Structural_Drawings_-_Daytona_Beach_Main_Street_Pier_Repairs_-2026_-_Signed.pdf

1. FORMWORK SHALL BE DESIGNED IN ACCORDANCE WITH THE ACI "MANUAL OF CONCRETE

PRACTICE", LATEST EDITION.

2. REINFORCING STEEL SHALL BE DETAILED AND PLACED IN ACCORDANCE WITH THE ACI "MANUAL

OF CONCRETE PRACTICE", LATEST EDITION, UNLESS OTHERWISE NOTED.

3. PROVIDE COLUMN AND WALL DOWELS OF THE SAME SIZE AND NUMBER AS THE RESPECTIVE

COLUMN AND WALL REINFORCING UNLESS OTHERWISE DETAILED.

4. PROVIDE TWO #4 BARS AS STIRRUP CARRY BARS WHERE NO TOP STEEL IS AVAILABLE TO HOLD

STIRRUPS.

5. WHEREVER AN APPROVED PIPE OR CONDUIT EXTENDS THROUGH A BEAM, PROVIDE ONE

ADDITIONAL STIRRUP ON EACH SIDE OF THE OPENING.

6. CONCRETE PROTECTION FOR REINFORCING BARS SHALL BE IN ACCORDANCE WITH THE

"BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE", ACI 318-19.

7. CONTRACTOR SHALL NOTIFY THE ENGINEER AT LEAST 24 HOURS PRIOR TO PLACING

CONCRETE.

8. CONSTRUCTION JOINTS IN BEAMS, JOISTS OR SLABS TO BE LOCATED BETWEEN THE 1/4 POINT

AND CENTERLINE OF SPAN, OR AS DIRECTED BY THE ENGINEER.

9. DO NOT PLACE OR CUT HOLES IN CONCRETE SLABS, BEAMS, WALLS OR COLUMNS WITHOUT

PRIOR APPROVAL OF THE ENGINEER.

10. EXTERIOR EXPOSED CONCRETE SHALL BE AIR-ENTRAINED. AIR CONTENT SHALL BE 6 PERCENT

(+/-1 1/2 PERCENT).

11. CAMBER CONCRETE MEMBERS FOR DEAD LOAD DEFLECTION BY ADJUSTING FORMS.

12. PIPES AND CONDUITS EMBEDDED IN OR PASSING THROUGH STRUCTURAL MEMBERS MUST BE

APPROVED BY THE STRUCTURAL ENGINEER. PIPE AND CONDUITS EMBEDDED IN CONCRETE

SHALL NOT BE LARGER THAN 2 INCHES IN OUTSIDE DIAMETER AT THEIR WIDEST POINT OR

FITTING OR 1/3 OF THE THICKNESS OF THE SLAB, BEAM OR WALL.

13. ELECTRICAL CONDUIT OR PIPES EMBEDDED IN OR PASSING THROUGH SLABS, BEAMS OR WALLS

SHALL BE LOCATED AND PLACED SO THAT:

A. THEY ARE NOT CLOSER THAN THREE DIAMETERS ON CENTER.

B. THE CONCRETE COVER IS NOT LESS THAN 2 INCHES.

C. THEY RUN BETWEEN REINFORCING AND DO NOT DISPLACE IT IN ANY MANNER.

14. ALUMINUM CONDUITS SHALL NOT BE PLACED IN CONCRETE.

15. CHAMFER ALL EXPOSED CONCRETE CORNERS. SEE ARCHITECTURAL/STRUCTURAL DRAWINGS

FOR REQUIREMENTS.

16. CONCRETE SHALL BE TESTED BY THE OWNER’S TESTING LAB. REFER TO SPECIFICATIONS FOR

REQUIREMENTS.

17. PROPER CURING PROCEDURES SHALL BE USED FOR SLAB ON GRADE TO PREVENT CURLING.

18. CALCIUM CHLORIDE SHALL NOT BE USED IN CONCRETE MIXES.

19. ALL CONCRETE SHALL CONTAIN CRYSTALLINE ADMIXTURE THAT CAUSES CONCRETE TO BE

SEALED AGAINST PENETRATION OF WATER. PRODUCT SHALL BE XYPEX CHEMICAL

CORPORATION, XYPEX ADMIXTURE, 3 PERCENT BY WEIGHT OF CEMENT CONTENT, OR

APPROVED EQUIVALENT. COMPLY WITH RECOMMENDATIONS OF MANUFACTURER.

1. CONSTRUCTION AND DESIGN OF ALL WOOD FRAMING SHALL CONFORM TO THE NATIONAL

FOREST PRODUCTS ASSOCIATION DESIGN SPECIFICATIONS, AMERICAN PLYWOOD ASSOCIATION,

NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION, AND THE STATE OF FLORIDA

BUILDING CODE, LATEST EDITIONS.

2. THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE DRAWINGS OF ALL

OTHER DISCIPLINES AND THE SPECIFICATIONS. THE CONTRACTOR SHALL VERIFY THE

REQUIREMENTS OF OTHER TRADES AS TO SLEEVES, CHASES, HANGERS, INSERTS, ANCHORS,

HOLES, AND OTHER ITEMS TO BE PLACED OR SET IN THE STRUCTURAL WORK.

3. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT

TO APPROVAL BY THE ENGINEER.

4. TIMBER:

A. ALL STRUCTURAL SYSTEMS RELATING TO WOOD FRAMING WHICH ARE TO BE COMPOSED OF

COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DURING

MANUFACTURING, DELIVERY, HANDLING, STORAGE, AND ERECTION IN ACCORDANCE WITH

THE SUPPLIER’S INSTRUCTIONS AND REQUIREMENTS.

B. SOUTHERN YELLOW PINE (SYP) LUMBER:

JOISTS: SYP SELECT STRUCTURAL GRADE

GUARDRAIL POSTS: SYP No. 1 GRADE OTHER SAWN LUMBER: SYP No. 2 GRADE

SOUTHERN PINE TREATED ROUND TIMBER: PILE GRADE IN ACCORDANCE WITH ASTM D25

DECKING: MARINE-GRADE 2X8 BY LUMBEROCK (OR APPROVED EQUAL)

C. ALL RAMPS ESTABLISHED WITHIN THE WOODEN DOCK SECTIONS SHOULD BE ESTABLISHED TO

ADA REQUIREMENTS. SLOPES MUST NOT EXCEED 1:12 (V:H) AND HANDRAILS MUST BE

ESTABLISHED ON BOTHSIDES OF THE RAMP ACCORDING THE TYPICAL SECTION FOUND IN

PLANS. TRANSITION OF THE WOODEN ACCESS RAMPS SHOULD BE FLUSH WITH THE DECK AND

A MINIMUM CLEARANCE OF 36" OF SPACE SHOULD BE BETWEEN HANDRAILS.

D. ALL STRINGERS, PILE CAP BOARDS OR OTHER TIMBER COMPONENTS NOT WITHIN THE

WALKWAYS SHALL BE SYP No. 2 GRADE.

E. TREATMENT OF TIMBER SHALL BE AS FOLLOWS: HANDRAILS AND DECKING -0.25 PCF CCA

(COPPER CHROMIUM ARSENATE), STRINGERS, PILE CAP BOARDS AND OTHER COMPONENTS

EXCEPT PILING -0.6 CCA, PILINGS/POSTS -2.5 CCA. IF REQUIRED BY THE OWNER OR LOCAL

AGENCY, TREATMENT SHALL BE EQUIVALENT LEVELS OF ACQ (ALKALINE COPPER

QUATEMARY). REFER TO TIMBER SUPPLIER FOR EQUIVALENT ACQ LEVELS OF PROTECTION.

F. DECKING SHALL BE PLACED WITH 1/4 INCH GAPS BETWEEN BOARDS.

G. ONE LAYER OF ROOFING FELT SHALL BE PLACED BETWEEN DECK (EACH ONE) AND

STRINGERS.

H. ALL BOARDS FOR DECKING SHALL BE INSTRALLED CROWN DOWN.

5. LOADING APPLIED TO THE STRUCTURE DURING THE PROCESS OF CONSTRUCTION SHALL NOT

EXCEED THE SAFE LOAD-CARRYING CAPACITY OF THE STRUCTURAL MEMBERS. THE LIVE LOADS

USED IN THE DESIGN OF THIS STRUCTURE ARE INDICATED IN THE “DESIGN SPECIFICATIONS”. DO

NOT APPLY ANY CONSTRUCTION LOADS UNTIL STRUCTURAL FRAMING IS PROPERLY CONNECTED

TOGETHER AND UNTIL ALL TEMPORARY BRACING IS IN PLACE.

6. NAILING OF GUARDRAIL SHEATHING SHALL BE:

8d AT 6 INCHES ON CENTER AT PANEL EDGES

8d AT 12 INCHES ON CENTER AT INTERMEDIATE FRAMING MEMBERS

7. INSTALL ALL SHEATHING WITH THE LONG DIMENSIONS OF THE PANEL ACROSS SUPPORTS AND WITH PANEL CONTINUOUS OVER TWO OR MORE SPANS. STAGGER PANEL END JOINTS. ALLOW 1/8-

INCH SPACING AT PANEL ENDS AND EDGES UNLESS OTHERWISE RECOMMENDED BY THE

SHEATHING MANUFACTURER.

8. ALL NAILING SHALL BE CAREFULLY DRIVEN AND NOT OVERDRIVEN. THE USE OF STAPLES IS

PROHIBITED.

