITE 360,

MAITLAND, FL 32751

TEL:407-536-7970

WWW.CHENMOORE.COM

SUBCONSULTANT:

CHEN MOORE & ASSOCIATES

CIVIL ENGINEER & LANDSCAPE

ARCHITECTURE

THIS ITEM HAS BEEN DIGITALLY SIGNED AND

SEALED BY GEOFFREY M. PARKER ON THE

DATE ADJACENT TO THE SIGNATURE.

PRINTED COPIES OF THIS DOCUMENT ARE

NOT CONSIDERED SIGNED NOR SEALED.

THE SIGNATURE MUST BE VERIFIED ON ANY

ELECTRONIC COPIES.

GEOFFREY M. PARKER, P.E. #74043

SHEET INDEX

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MARINE STRUCTURAL SHEETS

CUMMINS CEDERBERG

SHEET

NUMBER TITLE

COVER SHEET

CM-0.0 INDEX SHEET

CM-1.0 GENERAL NOTES (1 OF 3)

CM-1.1 GENERAL NOTES (2 OF 3)

CM-1.2 GENERAL NOTES (3 OF 3)

CM-1.3 GEOTECHNICAL BORINGS

CM-1.4 EXISTING CONDITIONS

CM-1.5 DEMOLITION PLAN - MARINA NORTH SIDE

CM-1.6 DEMOLITION PLAN - MARINA SOUTH SIDE

CM-1.7 DEMOLITION SECTION (1 OF 3)

CM-1.8 DEMOLITION SECTION (2 OF 3)

CM-1.9 DEMOLITION SECTION (3 OF 3)

CM-2.0 PROPOSED BULKHEAD PLAN - MARINA NORTH SIDE

CM-2.1 PROPOSED BULKHEAD PLAN - MARINA SOUTH SIDE

CM-2.1A PROPOSED CAP JOINTS & CLEATS LAYOUT

CM-2.2 PROPOSED BULKHEAD SECTION (1 OF 2)

CM-2.3 PROPOSED BULKHEAD SECTION (2 OF 2)

CM-2.4 PROPOSED BULKHEAD DETAILS

CM-2.5 PROPOSED DETAILS

CM-2.6 TREE/UTILITY ANCHOR CONFLICT SECTIONS

CM-2.7 STRUCTURAL DETAILS

CM-2.8 LIVING SEAWALL MODULES

CM-2.9 HELICAL ANCHOR DETAILS

CM-3.0 FLOATING TURBIDITY BARRIER DETAIL

CM-4.0 DEMOLITION PLAN - PHASE I - MARINA NORTH SIDE

CM-4.1 PROPOSED BULKHEAD PLAN - PHASE I - MARINA NORTH SIDE

CM-4.2 PROPOSED PHASE I DETAILS

CM-4.3 DEMOLITION PLAN - PHASE II MARINA SOUTH SIDE

CM-4.4 PROPOSED BULKHEAD PLAN - PHASE II MARINA SOUTH SIDE

CM-4.5 PROPOSED PHASE II DETAILS

CIVIL SHEETS

CHEN MOORE AND ASSOCIATES

CN-1.0 CIVIL NOTES

D-1.0 DEMOLITION PLAN MARINA NORTH SIDE

D-1.1 DEMOLITION PLAN MARINA SOUTH SIDE

PG-1.0 PROPOSED PAVING AND GRADING PLAN MARINA NORTH SIDE

PG-1.1 PROPOSED PAVING AND GRADING PLAN MARINA SOUTH SIDE

U-1.0 PROPOSED UTILITY PLAN MARINA NORTH SIDE

U-1.1 PROPOSED UTILITY PLAN MARINA SOUTH SIDE

CD-1.0 PROPOSED BULKHEAD-WALKWAY SECTIONS

CD-1.1 PROPOSED TREE WELL SECTIONS, PLANS, AND DETAILS

CD-1.2 THRU

1.16 CIVIL DETAILS

ELECTRICAL SHEETS

CHEN MOORE AND ASSOCIATES

EP-01 ELECTRICAL NOTES

EP-02 ELECTRICAL SITE PLAN

EP-03 ELECTRICAL SITE PLAN

EP-04 ELECTRICAL SITE PLAN

EP-05 ELECTRICAL SITE PLAN

EP-06 ELECTRICAL DETAILS

EP-07 ELECTRICAL DETAILS

EP-08 PHASING NOTES

LANDSCAPE ARCHITECTURE SHEETS

CHEN MOORE AND ASSOCIATES

L-201 TREE DISPOSITION PLAN

L-202 TREE DISPOSITION PLAN

L-203 TREE DISPOSITION CHART

L-204 TREE DISPOSITION NOTES & DETAILS

L-301 LANDSCAPE PLAN

L-302 LANDSCAPE PLAN

L-303 LANDSCAPE DETAILS

L-304 LANDSCAPE SCHEDULE

L-305 LANDSCAPE SPECIFICATIONS

L-401 IRRIGATION PLAN

L-402 IRRIGATION PLAN

L-403 IRRIGATION NOTES & DETAILS

L-404 IRRIGATION SPECIFICATIONS

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AutoCAD SHX Text No. 74043 7404374043

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GENERAL NOTES

(1 OF 3)

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12600.01

1491 SECOND ST. SUITE E,

SARASOTA, FLORIDA 34236

TEL: 941-364-2425 FAX: 305-974-1969

WWW.CUMMINSCEDERBERG.COM

COA # 29062

SARASOTA BAYFRONT PARK

BULKHEAD REPLACEMENT

CITY OF SARASOTA

5 BAYFRONT DR.

SARASOTA, FLORIDA 34236

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CC PROJECT NO:

SEAL:

PRIME CONSULTANT:

PROJECT:

CLIENT:

CUMMINS CEDERBERG

COASTAL & MARINE ENGINEERING

COA # 29062

ADDRESS:

ADDRESS:

1761 12th STREET

SARASOTA, FLORIDA 34236

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SCALES PERTAIN TO

24"x36" SHEET SIZE

FOR CITY ENGINEER'S USE ONLY

2290 LUCIEN WAY, SUITE 360,

MAITLAND, FL 32751

TEL:407-536-7970

WWW.CHENMOORE.COM

SUBCONSULTANT:

CHEN MOORE & ASSOCIATES

CIVIL ENGINEER & LANDSCAPE

ARCHITECTURE

THIS ITEM HAS BEEN DIGITALLY SIGNED AND

SEALED BY GEOFFREY M. PARKER ON THE

DATE ADJACENT TO THE SIGNATURE.

PRINTED COPIES OF THIS DOCUMENT ARE

NOT CONSIDERED SIGNED NOR SEALED.

THE SIGNATURE MUST BE VERIFIED ON ANY

ELECTRONIC COPIES.

GEOFFREY M. PARKER, P.E. #74043

1. GENERAL

1.1. THE WORK CONSISTS OF PROVIDING ALL CONSTRUCTION, LABOR, EQUIPMENT, MATERIAL, AND OPERATIONS IN CONNECTION WITH THE REPLACEMENT OF THE BULKHEAD AND RELATED IMPROVEMENTS AS SHOWN ON THESE

DRAWINGS.

1.2. ANY DISCREPANCIES BETWEEN THE PLANS AND THE FIELD CONDITIONS SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE ENGINEER. CONSTRUCTION SHALL NOT CONTINUE UNTIL THE ENGINEER HAS ADDRESSED THE

DISCREPANCIES.

1.3. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO PROTECT EXISTING STRUCTURES IN THE PROJECT VICINITY. ANY DAMAGE TO PRIVATE OR PUBLIC PROPERTY WITHIN THE PROJECT VICINITY, INCLUDING STAGING SITES, WORK ZONES, AND ACCESS AREAS SHALL BE REPAIRED PROMPTLY BY THE CONTRACTOR. ANY DAMAGE AS A RESULT OF THE CONTRACTOR'S OPERATIONS SHALL BE REPAIRED AT NO COST TO THE OWNER. ALL ACCESS AND STAGING AREAS SHALL BE KEPT NEAT, ORDERLY, AND IN A SAFE MANNER. ALL ACCESS AND STAGING AREAS SHALL BE RESTORED TO THE PRE-CONSTRUCTION CONDITION UPON PROJECT COMPLETION AT THE COST OF THE CONTRACTOR. THE SITE SHALL BE RESTORED BY REMOVING AND FINISHING ALL EVIDENCE OF CONSTRUCTION. IN THE EVENT CITY ASSETS (SUCH AS SHELL PATHWAYS, ROCK BORDERS, BENCHES, IRRIGATION, LANDSCAPING, WALKWAYS, SIDEWALKS, FENCES, ETC.) ARE TEMPORARILY REMOVED OR RELOCATED OR DAMAGED BY THE CONTRACTOR, THE CONTRACTOR SHALL RESTORE ALL

STRUCTURES AND NATURAL FEATURES TO PRE-CONSTRUCTION CONDITIONS OR BETTER.

1.4. CONTRACTOR IS RESPONSIBLE FOR LOCATING AND AVOIDING ALL PRESENT UTILITIES PRIOR TO CONSTRUCTION.

CONTRACTOR SHALL PROTECT EXISTING UTILITIES WITHIN PROPOSED CONSTRUCTION.