9. BOLTS, SCREWS, AND NAILS:

A. ALL FASTENERS, INCLUDING NAILS, SCREWS, THREADED RODS, BOLTS, NUTS, WASHERS,

PLATES, LAGS, ETC. SHALL BE GRADE 316 STAINLESS STEEL (SS). WASHERS USED WITH

SINGLE-BOLTED OR DOUBLE-BOLTED CONNECTIONS (FOR EXAMPLE: STRINGER TO PILING

CONNECTION, CAP BOARD CONNECTIONS OR CROSS-BRACING) SHALL BE MINIMUM 3-INCH

DIAMETER "DOCK WASHERS". STANDARD WASHERS FOR SPLICE BLOCK AND RAILINGS.

B. BOLTS SHALL BE EXTENDED FULLY THROUGH THE NUTS BUT NOT EXTEND BEYOND THE NUT

MORE THAN 1/2 INCH.

C. STAINLESS STEEL (SS) SCREWS AS SHWON IN PLANS.

10. HURRUCANE STRAPS AND HANGER:

A. SIMPSON STRONG TIE TWIST STRAPS (STAINLESS STEEL HURRICANE STRAPS), HTSQ20SS-

SDS.

B. EIGHT (8) TOTAL SCREWS, HALF STRINGERS AND HALF CAP BOARDS. SCREWS SHALL BE

SIMPSON STRONG TIE 1/4"X1 1/2" SDS, STAINLESS STEEL.

C. UNO, HANGER CONNECTION SHALL DEVELOP THE SHEAR STRENGTH OF THE BEAM AND JOIST.

11. WOOD MEMBERS BEARING ON CONCRETE AND MASONRY WALLS SHALL HAVE 1/2-INCH AIR

SPACES AROUND SIDES AND ENDS OF MEMBERS. BEAM ENDS SHALL HAVE THE TOP CORNERS

NOTCHED TO ALLOW BEAMS TO FALL OUT OF BEARING POCKETS FREELY IN THE EVENT OF FIRE

COLLAPSE.

12. NAILING OF WOOD FRAMING MEMBERS SHALL CONFORM TO THE MINIMUM NAILING SCHEDULE.

13. ALL FRAMING EXPOSED TO THE WEATHER OR IN CONTACT WITH MASONRY OR CONCRETE SHALL

BE PRESSURE-TREATED IN ACCORDANCE WITH THE AMERICAN WOOD PRESERVERS

ASSOCIATION SPECIFICATIONS. WHERE POSSIBLE, ALL CUTS AND HOLES SHOULD BE COMPLETED

BEFORE TREATMENT. CUTS AND HOLES DUE TO THE ON-SITE FABRICATION SHALL BE BRUSHED

WITH 2 COATS OF COPPER NAPHTHENATE SOLUTION CONTAINING A MINIMUM OF 2% METALLIC

COPPER IN SOLUTION (PER AWPA STANDARD M4).

14. PREFABRICATED METAL JOIST HANGERS, HURRICANE CLIPS, HOLD-DOWN ANCHORS, SELF-

DRILLING SCREWS, AND OTHER ACCESSORIES SHALL BE AS MANUFACTURED BY “SIMPSON

STRONG-TIE COMPANY” OR APPROVED EQUAL. INSTALL ALL ACCESSORIES PER THE

MANUFACTURER’S REQUIREMENTS. ALL STEEL SHALL HAVE A MINIMUM THICKNESS OF 0.04

INCHES (PER ASTM A653) AND BE GALVANIZED (G60 COATING) OR STAINLESS STEEL, TYPE 316 AS

SPECIFIED.

15. ALL JOISTS SHALL BE POSITIONED WITH THE NATURAL CAMBER TURNED UP.

1. DIMENSIONS OF EXISTING CONSTRUCTION OR CONSTRUCTION IN PROGRESS SHALL BE

VERIFIED AND COORDINATED PRIOR TO FABRICATION OF STRUCTURAL COMPONENTS.

2. VERIFY AND COORDINATE, WITH ALL CONTRACTORS, THE LOCATION OF ALL ARCHITECTURAL

AND MECHANICAL APPURTENANCES AND OPENINGS.

3. REFER TO MECHANICAL, ELECTRICAL, PLUMBING, AND FIRE PROTECTION DRAWINGS FOR

ADDITIONAL INFORMATION.

4. EXPANSION ANCHORS SHALL BE HILTI KWIK BOLT 3.

5. ADHESIVE ANCHORS SHALL BE HILTI HIT-HY 200.

6. SLEEVE ANCHORS SHALL BE HILTI HLC.

7. SCREW ANCHORS SHALL BE HILTI KWIK HUS.

8. CONTRACTOR SHALL PROVIDE SHOP DRAWINGS FOR THE FOLLOWING ITEMS PRIOR TO

FABRICATION: STRUCTURAL CONCRETE, REBAR REINFORCEMENT, CONCRETE MIX DESIGN,

WOOD STUDS AND JOISTS.

9. THE CONTRACTOR MUST SUBMIT SPECIFICATIONS FOR ALL THE MATERIAL BEING USED IN THIS

PROJECT FOR THE ENGINEER’S REVIEW.