1.5. CONTRACTOR IS RESPONSIBLE FOR PROVIDING PROPER CLEARANCE AND PROTECTION TO ALL OVERHEAD WIRES AND

OBSTRUCTIONS.

1.6. THE CONTRACTOR SHALL EXCLUDE THE PUBLIC FROM THE WORK AREAS IN THE IMMEDIATE VICINITY OF OPERATIONS.

CONTRACTOR SHALL PROVIDE APPROPRIATE SAFETY MEASURES TO PROTECT THE PUBLIC.

1.7. ALL NEW STRUCTURAL WORK INCLUDING CONCRETE AND REINFORCEMENT SHALL BE ACCURATELY FIELD MEASURED AND DIMENSIONS VERIFIED BY THE CONTRACTOR PRIOR TO ORDERING MATERIALS. CONTRACTOR SHALL BE PREPARED TO

MAKE FIELD ADJUSTMENTS TO ACCURATELY FIT THE NEW WORK TO EXISTING CONDITIONS.

1.8. NO CONSTRUCTION SHALL COMMENCE UNTIL ALL REQUIRED PERMITS AND APPROVALS HAVE BEEN SECURED AND THE

CONTRACTOR HAS BEEN ISSUED NOTICE TO PROCEED.

1.9. ATTENTION IS DIRECTED TO THE FACT THAT THESE PLANS MAY HAVE BEEN CHANGED IN SIZE BY REPRODUCTION. THIS

SHOULD BE CONSIDERED WHEN OBTAINING SCALED DATA.

1.10. CONSTRUCTION WORK SHALL BE EXECUTED IN ACCORDANCE WITH ALL LOCAL, STATE, AND NATIONAL BUILDING CODES AND GOVERNING REGULATIONS INCLUDING THOSE OF FDEP, USACE, AND SARASOTA COUNTY. CONTRACTOR SHALL

ADHERE TO ALL CONDITIONS OF THE PERMITS AND EXEMPTIONS.

2. LAYOUT AND TESTING

2.1. ALL CONSTRUCTION STAKEOUT SHALL BE PERFORMED BY AND PAID FOR BY THE CONTRACTOR UNDER THE SUPERVISION

OF A SURVEYOR REGISTERED IN THE STATE OF FLORIDA.

2.2. ALL TESTING AND INSPECTION FOR CONCRETE MATERIALS SHALL BE IN ACCORDANCE WITH FDOT SPECIFICATIONS AND

SHALL BE PERFORMED BY AN INDEPENDENT TESTING LABORATORY.

3. SURVEY

3.1. TOPOGRAPHIC AND BATHYMETRIC SURVEY PERFORMED BY GEORGE F. YOUNG, INC. DATED 02/2024. UPLAND ELEVATIONS ARE REFERENCED TO NAVD88 AND OFFSHORE ELEVATIONS ARE REFERENCED TO MLW. MLW = -1.09 NAVD88.

4. GEOTECHNICAL DATA

4.1. GEOTECHNICAL BORINGS AND REPORT PROVIDED BY INTERTEK PSI DATED 04/18/2024.

5. TIDAL DATA

5.1. CONTRACTOR MAY NEED TO ADJUST WORK PLAN TO ACCOUNT FOR ACTUAL WATER LEVELS AND CHANGING WATER LEVELS. THE SITE MAY BE SUBJECT TO VARIABLE WAVE AND SURGE CONDITIONS AND IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE TEMPORARY SUPPORT FOR MARINE STRUCTURES AND SHORELINE DURING CONSTRUCTION.

TIDAL DATA OBTAINED FROM SARASOTA, FL STATION ID 8726083.

6. DEMOLITION

6.1. CONTRACTOR SHALL VERIFY THE EXTENTS, LOCATION AND QUANTITIES OF EXISTING ELEMENTS TO BE REMOVED.

6.2. ALL DEBRIS WITHIN THE LIMITS OF THE PROJECT SHALL BE HAULED OFF SITE BY THE CONTRACTOR, AS DIRECTED BY THE

OWNER, AND DISPOSED OF AT AN APPROPRIATE FACILITY.

6.3. CONTRACTOR SHALL NOT DAMAGE ANY STRUCTURAL COMPONENTS BEYOND THE DEMOLITION REQUIREMENTS DEPICTED

IN THESE DRAWINGS. ANY DAMAGE SHALL BE REPAIRED AT THE CONTRACTOR'S EXPENSE.

6.4. EXISTING MARINA JACK PROPERTY INCLUDING CLEATS, DOCK BOXES, PEDESTALS, AND PREFABRICATED DECKING SHALL

BE REMOVED AND STORED FOR FUTURE REUSE. WORK TO BE COMPLETED BY SUNTEX.

6.5. EXISTING CITY OF SARASOTA PROPERTY INCLUDING BUT NOT LIMITED TO PARK BENCHES AND BOLLARDS SHALL BE

REMOVED AND STORED FOR FUTURE REINSTALLATION

7. CONCRETE

7.1. FORMS FOR THIS WORK SHALL BE MADE OF EITHER WOOD OR METAL. THEY SHALL BE STRAIGHT AND FREE OF WARP OR BENDS. THEY SHALL HAVE SUFFICIENT STRENGTH AND RIGIDITY, WHEN STAKED, TO RESIST THE PRESSURE OF THE CONCRETE WITHOUT SPRINGING. IF WOODEN FORMS ARE USED, THEY SHALL BE OF ADEQUATE SECTION AND SHALL HAVE A FLAT SURFACE ON TOP. FORMS SHALL HAVE A DEPTH AT LEAST EQUAL TO THE VERTICAL DIMENSIONS FOR THE DEPTH OF THE CONCRETE BEING DEPOSITED AGAINST THEM. WHEN READY FOR THE CONCRETE TO BE DEPOSITED, THEY SHALL NOT VARY FROM THE APPROVED LINE AND GRADE, AND SHALL BE KEPT SO UNTIL THE CONCRETE HAS SET AND FULLY

REMOVED AFTER.

7.2. JUST PRIOR TO PLACING THE CONCRETE, ANY WOODEN FORMS SHALL BE MOISTENED AND ALL STEEL REINFORCING SHALL BE RINSED WITH FRESH WATER. THE CONCRETE SHALL BE PLACED IN THE FORMS AND TAMPED IN PLACE SO THAT HONEYCOMBING WILL BE ELIMINATED AND SUFFICIENT MORTAR BROUGHT TO A SMOOTH EVEN FINISH BY MEANS OF A

FLOAT.

7.3. CONTRACTOR SHALL BE PREPARED TO PLACE CONCRETE OF LOWER MEMBERS OF THE MARINE STRUCTURES IN

SUBMERGED CONDITIONS UTILIZING TREMIE METHODS AT NO ADDITIONAL COST.

7.4. NO CONCRETE SHALL BE POURED DURING UNFAVORABLE WEATHER OR SEA CONDITIONS.

7.5. ALL STEEL SHALL HAVE A MINIMUM OF 3 INCHES CONCRETE COVER, UNLESS OTHERWISE NOTED.

7.6. CAST-IN-PLACE CONCRETE SHALL BE A MINIMUM OF 5,500 PSI COMPRESSIVE STRENGTH AT 28 DAYS. PROVIDE MIX DESIGN

FOR A CLASS IV CONCRETE FOR AN EXTREMELY AGGRESSIVE (MARINE) ENVIRONMENT IN ACCORDANCE WITH FDOT SPECIFICATIONS. CONCRETE COMPONENTS SHALL INCLUDE AN A SUFFICIENT AMOUNT OF POZZOLANS IN ACCORDANCE WITH FDOT STANDARD SPECIFICATIONS SECTIONS 346 AND 92. CONTRACTOR SHALL PROVIDE MIX DESIGN TO ENGINEER

FOR APPROVAL 10 DAYS PRIOR TO CONCRETE PLACEMENT.

7.7. NO WATER SHALL BE ADDED TO CONCRETE AT THE JOB SITE UNLESS AUTHORIZED BY THE ENGINEER OR SPECIAL

INSPECTOR.

7.8. WHEN SURFACE FINISHING IS COMPLETED, THE STRUCTURE SHALL BE PROTECTED AGAINST WAVE SPLASH FOR TWO DAYS AND CURED PER APPLICABLE PARAGRAPHS OF SECTION 400-16 OF THE FDOT STANDARD SPECIFICATIONS. CURING

SHALL OCCUR FOR AT LEAST 7 DAYS.

7.9. A SURFACE PENETRANT SEALER OF ALKYL-ALKOXY SILANE CLASSIFICATION, SUCH AS BASF ENVIROSEAL, OR APPROVED

EQUAL SHALL BE APPLIED TO ALL EXPOSED CONCRETE.

7.10. APPLY SIKA ARMATEC 110 BONDING AGENT, OR APPROVED EQUAL, AT CONSTRUCTION JOINTS PRIOR TO PLACEMENT OF

NEW CONCRETE.