DESIGN WIND PRESSURE (CLEAR WIND FLOW), PSF

EFFECTIVE WIND AREA, SF

AREAS DESCRIPTION≤25 >25, ≤ 100

INTERIOR REGION OF THE BOARDWALK

ZONE 3 (+)

NOTES:

1. RAIL AND PARAPET WIND PRESSURE: +72/-72 PSF.

2. NEGATIVE PRESSURES ACT AWAY FROM COMPONENT SURFACE. POSITIVE PRESSURES ACT TOWARD COMPONENT SURFACES.

3. WIND PRESSURES SHOWN IN THIS TABLE ARE ULTIMATE PRESSURES OBTAINED VIA ASCE 7-22.

MULTIPLY BY 0.6 TO GET SERVICE WIND PRESSURES.

3 1

2 3

+95

T Y

P

IC

A L

T Y

P

IC

A L

TYPICAL

5'-0"

GENERAL ROOF PLAN

> 100

ZONE 3 (-)

ZONE 2 (+)

ZONE 2 (-)

ZONE 1 (+)

ZONE 1 (-)

-131

+71

-68

+48

-44

+71

-68

REGION OF THE BOARDWALK SURFACE LOCATED

WITHIN 5'-0" OF THE BOARDWALK EDGES

TYPICAL

5'-0"

REGION OF THE BOARDWALK LOCATED WITHIN 5'-0"

AND 10'-0" OF THE BOARDWALK EDGES

+71

-68

+48

-44

+48

-44

+48

-44

+48

-44

1. TO THE BEST OF OUR KNOWLEDGE, THE STRUCTURAL DRAWINGS AND SPECIFICATIONS COMPLY

WITH THE APPLICABLE REQUIREMENTS OF THE GOVERNING BUILDING CODE.

2. CONSTRUCTION IS TO COMPLY WITH THE REQUIREMENTS OF THE GOVERNING BUILDING CODE AND

ALL OTHER APPLICABLE FEDERAL, STATE, AND LOCAL CODES, STANDARDS, REGULATIONS AND

LAWS.

3. THESE DRAWINGS ARE INTENDED TO SHOW THE GENERAL ARRANGEMENT AND SCOPE OF WORK.

THESE DRAWINGS ARE NOT INTENDED TO BE SCALED FOR MEASUREMENTS, OR TO SERVE AS SHOP

DRAWINGS.

4. ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL BE CONSTRUCTED TO APPLY ANY SIMILAR SITUATION ELSEWHERE IN THE PROJECT, EXCEPT WHERE

A DIFFERENT DETAIL IS SHOWN.

5. THE CONTRACTOR AND ALL SUBCONTRACTORS SHALL VERIFY IN THE FIELD ALL DIMENSIONS, ELEVATIONS, CONNECTIONS, AND ALL EXISTING CONDITIONS. NOTIFY ENGINEER OF ANY

DISCREPANCY PRIOR TO PROCEEDING WITH FABRICATION OR INSTALLATION. DIMENSIONS OF

EXISTING STRUCTURES ARE PROVIDED FOR INFORMATION AND ILLUSTRATION PURPOSES ONLY. IF

CONFLICTS OCCUR IN OR BETWEEN DOCUMENTS AND FIELD CONDITIONS OR OTHERWISE THE

CONTRACTOR SHALL IMMEDIATELY CONTACT THE ENGINEER FOR CLARIFICATION AND DIRECTION

BEFORE PROCEEDING WITH THE WORK.

6. EVERY REASONABLE EFFORT HAS BEEN MADE TO VERIFY EXISTING CONDITIONS AND REPRESENT IN PLANS THE STRUCTURAL DAMAGE. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING EXTENT OF REPAIR WORK PRIOR TO BIDDING. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SUBSEQUENT

OR INCIDENTAL WORK REQUIRED TO PROPERLY INSTALL ALL NEW WORK INDICATED OR

REASONABLY INFERRED FROM THE DRAWINGS.

7. IF ANY ERRORS OR OMISSIONS APPEAR IN THE DRAWINGS THE CONTRACTOR SHALL NOTIFY THE

ENGINEER IN WRITING OF SUCH OMISSION OR ERROR PRIOR TO PROCEEDING WITH ANY WORK

WHICH APPEARS TO BE IN QUESTION.

8. CONTRACTOR SHALL VISIT THE SITE AND EXAMINE THE EXISTING STRUCTURE, SURFACES,

CONDITIONS & EXTENT OF WORK INVOLVED. AFTER EXAMINATION, A WORK SCHEDULE SHALL BE PREPARED AND SUBMITTED IN WRITING TO THE OWNER AND THE ENGINEER FOR THEIR APPROVAL

PRIOR TO COMMENCEMENT OF ANY WORK.

9. PRIOR TO STARTING WORK, THE CONTRACTOR SHALL CONDUCT A MEETING WITH THE ENGINEER TO

VERIFY EXISTING CONDITIONS AT EACH AREA AFFECTED AND DISCUSS THE PROCEDURES AND

SEQUENCE FOR THE ANTICIPATED REPAIR SOLUTIONS.

10. THE CONTRACTOR SHALL NOTIFY THE ENGINEER 48 HOURS IN ADVANCE TO OBSERVE THE WORK AS

REQUIRED BY THE OWNER, ENGINEER OR BUILDING DEPARTMENT. CONTRACTOR SHALL VERIFY

THAT EACH AND EVERY STRUCTURAL ITEM HAS BEEN ACCEPTED BY THE INSPECTOR PRIOR TO

PROCEEDING WITH SUBSEQUENT WORK AND/OR CONCEALING ANY STRUCTURAL ITEM. ANY

STRUCTURAL ITEM WHICH HAS NOT BEEN SPECIFICALLY ACCEPTED BY THE INSPECTOR AND/OR ANY

CONCEALING CONSTRUCTION COULD BE SUBJECT TO REMOVAL AND RECONSTRUCTION.

11. ANY EXISTING ACTIVE UTILITY SERVICE LINES, INDICATED OR NOT, SHALL BE PROTECTED FROM DEMOLITION OR DAMAGE. PRIOR TO DISCONNECTING ANY UTILITY SERVICE LINE IF NECESSARY, NOTIFY THE OWNER AND COORDINATE THE TIME WITH THE OWNER SCHEDULE.

12. THE CONTRACTOR IS RESPONSIBLE FOR MEANS AND METHODS AND JOB SITE SAFETY,

COORDINATION WITH BUILDING OPERATIONS, MAINTENANCE OF TRAFFIC, AND CONSTRUCTION

PROCEDURES.

13. EXISTING STRUCTURE WHERE FOUND DAMAGED AND NOT EXPLICITLY REQUIRED TO BE REPAIRED

BY THESE PLANS SHALL BE REPAIRED AT THE ENGINEER'S DIRECTION.

14. CONTRACTOR TO EXECUTE ALL REPAIR WORK IN AN ORDERLY AND CAREFUL MANNER WITH DUE

CONSIDERATION FOR ANY EXISTING STRUCTURE/SURFACES. EXTREME CAUTION SHALL BE

EXERCISED TO ENSURE THAT NO DAMAGE OCCURS TO ANY OF THE EXISTING

STRUCTURE/SURFACES TO REMAIN. IF ANY MEMBER/SURFACE BECOMES DAMAGED DUE TO

CONSTRUCTION ACTIVITY, THE DAMAGED MEMBER/SURFACE SHALL BE REPAIRED/REPLACED AT THE

CONTRACTOR’S OWN EXPENSE.

15. CONTRACTOR TO REMOVE ITEMS AS REQUIRED TO ACCOMMODATE ADJACENT WORK. REINSTALL AFTER COMPLETION OF CONSTRUCTION ACTIVITIES TO A CONDITION ACCEPTABLE TO THE OWNER

AND ENGINEER.

16. IT IS THE CONTRACTOR'S RESPONSIBILITY TO PROPERLY DISPOSE DEMOLISHED MATERIALS. UPON

COMPLETION OF REPAIR WORK, ADJACENT AREAS AND PROPERTY SHALL BE LEFT CLEAN AND

SATISFACTORY TO THE AUTHORITIES HAVING JURISDICTION, THE OWNER, AND THE ENGINEER. ANY AND ALL DAMAGES TO BUILDING SURFACES, EQUIPMENT, ETC. CAUSED DURING PERFORMANCE OF

WORK SHALL BE THE RESPONSIBILITY OF CONTRACTOR TO REPAIR TO ORIGINAL CONDITIONS.

17. ANY UNFAVORABLE CHANGES IN THE WORKING CONDITIONS FROM THOSE IDENTIFIED IN THE

MANUFACTURER'S INSTALLATION INSTRUCTIONS SHALL BE REPORTED TO THE STRUCTURAL

ENGINEER FOR THE VERIFICATION BEFORE PROCEEDING WITH THE WORK.

18. CONTRACTOR MAY, FOR HIS OWN CONVENIENCE, AT NO ADDITIONAL COST TO THE OWNER,

PROPOSE A DIFFERENT SOLUTION/MATERIALS TO THOSE SHOWN IN THE PLANS. ALL

SOLUTIONS/MATERIALS MUST BE SUBMITTED TO THE ENGINEER FOR APPROVAL. SEE NOTE 3 ON

SHOP DRAWING SECTION. CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS AND

CALCULATIONS FOR ANY PROPOSED SOLUTION THAT MAY REQUIRE ENGINEERING.