7.11. COMPONENTS NOT CONSTRUCTED ACCORDING TO THESE SPECIFICATIONS SHALL BE REMOVED AND REPLACED

PROPERLY AT THE EXPENSE OF THE CONTRACTOR.

7.12. THE FACES OF THE FINISHED STRUCTURES SHALL BE TRUE, STRAIGHT, AND OF UNIFORM WIDTH, FREE FROM HUMPS, SAGS, OR OTHER IRREGULARITIES EXCEPT AS SPECIFIED IN THE PLANS. THE CONTRACTOR SHALL REPLACE ANY

DEFICIENT SEGMENTS.

7.13. CONCRETE FORMWORKERS AND FINISHERS:

THE CONTRACTOR SHALL SUPPLY A SUFFICIENT NUMBER OF EXPERIENCED CONCRETE FORMWORKERS AND FINISHERS IN ORDER TO COMPLETE THE WORK. A CONCRETE FOREMAN WHO HAS A THOROUGH UNDERSTANDING OF THE PLANS, SPECIFICATIONS, AND REFERENCED SPECIFICATIONS SHALL SUPERVISE ALL FORMWORKERS AND FINISHERS. NO

SUB-STANDARD WORKMANSHIP WILL BE ACCEPTED.

7.14. CONCRETE TRANSPORTATION:

CONCRETE DELIVERED FROM A READY MIX PLANT SHALL BE TRANSPORTED IN ACCORDANCE TO FDOT SECTION 346-7.

CONCRETE THAT IS NOT PLACED IN THE FORM WITHIN THE SPECIFIED TIME LIMITS WILL BE REJECTED AND NOT INCLUDED

IN THE WORK. CONTRACTOR SHALL BEAR ALL COSTS FOR REJECTED CONCRETE. CONCRETE SHALL NOT BE PLACED IN THE FORMS UNTIL THE REINFORCING STEEL PLACEMENT HAS BEEN APPROVED BY THE ENGINEER.

7.15. REINFORCED CONCRETE MATERIALS TESTING:

THE CONTRACTOR SHALL HAVE AN INDEPENDENT TESTING LABORATORY TEST THE CONCRETE USED IN THE WORK. THE TEST SHALL INCLUDE 3, 7, 14, AND 28 DAY COMPRESSIVE STRENGTH TESTS. THE RESULTS SHALL BE SUPPLIED TO THE

ENGINEER. THE TESTS SHALL BE IN ACCORDANCE WITH ASTM C31, C39, AND C617.

7.16. ADHESIVE BONDED DOWELS SHALL BE INSTALLED IN ACCORDANCE WITH FDOT SECTION 416.

8. STEEL REINFORCEMENT

8.1. ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60, DEFORMED BARS FREE FROM LOOSE RUST AND

SCALE.

8.2. REINFORCING STEEL, SUPPORTS, AND TIE WIRE SHALL BE HOT-DIPPED GALVANIZED IN ACCORDANCE WITH ASTM A767.

8.3. MMFX OR CHROMX 4100 STEEL CAN BE USED AS AN ALTERNATE TO HOT-DIPPED GALVANIZED STEEL AT CONTRACTOR'S

OPTION.

8.4. STEEL SHALL BE PLACED AS SHOWN IN THE PLANS. ALL REBAR CHAIRS AND ACCESSORIES SHALL BE PLASTIC. ALL

REINFORCING STEEL SHALL BE ACCURATELY LOCATED AND FIRMLY HELD IN PLACE BEFORE AND DURING THE PLACEMENT

OF CONCRETE.

9. SHEET PILING

9.1. FRP SHEET PILING SHALL BE INSTALLED WITH VIBRATORY HAMMER.

9.2. MATERIALS.

9.2.1. OBTAIN FRP SHEET PILES AND CORNER/CONNECTION PIECES FROM A PRODUCER THAT HAS A QUALITY

CONTROL PLAN ACCEPTED BY FDOT UNDER SPECIFICATION SECTION 973.

9.2.2. THERMOSET PULTRUDED STRUCTURAL SHAPES MUST MEET THE REQUIREMENTS IN THE MATERIALS SECTION OF THE ASCE, PRE-STANDARD FOR LOAD & RESISTANCE FACTOR DESIGN (LRFD) OF PULTRUDED FIBER REINFORCED

POLYMER (FRP) STRUCTURES.

9.2.3. MANUFACTURE SHEET PILES WITH A PROFILE THAT CONTAINS AN INTERLOCKING FEATURE THAT MAINTAINS

HORIZONTAL ALIGNMENT BETWEEN PANELS.

9.2.4. MANUFACTURED COMPONENTS SHALL BE INSPECTED ACCORDING TO ASTM D3917 FOR DIMENSIONAL

TOLERANCES AND ASTM D4385 FOR VISUAL DEFECTS.

9.2.5. RESIN: FRP SHEET PILES SHALL BE PULTRUDED WITH VINYL ESTER RESIN WHICH CONTAINS UV INHIBITORS.

9.2.6. FIBER: THE FRP SHEET PILE SECTIONS SHALL BE REINFORCED WITH E-GLASS COMMERCIAL GRADE FIBERGLASS

MEETING THE MINIMUM REQUIREMENTS OF ASTM D578.

9.2.7. COATING: THE SHEET PILE SHALL CONTAIN A POLYESTER SURFACING COATING, 10 MILS IN THICKNESS WHICH

ENCAPSULATES THE FRP SHEET PILE.

9.2.8. PROPERTIES: THE MANUFACTURERS DOCUMENTED DESIGN PROPERTIES SHALL BE CHARACTERISTIC VALUES AS

DETERMINED AND DEFINED BY ASTM D7290. CHARACTERISTIC VALUES SHALL BE DETERMINED BY THE

FOLLOWING METHODS:

9.2.8.1. TENSILE MODULUS: ASTM D638

9.2.8.2. COMPRESSION MODULUS: ASTM D6641

9.2.8.3. TENSILE STRENGTH: ASTM D638

9.2.8.4. COMPRESSION STRENGTH: ASTM D6641

9.2.9. COLOR: THE FRP SHEET PILE MATERIAL SHALL BE DARK GRAY IN COLOR

9.3. INSTALLATION.

9.3.1. INSTALL FRP SHEET PILE IN ACCORDANCE WITH AND AT THE LOCATIONS SPECIFIED IN THE PLANS AS

RECOMMENDED BY THE MANUFACTURER.

9.3.2. INSTALL FRP SHEET PILING NOT MORE THAN 1/2-INCH PER FOOT OUT OF PLUMB IN THE PLANE OF THE WALL, NOT MORE THAN 1/2-INCH PER FOOT “OUT” OF PLUMB PERPENDICULAR TO THE PLANE OF THE WALL, AND NOT MORE THAN 1/16-INCH PER FOOT “IN” OF PLUMB PERPENDICULAR TO THE PLANE OF THE WALL. TOP OF PILE AT ELEVATION OF CUT-OFF SHALL BE WITHIN 1 INCH HORIZONTALLY AND 1 INCH VERTICALLY OF THE LOCATION INDICATED IN THE PLANS. MANIPULATION OF PILES TO FORCE THEM INTO POSITION IS NOT PERMITTED.

9.3.3. DRIVE FRP SHEET PILING AND CUT OFF TRUE TO LINE AND GRADE. DRILL ALL NECESSARY ACCESS HOLES AS SHOWN IN THE PLANS. REMOVE AND REPLACE ANY SECTION DAMAGED DURING HANDLING AND INSTALLATION AT

NO ADDITIONAL COST.

9.4. STORAGE AND HANDLING.

PROPER CARE SHOULD BE TAKEN WHILE HANDLING THE MATERIAL AS TO NOT DAMAGE THE FRP SHEET PILE. STORE

MATERIAL ON A LEVEL SURFACE WHERE THE POTENTIAL FOR DAMAGE CAN BE REDUCED.

9.5. CONTRACTOR SHALL BE PREPARED TO DRIVE SHEETS THROUGH SANDY AND CLAYEY SOIL LAYERS. REFERENCE GEOTECHINCAL REPORT FOR EXPECTED SOIL PROFILE. WATER JETTING IS NOT PERMITTED WITHOUT WRITTEN ENGINEER

APPROVAL.

9.6. ALL PILES SHALL BE DRIVEN TO THE MINIMUM TIP ELEVATION SHOWN ON PLANS UNLESS OTHERWISE APPROVED BY

ENGINEER.

9.7. SHEET PILING SHALL BE INSTALLED AT THE LOCATIONS SPECIFIED IN THE PLANS.

9.8. SHEET PILING SHALL NOT BE MORE THAN 1/2" PER FOOT OUT OF PLUMB.

10. STRUCTURAL STEEL

10.1. TIEBACKS, WALERS, AND MISC. STL. SHALL BE SHOP-COATED W/ 2 COATS TNEMIC COAL TAR EPOXY (CTE), 16 MILS DRY FILM TOT. THICKNESS. ANY DAMAGE TO COATING SHALL BE REPAIRED IN FIELD W/COAL TAR MASTIC. TIEBACKS SHALL BE FIELD-WRAPPED IN BURLAP. ALTERNATIVELY, PETROLATUM TAPE MAY BE USED IN LIEU OF CTE & BURLAP.

10.2. WELD ELECTRODES SHALL BE E70.

10.3. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING ASTM STANDARDS, UNO: ANGLE A36, PLATE, H-PILE: A572 GR.

50; TIE ROD A615 GR 75.

10.4. BOLTS SHALL BE HDG AND FIELD-COATED W/ COAL TAR BITUMEN AFTER INSTALLATION

11. HARDWARE

11.1. ALL EXPOSED HARDWARE, BOLTS, AND OTHER MISC. STEEL COMPONENTS SHALL BE STAINLESS STEEL UNLESS

OTHERWISE NOTED.

11.2. DOWELS OR TIEBACK EMBEDDED INTO CONCRETE SHALL BE ANCHORED WITH SIMPSON SET TWO-PART EPOXY OR ENGINEER APPROVED EQUIVALENT. HOLES SHALL BE DRILLED TO MINIMUM DEPTH SHOWN ON THE PLANS, AND SHALL BE

THOROUGHLY CLEANED OUT AND DRY PRIOR TO INJECTION OF EPOXY.

11.3. ALUMINUM SHALL BE 6061-T6 ALLOY.

12. SUBMITTALS

12.1. REVIEW OF SUBMITTALS BY THE STRUCTURAL ENGINEER IS FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AS PRESENTED BY THE CONTRACT DOCUMENTS. NO DETAILED CHECK OF QUANTITIES OR DIMENSIONS WILL BE MADE.

12.2. ALL SHOP DRAWINGS MUST BEAR EVIDENCE OF THE CONTRACTOR'S APPROVAL PRIOR TO SUBMITTING TO THE ENGINEER.

12.3. THE FOLLOWING MINIMUM SUBMITTALS SHALL BE PREPARED BY THE CONTRACTOR AND SUBMITTED TO THE ENGINEER

FOR REVIEW AND APPROVAL PRIOR TO RELATED CONSTRUCTION ACTIVITY:

12.3.1. SCHEDULE FOR COMPLETION OF WORK WITH TASKS AND DURATIONS DEFINED

12.3.2. DEMOLITION METHODS & DISPOSAL PLAN

12.3.3. CONCRETE MIX

12.3.4. REINFORCING STEEL

12.3.5. STRUCTURAL STEEL

12.3.6. FRP SHEET PILE

12.3.7. SHEET PILE DRIVING EQUIPMENT & METHODOLOGY

12.3.8. HARDWARE

12.3.9. ROCK, GRAVEL

12.3.10. EPOXY

12.3.11. JOINT MATERIALS

12.3.12. BACKFLOW PREVENTER VALVES

12.3.13. BACKFILL

12.3.14. HELICAL ANCHORS & HARDWARE

12.3.15. HELICAL ANCHOR LOGS

12.3.16. AS-BUILT SURVEY OF ANCHOR INSTALLATION LOCATIONS

12.3.17. HANDRAILS

12.4. SHOP DRAWINGS FOR THE FOLLOWING SPECIALTY ENGINEERED ITEMS SHALL BE SIGNED/SEALED BY FL P.E.

12.4.1. LIVING SEAWALL MODULES

13. DESIGN CRITERIA

13.1. BULKHEAD UPLAND SURCHARGE = 100 PSF

13.2. BULKHEAD DESIGNED WITH TIEBACKING SYSTEM AT ELEVATION +2.65' NAVD.

13.3. Vult = 140 MPH; LOA = 45' VESSEL

OCCUPIED WIND SPEED = 40 MPH

13.4. FBC 2023

13.5. ACI 318-19

13.6. AISC STL CONSTRUCTION MANUAL 15th EDITION.

13.7. FLORIDA DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS FOR ROAD & BRIDGE CONSTRUCTION, FY 2024-2025.

13.8. UPLAND CONCRETE SIDEWALK AND CIVIL DRAINAGE DESIGNED BY CHEN MOORE AND ASSOCIATES.

13.9. BULKHEAD DESIGNED FOR FUTURE MAX CAP ELEVATION +5.0' NAVD AND FUTURE MAX GRADE ELEVATION +5.0' NAVD

13.10. BULKHEAD DESIGN WATER LEVELS

13.10.1.WATERWARD WATER LEVEL -1.56' NAVD

13.10.2.RETAINED WATER LEVEL +0.53' NAVD

13.11. BULKHEAD DESIGN MUDLINE -6.89' NAVD AT TOE OF WALL UNTIL 5' WATERWARD OF TOE THEN A 1V:3H SLOPE TO -8' NAVD

14. EARTHWORKS (EXCAVATION AND BACKFILL)

14.1. SHEET PILE BACKFILL SHALL BE CLEAN GRAVEL (#57 STONE)

14.2. BACKFILL SHALL BE CLEAN FILL FREE OF DEBRIS, CONSTRUCTION MATTER, OR OTHER DELETERIOUS MATERIAL

14.3. PLACE SATISFACTORY BACKFILL MATERIAL IN LEVEL COMPACTED LIFTS PER FDOT SPEC SECTION 120.

14.4. COMPACT TO AT LEAST DENSITY OF 95% OF THE MAXIMUM DRY DENSITY AS DETERMINED BY AASHTO T 99 METHOD C.

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AND ENGINEER OF ANY VARIATIONS FROM DIMENSIONS SHOWN ON THESE DRAWINGS

BEFORE PROCEEDING WITH ANY CONSTRUCTION.

NOTE:

THERE ARE UTILITIES IN THE AREA OF PROPOSED CONSTRUCTION. UTILITIES SHOWN

ON PLANS REPRESENT BEST AVAILABLE INFORMATION AND ARE NOT GUARANTEED

TO BE INCLUSIVE OF ALL EXISTING. CONTRACTOR TO FIELD LOCATE AND VERIFY

UTILITIES. CONTRACTOR TO PROTECT UTILITIES PRIOR TO AND DURING

CONSTRUCTION.

NOTE:

CITY OF SARASOTA UTILITY DEPARTMENT SHOULD BE COORDINATED WITH PRIOR TO

AND DURING ANCHOR INSTALLATION.

UTILITIES ENGINEER POINT OF CONTACT: GEORGES NICOLAS. EMAIL:

GEORGES.NICOLAS@SARASOTAFL.GOV PHONE: 941-263-6136.

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12600.01

1491 SECOND ST. SUITE E,

SARASOTA, FLORIDA 34236

TEL: 941-364-2425 FAX: 305-974-1969

WWW.CUMMINSCEDERBERG.COM

COA # 29062

SARASOTA BAYFRONT PARK

BULKHEAD REPLACEMENT

CITY OF SARASOTA

5 BAYFRONT DR.

SARASOTA, FLORIDA 34236

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PRIME CONSULTANT:

PROJECT:

CLIENT:

CUMMINS CEDERBERG

COASTAL & MARINE ENGINEERING

COA # 29062

ADDRESS:

ADDRESS:

1761 12th STREET

SARASOTA, FLORIDA 34236

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FOR CITY ENGINEER'S USE ONLY

2290 LUCIEN WAY, SUITE 360,

MAITLAND, FL 32751

TEL:407-536-7970

WWW.CHENMOORE.COM

SUBCONSULTANT:

CHEN MOORE & ASSOCIATES

CIVIL ENGINEER & LANDSCAPE

ARCHITECTURE

THIS ITEM HAS BEEN DIGITALLY SIGNED AND

SEALED BY GEOFFREY M. PARKER ON THE

DATE ADJACENT TO THE SIGNATURE.

PRINTED COPIES OF THIS DOCUMENT ARE

NOT CONSIDERED SIGNED NOR SEALED.

THE SIGNATURE MUST BE VERIFIED ON ANY

ELECTRONIC COPIES.

GEOFFREY M. PARKER, P.E. #74043

1. SPECIFICATIONS FOR HELICAL TIEBACK ANCHORS

1.1. THE PURPOSE OF THIS SPECIFICATION IS TO DETAIL THE FURNISHING OF ALL MATERIALS, TOOLS, EQUIPMENT, LABOR

SUPERVISION, AND INSTALLATION TECHNIQUES NECESSARY TO INSTALL HELICAL TIEBACK ANCHORS AS DETAILED ON THE DRAWINGS, INCLUDING CONNECTION DETAILS. THIS SHALL INCLUDE PROVISIONS FOR LOAD TESTING.

1.2. SCOPE OF WORK

THIS WORK CONSISTS OF FURNISHING ALL NECESSARY SUPERVISION, LABOR, TOOLS, MATERIALS, AND EQUIPMENT TO PERFORM ALL WORK NECESSARY TO INSTALL THE HELICAL TIEBACK ANCHORS, PER THE SPECIFICATIONS DESCRIBED HEREIN, AND AS SHOWN ON THE DRAWINGS. THE CONTRACTOR SHALL INSTALL A HELICAL ANCHOR THAT WILL DEVELOP THE LOAD CAPACITIES AS DETAILED ON THE DRAWINGS. THIS ALSO INCLUDES PROVISIONS FOR LOAD TESTING TO

VERIFY TIEBACK CAPACITY AND DEFLECTION.