19. CONTRACTOR SHALL COORDINATE ANY BUILDING ACCESS REQUIREMENTS WITH THE OWNER.

20. CONTRACTOR SHALL PROVIDE ALL LABOR, MATERIALS, TOOLS, EQUIPMENT, ETC. TO INSTALL/REPAIR

ALL MATERIALS FOR JOB.

21. IT SHALL NOT BE THE INTENT OF THESE PLANS AND SPECIFICATIONS TO SHOW EVERY MINOR DETAIL

OF CONSTRUCTION. CONTRACTOR SHALL FURNISH AND INSTALL ANY ADDITIONAL MATERIALS

NECESSARY FOR A COMPLETE JOB AND PROVIDE ALL REQUIREMENTS FOR MATERIALS TO BE

INSTALLED IN PROPER WORKING CONDITIONS.

SHOP DRAWINGS

1. THE CONTRACTOR MUST SUBMIT SPECIFICATIONS FOR ALL THE MATERIAL BEING USED IN THIS

PROJECT FOR THE ENGINEER’S REVIEW.

2. NO SHOP DRAWING SHALL BE SUBMITTED FOR ENGINEER REVIEW UNTIL AFTER THEY HAVE BEEN

THOROUGHLY REVIEWED BY THE CONTRACTOR FOR CONSTRUCTION METHODS, DIMENSIONS AND

OTHER TRADE REQUIREMENTS AND STAMPED WITH THE CONTRACTORS’ APPROVAL STAMP.

ENGINEER ASSUMES NO RESPONSIBILITY FOR DIMENSIONS, QUANTITIES, ERRORS OR OMISSIONS

AS A RESULT OF REVIEWING ANY SHOP DRAWINGS. ANY ERRORS OR OMISSIONS MUST BE

RECTIFIED BY THE CONTRACTOR, IRRESPECTIVE OF RECEIPT, CHECKING OR REVIEW OF DRAWINGS

BY THE ENGINEER AND EVEN THOUGH WORK IS DONE IN ACCORDANCE WITH SUCH DRAWINGS.

3. THE STRUCTURAL ENGINEER REVIEWS SUBMITTAL TO CONFIRM THAT THE SUBMITTAL IS IN

GENERAL CONFORMANCE WITH THE DESIGN CONCEPT PRESENTED IN THE CONTRACT

DOCUMENTS. QUANTITIES AND DIMENSIONS ARE NOT CHECKED. NOTATIONS ON SUBMITTALS DO

NOT AUTHORIZE CHANGES TO THE CONTRACT SUM. CHECKING OF THE SUBMITTAL BY THE

STRUCTURAL ENGINEER SHALL NOT RELIEVE THE CONTRACTOR OF RESPONSIBILITY FOR

DEVIATIONS FROM THE CONTRACT DOCUMENTS AND FROM ERRORS OR OMISSIONS IN THE

SUBMITTAL.

4. IF THE CONTRACTOR DEEMS THAT SHORING IS REQUIRED FOR CONSTRUCTION, SIGNED AND

SEALED SHOP DRAWINGS AND CALCULATIONS BY A FLORIDA PROFESSIONAL ENGINEER SHALL BE

SUBMITTED FOR REVIEW AND APPROVAL.

SAFETY

1. THE CONTRACTOR IS RESPONSIBLE AND SHALL COMPLY WITH THE SAFETY REQUIREMENTS

ESTABLISHED BY LOCAL, STATE AND FEDERAL LAWS.

2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SITE SAFETY, ALL MEANS AND METHODS

PROCEDURES, AND SEQUENCES OF CONSTRUCTION. ALSO, IT IS THE RESPONSIBILITY OF THE

CONTRACTOR TO EMPLOY THE NECESSARY PROFESSIONAL SERVICES TO DETERMINE, DESIGN AND

SUPERVISE THE INSTALLATION OF THE APPROPRIATE MEANS AND METHODS FOR EXECUTION OF

THE REPAIR WORKS.

3. AT ALL TIMES, PROVIDE PROTECTION AGAINST WEATHER (RAIN, WIND, STORMS OR THE SUN), SO AS TO MAINTAIN ALL WORK, MATERIALS, APPARATUS AND FIXTURES FREE FROM INJURY OR DAMAGE.

4. PROVIDE AND MAINTAIN APPROPRIATE MEANS (E.G. BARRICADES) TO ISOLATE WORK AREAS OF

THE BUILDING DURING RESTORATION WORKS.

5. THE CONTRACTOR MUST PROVIDE DROP CLOTHS OR OTHER MEANS TO EFFECTIVELY PREVENT THE

FALLING OF DEBRIS.