1.3. QUALIFICATIONS OF THE HELICAL TIEBACK ANCHOR CONTRACTOR

THE HELICAL TIEBACK ANCHOR CONTRACTOR SHALL BE EXPERIENCED IN INSTALLATION OF HELICAL TIEBACK ANCHORS AND SHALL FURNISH ALL MATERIALS, LABOR, AND SUPERVISION TO PERFORM THE WORK. THE CONTRACTOR SHALL PROVIDE NAMES OF ON-SITE PERSONNEL MATERIALLY INVOLVED WITH THE WORK, INCLUDING THOSE WHO CARRY DOCUMENTED CERTIFICATION OF HELICAL ANCHOR TRAINING. AT A MINIMUM, THESE PERSONNEL SHALL INCLUDE

FOREMAN, MACHINE OPERATOR, AND PROJECT ENGINEER/MANAGER.

1.4. DEFINITIONS

1.4.1. ALIGNMENT LOAD (AL): A NOMINAL LOAD APPLIED TO A GROUND ANCHOR DURING TESTING TO KEEP THE TESTING

EQUIPMENT CORRECTLY POSITIONED AND REMOVE ANY SLACK IN THE REACTION SYSTEM. ALIGNMENT LOAD IS

TYPICALLY 10%-15% DL.

1.4.2. CREEP: THE MOVEMENT THAT OCCURS DURING THE CREEP TEST OF A GROUND ANCHOR UNDER A CONSTANT LOAD.

1.4.3. DESIGN LOAD (DL): MAXIMUM ANTICIPATED SERVICE LOAD APPLIED TO THE GROUND ANCHOR. ALSO KNOWN AS THE

WORKING LOAD (WL).

1.4.4. ELASTIC MOVEMENT: THE RECOVERABLE MOVEMENT MEASURED DURING A GROUND ANCHOR TEST RESULTING FROM

THE ELASTIC ELONGATION OF THE TIEBACK MATERIAL OR SOILS.

1.4.5. FREE LENGTH: LENGTH OF PLAIN EXTENSION ACTING AS A TENDON, WHICH IS FREE TO ELONGATE ELASTICALLY. A.K.A.

UN-BONDED LENGTH OR STRESSING LENGTH. HELIX PLATES SHALL NOT BE LOCATED IN FREE LENGTH SECTION OF

TIEBACK.

1.4.6. GROUND ANCHOR: A.K.A. TIEBACK OR ANCHOR, USED TO TRANSFER TENSILE LOADS TO SOIL. GROUND ANCHORS CONSIST OF CENTRAL STEEL SHAFT, HELIX BEARING PLATES, COATINGS, CORROSION PROTECTION, CONNECTION MEANS, ETC.

1.4.7. HELICAL EXTENSION: HELICAL TIEBACK ANCHOR COMPONENT INSTALLED IMMEDIATELY FOLLOWING THE LEAD SECTION, IF REQUIRED. THIS COMPONENT CONSISTS OF ONE OR MORE HELIX PLATES WELDED TO A CENTRAL STEEL SHAFT OF FINITE

LENGTH.

1.4.8. HELIX PLATE: GENERALLY ROUND STEEL PLATE FORMED INTO A RAMPED SPIRAL. THE HELICAL SHAPE PROVIDES THE MEANS TO INSTALL THE HELICAL TIEBACK ANCHOR, PLUS THE PLATE TRANSFERS LOAD TO SOIL IN END-BEARING. HELIX

PLATES ARE AVAILABLE IN VARIOUS DIAMETERS AND THICKNESSES.

1.4.9. LEAD SECTION: THE FIRST HELICAL TIEBACK ANCHOR COMPONENT INSTALLED INTO THE SOIL, CONSISTING OF SINGLE OR MULTIPLE HELIX PLATES WELDED TO A CENTRAL STEEL SHAFT. HELIX PLATES PROVIDE END-BEARING CAPACITY.

1.4.10. LOCK-OFF LOAD: THE STRESSING FORCE IN GROUND ANCHOR AFTER LOAD HAS BEEN TRANSFERRED FROM THE

HYDRAULIC JACK TO THE BEARING PLATE AND NUT. A.K.A. THE TRANSFER LOAD.

1.4.11. NET SETTLEMENT: THE NON-ELASTIC (NON-RECOVERABLE) MOVEMENT OF A GROUND ANCHOR MEASURED DURING LOAD

TESTING.

1.4.12. PERFORMANCE TEST: SIMILAR TO A PROOF TEST EXCEPT A CYCLIC LOADING METHOD IS USED TO ANALYZE TOTAL, ELASTIC, AND NET MOVEMENT OF THE GROUND ANCHOR. OFTEN USED FOR PRE-CONTRACT OR PRE-PRODUCTION LOAD

TESTS, IN ADDITION TO A SPECIFIED PERCENTAGE OF PRODUCTION ANCHORS.

1.4.13. PLAIN EXTENSION: CENTRAL STEEL SHAFT OF FINITE LENGTH WITHOUT HELIX PLATES. IT IS INSTALLED FOLLOWING THE INSTALLATION OF THE LEAD SECTION OR HELICAL EXTENSION (IF USED). THE UNITS ARE CONNECTED WITH INTEGRAL COUPLINGS AND BOLTS. PLAIN EXTENSIONS ARE USED TO EXTEND THE HELIX PLATES BEYOND THE SPECIFIED MINIMUM

FREE LENGTH AND INTO COMPETENT LOAD BEARING STRATUM.

1.4.14. PROOF TEST: INCREMENTAL LOADING OF A GROUND ANCHOR, HOLDING FOR A PERIOD OF TIME, AND RECORDING THE

TOTAL MOVEMENT AT EACH LOAD INCREMENT.

1.4.15. SAFETY FACTOR: THE RATIO OF THE ULTIMATE CAPACITY TO THE WORKING OR DESIGN LOAD OF THE GROUND

ANCHOR.

1.4.16. HELICAL TIEBACK ANCHOR: A HELICAL TIEBACK ANCHOR IS A BEARING TYPE FOUNDATION CONSISTING OF A LEAD SECTION, HELICAL EXTENSION (IF SO REQUIRED BY SITE CONDITIONS), PLAIN EXTENSION SECTION(S), AND A WALL

CONNECTION.

1.4.17. TEST LOAD (TL): THE MAXIMUM LOAD APPLIED TO THE GROUND ANCHOR DURING TESTING.

1.4.18. THREAD BAR ADAPTER: SECTION OF CENTRAL STEEL SHAFT USED TO CONNECT THE GROUND ANCHOR TO THE WALL

FACE VIA A HIGH TENSILE STRENGTH PRE-STRESSING THREAD BAR.

1.4.19. WORKING LOAD (WL): EQUIVALENT TERM FOR DESIGN LOAD.

1.4.20. ULTIMATE CAPACITY (UC): LIMIT STATE BASED ON THE STRUCTURAL AND/OR GEOTECHNICAL CAPACITY OF THE GROUND

ANCHOR DEFINED AS THE POINT AT WHICH NO ADDITIONAL CAPACITY CAN BE JUSTIFIED.

1.5. QUALITY ASSURANCE

1.5.1. THE CONTRACTOR SHALL EMPLOY AN ADEQUATE NUMBER OF SKILLED WORKERS WHO ARE EXPERIENCED IN THE

NECESSARY CRAFTS AND WHO ARE FAMILIAR WITH THE SPECIFIED REQUIREMENTS AND METHODS NEEDED FOR PROPER

PERFORMANCE OF THE WORK OF THIS SPECIFICATION.

1.5.2. ALL HELICAL TIEBACK ANCHORS SHALL BE INSTALLED IN THE PRESENCE OF A DESIGNATED REPRESENTATIVE OF THE ENGINEER UNLESS ENGINEER INFORMS THE CONTRACTOR OTHERWISE. THE DESIGNATED REPRESENTATIVE SHALL HAVE

THE RIGHT TO ACCESS TO ANY AND ALL FIELD INSTALLATION RECORDS AND TEST REPORTS.

1.5.3. HELICAL TIEBACK ANCHORS COMPONENTS AS SPECIFIED THEREIN SHALL BE MANUFACTURED BY A FACILITY WHOSE QUALITY SYSTEMS COMPLY WITH ISO (INTERNATIONAL ORGANIZATION OF STANDARDS) 9001 REQUIREMENTS.

CERTIFICATES OF REGISTRATION DENOTING ISO STANDARDS NUMBER SHALL BE PRESENTED UPON REQUEST TO THE

ENGINEER.

1.5.4. INDIVIDUAL HELICAL TIEBACK ANCHORS SHALL BE DESIGNED SO THAT THE MAXIMUM TEST LOAD WILL NOT EXCEED 80 PERCENT OF THE MINIMUM ULTIMATE TENSION CAPACITY OF THE CENTRAL STEEL SHAFT MATERIAL. THE CONTRACTOR SHALL SELECT THE TYPE OF THREAD BAR TO BE USED. THE THREAD BAR SHALL BE SIZED SO THE DESIGN LOAD DOES NOT EXCEED 70 PERCENT OF THE GUARANTEED ULTIMATE TENSILE STRENGTH OF THE THREAD BAR. IN ADDITION, THE THREAD BAR SHALL BE SIZED SO THE MAXIMUM TEST LOAD DOES NOT EXCEED 80 PERCENT OF THE GUARANTEED

ULTIMATE TENSILE STRENGTH OF THE THREAD BAR.