6. THE CONTRACTOR MUST COORDINATE ALL WORKS WITH CITY OF DAYTONA BEACH.

7. FIRE PROTECTION SYSTEM SHALL REMAIN OPERATIONAL AT ALL TIMES DURING REPAIRS.

1. DESIGN IN ACCORDANCE WITH THE 2023 FLORIDA BUILDING CODE, EXISTING BUILDING, EIGHTH EDITION.

2. MINIMUM 28 DAY CONCRETE CYLINDER STRENGTH SHALL BE:

FOOTINGS 5000 PSI (MAXIMUM W/C=0.4), TYPE II CEMENT

COLUMNS 5000 PSI (MAXIMUM W/C=0.4), TYPE II CEMENT

BEAMS 5000 PSI (MAXIMUM W/C=0.4), TYPE II CEMENT

OTHERS 5000 PSI (MAXIMUM W/C=0.4), TYPE II CEMENT

3. REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60.

4. EPOXY COATED REINFORCING STEEL SHALL CONFORM TO ASTM A775 GRADE 60.

5. STRUCTURAL STEEL ANGLES AND OTHER ROLLED MEMBERS SHALL CONFORM TO ASTM A572 GRADE 50.

6. DESIGN LOADS:

DEAD LOADS SELF WEIGHT

5 PSF (MEP)

5 PSF (COLLATERAL)

LIVE LOAD 100 PSF (DECK)

50 PLF (UNIFORM, TOP RAIL)

200 LB (CONCENTRATED, TOP RAIL)

50 LB (CONCENTRATED, INTERMEDIATE

RAIL)

LIVE LOAD REDUCTION

LIVE LOAD REDUCTION PER FBC 2023 SECTION 1607.11 IS INCLUDED.

RAIN LOAD

RAIN INTENSITY 8.3 IN/HR.

WIND LOAD

RISK CATEGORY II

ULTIMATE WIND SPEED Vult = 140 MPH NOMINAL WIND SPEED Vasd = 109 MPH

EXPOSURE D

TORNADO DOES NOT CONTROL

INTERNAL PRESSURE COEFFICIENT GCpi = 0.0 (OPEN BUILDING)

COMPONENTS AND CLADDING REFER TO TABLE THIS SHEET

7. STRUCTURAL STEEL PLATES SHALL CONFORM TO THE FOLLOWING:

THICKNESS <= 1/8" ASTM A1011 CS TYPE B (OR APPROVED EQUAL)

3/16" <= THICKNESS <= 4" ASTM A572 GRADE 50

THICKNESS > 4" ASTM A36

8. THREADED RODS SHALL CONFORM TO ASTM A36 UNLESS NOTED OTHERWISE.

9. STRUCTURAL WOOD FRAMING SHALL CONFORM TO NFPA NATIONAL DESIGN SPECIFICATIONS (OR MEET

ALL THE MINIMUM PUBLISHED VALUES) AS FOLLOWS:

JOISTS SPECIES SYP GRADE SELECT STRUCTURAL

GUARDRAIL POSTS: SPECIES SYP GRADE No 1 OTHER SAWN LUMBER: SPECIES SYP GRADE No 2

10. RESISTANCE TO LATERAL LOADS ON STRUCTURE IS PROVIDED BY BOARDWALK DECK DIAPHRAGMS.

CONTRACTOR SHALL PROVIDE SUFFICIENT TEMPORARY BRACING UNTIL ALL LATERAL SUPPORT

SYSTEMS ARE IN PLACE AND FUNCTIONAL.

11. ALL STRUCTURAL FRAMING AND CONNECTIONS HAVE BEEN DESIGNED FOR THE FINAL COMPLETED CONDITION AND HAVE NOT BEEN INVESTIGATED FOR POTENTIAL LOADINGS ENCOUNTERED DURING

ERECTION AND CONSTRUCTION. ANY INVESTIGATION OF THE STRUCTURAL FRAMING AND

CONNECTIONS FOR ADEQUACY DURING THE ERECTION AND CONSTRUCTION PROCESS IS THE

RESPONSIBILITY OF THE CONTRACTOR.

12. CONTRACTOR IS RESPONSIBLE FOR MEANS AND METHODS OF CONSTRUCTION AND JOB SITE SAFETY.

SPALL REPAIRS AND CRACK SEALING

1. GENERAL

A. THE REPAIRS SHALL INCLUDE ALL AREAS WHERE SPALLS, CRACKS, DEBOND, AND

DELAMINATION ARE FOUND IN THE STRUCTURAL ELEMENTS, INCLUDING SLABS, COLUMNS,

GUARDRAILS, BEAMS AND WALLS.

B. CONTRACTOR TO PROVIDE ALL LABOR, MATERIALS, TOOLS AND EQUIPMENT, AND PERFORM ALL

PREPARATION, CONCRETE SPALL REPAIR, AND CONCRETE CRACK REPAIR, AS SHOWN ON THE

DRAWINGS, SPECIFIED HEREIN, AND REQUIRED FOR A COMPLETE AND PROPER INSTALLATION.

C. MATERIALS' MANUFACTURER MUST BE A COMPANY SPECIALIZED IN MANUFACTURING THE

PRODUCTS SPECIFIED IN THIS SECTION WITH MINIMUM 20 YEARS DOCUMENTED EXPERIENCE.