1.6. GROUND CONDITIONS

THE GEOTECHNICAL REPORT PROVIDED BY INTERTEK PSI DATED 04/18/2024, INCLUDING LOGS OF SOIL BORINGS AS SHOWN ON THE BORING LOCATION PLAN, SHALL BE CONSIDERED TO BE REPRESENTATIVE OF THE IN-SITU SUBSURFACE CONDITIONS LIKELY TO BE ENCOUNTERED ON THE PROJECT SITE. SAID GEOTECHNICAL REPORT SHALL BE USED AS THE BASIS FOR HELICAL TIEBACK ANCHOR DESIGN USING GENERALLY ACCEPTED ENGINEERING JUDGMENT AND METHODS.

2. SUBMITTALS

2.1. CONSTRUCTION SUBMITTALS

2.1.1. THE CONTRACTOR SHALL SUBMIT A DETAILED DESCRIPTION OF THE CONSTRUCTION PROCEDURES PROPOSED FOR USE TO THE ENGINEER FOR REVIEW. THIS SHALL INCLUDE A LIST OF MAJOR EQUIPMENT TO BE USED.

2.1.2. THE TECHNICAL SUBMITTAL SHALL INCLUDE THE FOLLOWING:

2.1.2.1. HELICAL TIEBACK ANCHOR NUMBER, LOCATION AND PATTERN BY ASSIGNED IDENTIFICATION NUMBER IF NOT

INDICATED ON PLANS

2.1.2.2. LOAD REQUIRED OF EACH ANCHOR

2.1.2.3. TYPE AND SIZE OF CENTRAL STEEL SHAFT

2.1.2.4. HELIX CONFIGURATION (NUMBER AND DIAMETER OF HELIX PLATES PROPOSED)

2.1.2.5. MINIMUM FREE LENGTH

2.1.2.6. TIEBACK ANCHOR THREADBAR ATTACHMENT TO STRUCTURE.

2.1.3. THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR ALL HELICAL TIEBACK COMPONENTS, INCLUDING CORROSION PROTECTION AND THREADBAR ATTACHMENT TO THE ENGINEER FOR REVIEW AND APPROVAL. THIS INCLUDES HELICAL ANCHOR LEAD AND EXTENSION SECTION IDENTIFICATION (MANUFACTURER'S CATALOG NUMBERS).

2.1.4. WORK SHALL NOT BEGIN UNTIL ALL THE SUBMITTALS HAVE BEEN RECEIVED AND APPROVED BY THE ENGINEER.

2.2. INSTALLATION RECORDS

THE CONTRACTOR SHALL PROVIDE THE OWNER COPIES OF SCREW PILE INSTALLATION RECORDS WITHIN 24 HOURS AFTER EACH INSTALLATION IS COMPLETED. FORMAL COPIES SHALL BE SUBMITTED ON A WEEKLY BASIS. THESE INSTALLATION RECORDS SHALL INCLUDE, BUT ARE NOT LIMITED TO, THE FOLLOWING INFORMATION.

2.2.1. NAME OF PROJECT AND CONTRACTOR

2.2.2. NAME OF CONTRACTOR'S SUPERVISOR DURING INSTALLATION

2.2.3. DATE AND TIME OF INSTALLATION

2.2.4. NAME AND MODEL OF INSTALLATION EQUIPMENT

2.2.5. TYPE OF TORQUE INDICATOR USED

2.2.6. LOCATION OF HELICAL TIEBACK PILE BY ASSIGNED IDENTIFICATION NUMBER

2.2.7. ACTUAL CENTRAL STEEL SHAFT TYPE AND CONFIGURATION - INCLUDING LEAD SECTION (NUMBER AND SIZE OF HELIX

PLATES), NUMBER AND TYPE OF EXTENSION SECTIONS

2.2.8. HELICAL TIEBACK INSTALLATION DURATION AND OBSERVATIONS

2.2.9. FREE LENGTH OF INSTALLED HELICAL TIEBACK

2.2.10. INCLINATION

2.2.11. INSTALLATION TORQUE AT ONE-FOOT INTERVALS FOR THE ENTIRE LENGTH

2.2.12. COMMENTS PERTAINING TO INTERRUPTIONS, OBSTRUCTIONS, RATE OF ADVANCEMENT OR OTHER RELEVANT

INFORMATION

3. PRODUCTS AND MATERIALS

3.1. CENTRAL STEEL SHAFT

THE CENTRAL STEEL SHAFT, CONSISTING OF LEAD SECTIONS, HELICAL EXTENSIONS AND PLAIN EXTENSIONS, SHALL BE SOLID

SQUARE SHAFT, TYPE SS150 AS MANUFACTURED BY A.B. CHANCE APPROVED EQUAL.

3.1.1. SOLID SQUARE SHAFT MATERIAL (1.5”X1.5”): SHALL BE HOT ROLLED ROUND-CORNERED-SQUARE (RCS) SOLID STEEL BARS MEETING THE DIMENSIONAL AND WORKMANSHIP REQUIREMENTS OF ASTM A29. THE BAR SHALL BE HIGH STRENGTH LOW ALLOY (HSLA), LOW TO MEDIUM CARBON STEEL GRADE WITH IMPROVED STRENGTH DUE TO FINE GRAIN SIZE.

3.1.a. TORSION STRENGTH RATING = 7,000 FT-LB 3.1.b. MINIMUM YIELD STRENGTH = 90 KSI

3.2. HELIX BEARING PLATE:

3.3. HELIX PLATES 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.

3.3.1. SOLID SQUARE SHAFT MATERIAL (TORQUE ≥ 5,500 FT-LB): HOT ROLLED STEEL SHEET, STRIP OR PLATE PER ASTM A656 OR

A936 WITH MINIMUM YIELD STRENGTH OF 80 KSI. PLATE THICKNESS IS 3/8” OR 1/2”.

3.4. BOLTS:

3.5. THE SIZE AND TYPE OF BOLTS USED TO CONNECT THE CENTRAL STEEL SHAFT SECTIONS TOGETHER SHALL CONFORM TO THE

FOLLOWING ASTM SPECIFICATIONS.

3.5.1. SOLID SQUARE SHAFT MATERIAL (TORQUE ≥ 7,000 FT-LB): 3/4”DIA x 3" LONG PER ASTM A193 GRADE B7

3.6. COUPLINGS:

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 END OF THE ANCHOR TO THE HELICAL BEARING PLATES.

3.7. THREAD BAR:

HELICAL TIEBACK ANCHOR THREAD BAR SHALL BE EITHER A THREADED STUD ADAPTER, OR A COMBINATION OF PRE-STRESSING STEEL THREAD BAR AND ADAPTER, BOTH OF WHICH ARE ATTACHED TO THE PREVIOUSLY INSTALLED CENTRAL

STEEL SHAFT VIA A COUPLING DESCRIBED IN PARAGRAPH 4.4.

3.8. ANCHORAGE:

STRESSING ANCHORAGES SHALL BE A STEEL BEARING PLATE WITH A THREADED ANCHOR NUT. ANCHORAGE DEVICES SHALL BE CAPABLE OF DEVELOPING 95 PERCENT OF THE GUARANTEED ULTIMATE TENSILE STRENGTH OF THE THREAD BAR.

3.8.1. ANCHOR NUTS AND OTHER THREADABLE HARDWARE SHALL BE DESIGNED TO COMPLY WITH THE LOAD CARRYING

REQUIREMENTS OF THE ANCHORAGE.

3.8.2. THE BEARING PLATE SHALL BE FABRICATED FROM STEEL CONFORMING TO ASTM A36, A588, A709 OR A572

SPECIFICATIONS, OR SUITABLE EQUIVALENT.

3.9. CORROSION PROTECTION:

3.9.1. GALVANIZATION: ALL HELICAL TIEBACK FOR PERMANENT STRUCTURES SHALL BE HOT-DIPPED GALVANIZED IN

ACCORDANCE WITH ASTM A153 AFTER FABRICATION.

4. EXECUTION

4.1. SITE CONDITIONS

4.1.1. PRIOR TO COMMENCING HELICAL TIEBACK INSTALLATION, THE CONTRACTOR SHALL INSPECT THE WORK OF ALL OTHER

TRADES AND VERIFY THAT ALL SAID WORK IS COMPLETED TO THE POINT WHERE TIEBACK INSTALLATION MAY COMMENCE

WITHOUT RESTRICTION.

4.1.2. THE CONTRACTOR SHALL VERIFY THAT ALL HELICAL TIEBACK ANCHORS MAY BE INSTALLED IN ACCORDANCE WITH ALL PERTINENT CODES AND REGULATIONS REGARDING SUCH ITEMS AS UNDERGROUND OBSTRUCTIONS, RIGHT-OF-WAY

LIMITATIONS, UTILITIES, ETC.

4.1.3. IN THE EVENT OF A DISCREPANCY, THE CONTRACTOR SHALL NOTIFY THE ENGINEER. THE CONTRACTOR SHALL NOT PROCEED WITH SCREW PILE INSTALLATION IN AREAS OF DISCREPANCIES UNTIL SAID DISCREPANCIES HAVE BEEN

RESOLVED.

4.2. INSTALLATION EQUIPMENT

4.2.1. SHALL BE ROTARY TYPE, HYDRAULIC POWER DRIVEN TORQUE MOTOR WITH CLOCKWISE AND COUNTER-CLOCKWISE

ROTATION CAPABILITIES. THE TORQUE MOTOR SHALL BE CAPABLE OF CONTINUOUS ADJUSTMENT TO REVOLUTIONS PER MINUTE (RPM'S) DURING INSTALLATION. PERCUSSION DRILLING EQUIPMENT SHALL NOT BE PERMITTED. THE TORQUE MOTOR SHALL HAVE A MINIMUM TORQUE CAPACITY 15% GREATER THAN THE TORSIONAL STRENGTH RATING OF THE

CENTRAL STEEL SHAFT TO BE INSTALLED.

4.2.2. EQUIPMENT SHALL BE CAPABLE OF APPLYING ADEQUATE DOWN PRESSURE (CROWD) AND TORQUE SIMULTANEOUSLY TO SUIT PROJECT SOIL CONDITIONS AND LOAD REQUIREMENTS. THE EQUIPMENT SHALL BE CAPABLE OF CONTINUOUS POSITION ADJUSTMENT AND SWING CAPACITY AT MAXIMUM INSTALLATION TORQUE TO MAINTAIN PROPER HELICAL TIEBACK ALIGNMENT DURING INSTALLATION. THE APPLICATION OF BENDING STRESS TO THE ANCHOR DURING

INSTALLATION WILL NOT BE PERMITTED.

4.3. INSTALLATION TOOLING

4.3.1. SHALL CONSIST OF A KELLY BAR ADAPTER (KBA) AND DRIVE TOOL AS APPROPRIATE FOR THE CENTRAL SHAFT OF THE

HELICAL TIEBACK ANCHOR UNDER MAXIMUM INSTALLATION TORQUE AND USED IN ACCORDANCE WITH THE

MANUFACTURERS WRITTEN INSTALLATION INSTRUCTIONS.

4.3.2. INSTALLATION TOOLING SHOULD BE MAINTAINED IN GOOD WORKING ORDER AND SAFE TO OPERATE AT ALL TIMES.

FLANGE BOLTS AND NUTS SHOULD BE REGULARLY INSPECTED FOR PROPER TIGHTENING TORQUE. BOLTS, CONNECTING PINS, AND RETAINERS SHOULD BE PERIODICALLY INSPECTED FOR WEAR AND/OR DAMAGE AND REPLACED WITH IDENTICAL ITEMS PROVIDED BY THE MANUFACTURER. HEED ALL WARNING LABELS. WORN OR DAMAGED TOOLING

SHOULD BE REPLACED.

4.3.3. A TORQUE INDICATOR SHALL BE USED DURING HELICAL TIEBACK ANCHOR INSTALLATION. THE TORQUE INDICATOR SHALL BE A DEVICE THAT DIRECTLY MEASURES TORQUE AND THAT IS MOUNTED IN-LINE WITH THE INSTALLATION TOOLING.

DEVICES THAT INFER TORQUE FROM HYDRAULIC PRESSURE WILL NOT BE PERMITTED.

4.3.a. SHALL BE CAPABLE OF PROVIDING CONTINUOUS MEASUREMENT OF APPLIED TORQUE THROUGHOUT THE

INSTALLATION.

4.3.b. SHALL BE CAPABLE OF TORQUE MEASUREMENTS IN INCREMENTS OF 200 FT-LB OR LESS.

4.3.c. SHALL BE RE-CALIBRATED, IF IN THE OPINION OF THE OWNER AND/OR CONTRACTOR REASONABLE DOUBT EXISTS AS

TO THE ACCURACY OF THE TORQUE MEASUREMENTS.

4.4. INSTALLATION PROCEDURES

4.4.1. CENTRAL STEEL SHAFT:

4.4.a. THE HELICAL TIEBACK ANCHOR INSTALLATION TECHNIQUE SHALL BE SUCH THAT IT IS CONSISTENT WITH THE

GEOTECHNICAL, LOGISTICAL, ENVIRONMENTAL, AND LOAD CARRYING CONDITIONS OF THE PROJECT.

4.4.b. THE LEAD SECTION SHALL BE POSITIONED AT THE LOCATION AS SHOWN ON THE WORKING DRAWINGS. THE LEAD

SECTION MAY BE STARTED PERPENDICULAR TO THE WALL FACE TO ASSIST INITIAL ADVANCEMENT INTO THE SOIL. AFTER INITIAL PENETRATION, THE REQUIRED INCLINATION ANGLE SHALL BE ESTABLISHED. THE HELICAL TIEBACK ANCHOR SECTIONS SHALL BE ENGAGED AND ADVANCED INTO THE SOIL IN A SMOOTH, CONTINUOUS MANNER AT A RATE OF ROTATION NOT TO EXCEED 16 RPM'S. EXTENSION SECTIONS SHALL BE PROVIDED TO OBTAIN THE REQUIRED MINIMUM FREE LENGTH AND LOAD CAPACITY AS SHOWN ON THE WORKING DRAWINGS. CONNECT SECTIONS TOGETHER USING

COUPLING BOLT AND NUT TORQUED TO 40 FT-LB.

4.4.c. SUFFICIENT CROWD PRESSURE SHALL BE APPLIED TO UNIFORMLY ADVANCE THE HELICAL TIEBACK ANCHOR SECTIONS APPROXIMATELY 3 INCHES PER REVOLUTION. THE RATE OF ROTATION AND MAGNITUDE OF CROWD PRESSURE

SHALL BE ADJUSTED FOR DIFFERENT SOIL CONDITIONS AND DEPTHS.

4.5. THREAD BAR:

4.5.1. AFTER THE TERMINATION CRITERIA AS DETAILED IN SECTION 4.4 HAS BEEN MET, THE CENTRAL STEEL SHAFT IS

CONNECTED TO THE ANCHORAGE VIA THE THREADED STUD ADAPTER OR VIA THE COMBINATION OF PRE-STRESSING

STEEL THREAD BAR AND ADAPTER.

4.6. TERMINATION CRITERIA

4.6.1. THE TORQUE AS MEASURED DURING THE INSTALLATION SHALL NOT EXCEED THE TORSIONAL STRENGTH RATING OF THE

CENTRAL STEEL SHAFT.

4.6.2. THE MINIMUM INSTALLATION TORQUE REQUIRED TO ACHIEVE THE TEST LOAD AND THE MINIMUM FREE-LENGTH CRITERIA

AS SHOWN ON THE WORKING DRAWINGS SHALL BE SATISFIED PRIOR TO TERMINATING THE HELICAL TIEBACK ANCHOR INSTALLATION. THE MINIMUM INSTALLATION TORQUE REQUIREMENT DOES NOT NEED TO BE APPLIED TO ANCHORS THAT

ARE INCLUDED IN THE PROOF TESTING PROGRAM.

4.6.3. IF THE TORSIONAL STRENGTH RATING OF THE CENTRAL STEEL SHAFT AND/OR INSTALLATION EQUIPMENT HAS BEEN REACHED PRIOR TO ACHIEVING THE MINIMUM FREE-LENGTH REQUIRED, THE CONTRACTOR SHALL HAVE THE FOLLOWING

OPTIONS:

4.6.3.1. REMOVE THE EXISTING HELICAL TIEBACK ANCHOR AND INSTALL A NEW ONE WITH FEWER AND/OR SMALLER DIAMETER HELIX PLATES. THE NEW HELIX CONFIGURATION SHALL BE SUBJECT TO REVIEW AND ACCEPTANCE OF

THE ENGINEER.

4.6.3.2. REMOVE THE EXISTING HELICAL TIEBACK ANCHOR AND INSTALL A NEW ONE WITH A LARGER CENTRAL STEEL SHAFT CAPABLE OF WITHSTANDING GREATER INSTALLATION TORQUES IN ORDER TO ACHIEVE THE MINIMUM FREE LENGTH.

4.6.4. IF THE MINIMUM INSTALLATION TORQUE REQUIRED TO ACHIEVE THE TEST LOAD IS NOT ACHIEVED AT THE MINIMUM FREE LENGTH, AND THERE IS NO MAXIMUM LENGTH CONSTRAINT, THE CONTRACTOR SHALL HAVE THE FOLLOWING OPTIONS:

4.6.4.1. INSTALL THE HELICAL TIEBACK ANCHOR DEEPER USING ADDITIONAL EXTENSION SECTIONS OR:

4.6.4.2. REMOVE THE EXISTING HELICAL TIEBACK ANCHOR AND INSTALL A NEW ONE WITH ADDITIONAL AND/OR LARGER

DIAMETER HELIX PLATES.

4.6.4.3. DE-RATE THE LOAD CAPACITY OF THE HELICAL TIEBACK ANCHOR AND INSTALL ADDITIONAL GROUND ANCHORS.

4.6.4.4. THE DE-RATED CAPACITY AND ADDITIONAL PILE LOCATION SHALL BE SUBJECT TO THE REVIEW AND ACCEPTANCE OF

THE ENGINEER.

4.6.5. IF THE HELICAL TIEBACK ANCHOR IS REFUSED OR DEFLECTED BY A SUBSURFACE OBSTRUCTION, THE INSTALLATION

SHALL BE TERMINATED AND THE ANCHOR REMOVED. THE OBSTRUCTION SHALL BE REMOVED, IF FEASIBLE, AND THE HELICAL TIEBACK ANCHOR RE-INSTALLED. IF OBSTRUCTION CAN'T BE REMOVED, THE HELICAL TIEBACK ANCHOR SHALL BE INSTALLED AT AN ADJACENT LOCATION, SUBJECT TO REVIEW AND ACCEPTANCE OF THE ENGINEER.

4.6.6. IF THE TORSIONAL STRENGTH RATING OF THE CENTRAL STEEL SHAFT HAS BEEN REACHED PRIOR TO PROPER POSITIONING OF THE LAST PLAIN EXTENSION SECTION RELATIVE TO THE ANCHORAGE, THE CONTRACTOR MAY REMOVE THE LAST PLAIN EXTENSION AND REPLACE IT WITH A SHORTER LENGTH EXTENSION. THE CONTRACTOR SHALL NOT

REVERSE (BACK-OUT) THE HELICAL ANCHOR TO FACILITATE EXTENSION REMOVAL.

4.6.7. THE AVERAGE TORQUE FOR THE LAST THREE FEET OF PENETRATION SHALL BE USED AS THE BASIS OF COMPARISON WITH THE MINIMUM INSTALLATION TORQUE REQUIRED TO ACHIEVE THE TEST LOAD. THE AVERAGE TORQUE SHALL BE DEFINED AS THE AVERAGE OF THE LAST THREE READINGS RECORDED AT ONE-FOOT INTERVALS.

ABBREVIATIONS

ACI AMERICAN CONCRETE INSTITUTE

AL ALUMINUM

ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS

BLKHD BULKHEAD

C.I.P. CAST-IN-PLACE

CJ CONTROL JOINT

CL CENTER LINE

CLR CLEAR

CONT CONTINUOUS

CONC. CONCRETE

CONT'D CONTINUED

CTD CENTERED

CY CUBIC YARD

DEMO. DEMOLISHED

EA EACH

EE EACH END

EF EACH FACE

ELEV/EL. ELEVATION

EMBED. EMBEDMENT

FDEP FLORIDA DEPARTMENT OF ENVIRONMENTAL

PROTECTION

FDOT FLORIDA DEPARTMENT OF TRANSPORTATION

GFRP GLASS FIBER REINFORCED POLYMER

H HORIZONTAL

JNT/JT JOINT

KSI KIPS PER SQUARE INCH

L.F. LINEAR FEET

MAX MAXIMUM

MIN. MINIMUM

MHW MEAN HIGH WATER

MIN MINIMUM

MLW MEAN LOW WATER

NAVD NORTH AMERICAN VERTICAL DATUM

NAVD NATIONAL GEODETIC VERTICAL DATUM

O.D. OUTSIDE DIAMETER

OH OVERHEAD

PERA PERMITTING, ENVIRONMENT, AND REGULATORY

AFFAIRS

PSI POUNDS PER SQUARE INCH

PSPC PRESTRESSED PRECAST

REINF REINFORCEMENT

R/C REINFORCED CONCRETE

SOG SLAB ON GRADE

SQ SQUARE

SSP STEEL SHEET PILE

SPEC. SPECIFICATION

STD. STANDARD

S/W SIDEWALK

T.E. THICKENED EDGE

TYP TYPICAL

U.N.O. UNLESS NOTED OTHERWISE

USACE UNITED STATES ARMY CORPS OF ENGINEERS

V VERTICAL

W/C WATER/CEMENT RATIO

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AutoCAD SHX Text No. 74043 7404374043

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(3 OF 3)

CM-1.2

S- #

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GMP/MG

12600.01

1491 SECOND ST. SUITE E,

SARASOTA, FLORIDA 34236

TEL: 941-364-2425 FAX: 305-974-1969

WWW.CUMMINSCEDERBERG.COM

COA # 29062

SARASOTA BAYFRONT PARK

BULKHEAD REPLACEMENT

CITY OF SARASOTA

5 BAYFRONT DR.

SARASOTA, FLORIDA 34236

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CC PROJECT NO:

SEAL:

PRIME CONSULTANT:

PROJECT:

CLIENT:

CUMMINS CEDERBERG

COASTAL & MARINE ENGINEERING

COA # 29062

ADDRESS:

ADDRESS:

1761 12th STREET

SARASOTA, FLORIDA 34236

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SCALES PERTAIN TO

24"x36" SHEET SIZE

FOR CITY ENGINEER'S USE ONLY

2290 LUCIEN WAY, SUITE 360,

MAITLAND, FL 32751

TEL:407-536-7970

WWW.CHENMOORE.COM

SUBCONSULTANT:

CHEN MOORE & ASSOCIATES

CIVIL ENGINEER & LANDSCAPE

ARCHITECTURE

THIS ITEM HAS BEEN DIGITALLY SIGNED AND

SEALED BY GEOFFREY M. PARKER ON THE

DATE ADJACENT TO THE SIGNATURE.

PRINTED COPIES OF THIS DOCUMENT ARE

NOT CONSIDERED SIGNED NOR SEALED.

THE SIGNATURE MUST BE VERIFIED ON ANY

ELECTRONIC COPIES.

GEOFFREY M. PARKER, P.E. #74043

1. HELICAL TIEBACK ANCHOR LOAD TESTS

PRODUCTION TEST PROCEDURES SHALL BE IN CONFORMANCE WITH THE GROUND ANCHOR TEST PROCEDURES AS DETAILED

BELOW, AND SHALL PROVIDE THE MINIMUM FOLLOWING INFORMATION:

¨ TYPE AND ACCURACY OF LOAD EQUIPMENT

¨ TYPE AND ACCURACY OF ANCHOR-HEAD DEFLECTION EQUIPMENT

¨ CALIBRATION REPORT FOR COMPLETE LOAD EQUIPMENT, INCLUDING HYDRAULIC JACK, PUMP, PRESSURE GAUGE, HOSES, AND FITTINGS. CALIBRATION SHALL HAVE BEEN PERFORMED WITHIN 120 DAYS.

1.1. LOAD TEST EQUIPMENT

1.1.1. THE HYDRAULIC JACK SHALL BE POSITIONED AT THE BEGINNING OF THE TEST SUCH THAT THE UNLOADING AND

REPOSITIONING OF THE JACK DURING THE TEST IS NOT REQUIRED. THE JACKING SYSTEM SHALL BE CAPABLE OF APPLYING THE MAXIMUM TEST LOAD WITHIN 75% OF THE PRESSURE RATING OF THE JACK AND PUMP SYSTEM. THE PRESSURE GAUGE SHALL BE GRADUATED IN 100 PSI INCREMENTS OR LESS. THE STROKE OF THE JACK SHALL NOT BE LESS THAN THE THEORETICAL ELASTIC ELONGATION OF THE TOTAL GROUND ANCHOR LENGTH AT THE MAXIMUM TEST

LOAD.

1.1.2. THE LOAD TEST EQUIPMENT SHALL BE CAPABLE OF INCREASING OR DECREASING THE APPLIED LOAD INCREMENTALLY.

THE INCREMENTAL CONTROL SHALL ALLOW FOR SMALL ADJUSTMENTS, WHICH MAY BE NECESSARY TO MAINTAIN THE

APPLIED LOAD FOR A SUSTAINED, HOLD PERIOD.

1.1.3. THE REACTION SYSTEM SHALL BE DESIGNED SO AS TO MINIMIZE ITS MOVEMENT UNDER LOAD AND TO PREVENT BENDING OF THE THREAD BAR. TEST LOADS ARE NORMALLY HIGHER THAN THE DESIGN LOADS ON THE STRUCTURE. THE DIRECTION OF THE APPLIED LOAD SHALL BE COLLINEAR WITH THE GROUND ANCHOR AT ALL TIMES.

1.1.4. A DIAL GAUGE SHALL BE USED TO MEASURE ANCHOR MOVEMENT. THE DIAL GAUGE SHALL HAVE AN ACCURACY OF +/-0.001-IN. OR LESS AND A MINIMUM TRAVEL SUFFICIENT TO PREVENT RESETTING THE GAUGE. THE DIAL GAUGE SHALL BE POSITIONED SO ITS STEM IS COAXIAL WITH THE AXIS OF THE ANCHOR. THE STEM MAY REST ON A SMOOTH PLATE LOCATED AT THE END OF THE ANCHOR. SAID PLATE SHALL BE POSITIONED PERPENDICULAR TO THE AXIS OF THE ANCHOR. THE DIAL GAUGE SHALL BE SUPPORTED BY A REFERENCE APPARATUS TO PROVIDE AN INDEPENDENT FIXED REFERENCE POINT.