D. ALL APPLICATIONS SHALL BE DONE BY A CERTIFIED INSTALLER (MINIMUM 10 YEARS OF

DOCUMENTED EXPERIENCE) FOLLOWING THE MANUFACTURERS’ DIRECTIONS AND STANDARDS.

THE CONTRACTOR MUST SUBMIT THE TECHNICAL SPECIFICATIONS FROM THE MANUFACTURER

FOR THE PRODUCTS SELECTED TO BE REVIEWED AND APPROVED BY THE ENGINEER.

E. PRIOR TO APPLICATION, REMOVE ALL DETERIORATED CONCRETE, DIRT, OIL, GREASE, AND ALL

BOND INHIBITING MATERIALS FROM SURFACE. PREPARATION WORK SHOULD BE DONE BY

APPROPRIATE MEANS IN ORDER TO OBTAIN THE CONDITIONS REQUIRED BY THE

MANUFACTURER FOR THE APPLICATION OF ANY SPECIFIC PRODUCT. SURFACE PREPARATION

METHODS MUST BE ACCORDING TO THE MANUFACTURERS' RECOMMENDATIONS AND

APPROVED BY THE ENGINEER AND OWNER BEFORE PROCEEDING.

F. BONDING AGENT, MIXING, APPLICATION AND CURING VARIES FROM PRODUCT TO PRODUCT. THE

CONTRACTOR MUST FOLLOW THE MANUFACTURERS’ RECOMMENDATIONS FOR EACH SPECIFIC

PRODUCT.

G. SURFACE PREPARATION WORKS MUST BE INSPECTED AND DEEMED ACCEPTABLE BY THE

OWNER AND ENGINEER, PRIOR TO APPLICATION OF THE SPECIFIED PRODUCTS.

H. CONTRACTOR SHALL PROTECT EXISTING REINFORCEMENT DURING REMOVAL OF DAMAGED

CONCRETE.

SPALL REPAIRS AND CRACK SEALING (CONT'D)

2. SPALL REPAIR MATERIALS

A. REPAIR ALL CONCRETE SPALLS, AREAS OF DELAMINATED CONCRETE, CONCRETE WITH

SURFACE EXPOSED REINFORCEMENT AND CONCRETE AREAS WHERE EMBEDDED STEEL SHOWS

SIGNS OF CORROSION.

B. FOR VERTICAL AND OVERHEAD SURFACES: MIX AND APPLY TWO-COMPONENT, POLYMER-

MODIFIED, CEMENTITIOUS, NON-SAG MORTAR, SIKATOP 123 PLUS AS MANUFACTURED BY SIKA

CORPORATION (OR APPROVED EQUAL BY ENGINEER) IN STRICT ACCORDANCE WITH THE

MANUFACTURER’S INSTRUCTIONS.

C. BONDING AGENT AND REINFORCEMENT PROTECTION COATING: BONDING AGENT AND ANTI-

CORROSION COATING SHALL BE SIKA ARMATEC 110 EPOCEM AS MANUFACTURED BY SIKA

CORPORATION (OR APPROVED EQUAL BY ENGINEER) IN STRICT ACCORDANCE WITH THE

MANUFACTURER’S INSTRUCTIONS.

3. CRACK REPAIR MATERIALS

A. CRACK SIZES VARY FROM HAIRLINE TO FINE. ALL CRACKS THAT NEED TO BE REPAIRED ARE NOT NECESSARILY SHOWN IN PLAN. ALL CRACKS WITH A WIDTH OF 0.01 INCHES AT ANY LOCATION OR

WIDER NEED TO BE SEALED AS INDICATED IN DETAILS.

B. HORIZONTAL GRAVITY-FED CRACK REPAIRS: MIX AND APPLY HYBRID URETHANE, 10-MINUTE

CONCRETE MENDER AS MANUFACTURED BY ROADWARE INCORPORATED (OR APPROVED EQUAL

BY ENGINEER) IN STRICT ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS.

C. VERTICAL AND OVERHEAD PRESSURE-INJECTED CRACK REPAIRS: MIX AND APPLY HIGH-

MODULUS, LOW-VISCOSITY, HIGH-STRENGTH, EPOXY RESIN ADHESIVE SIKADUR 35 HI-MOD LV AS

MANUFACTURED BY SIKA CORPORATION (OR APPROVED EQUAL BY ENGINEER) IN STRICT

ACCORDANCE WITH THE MANUFACTURER’S INSTRUCTIONS.

D. VERTICAL AND OVERHEAD CRACK SEALING AND INJECTION PORT INSTALLATION: MIX AND APPLY

HIGH-MODULUS, HIGH-STRENGTH, EPOXY PASTE ADHESIVE SIKADUR 31 HI-MOD GEL AS

MANUFACTURED BY SIKA CORPORATION (OR APPROVED EQUAL BY ENGINEER) IN STRICT

ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS.

SEAL:

DRAWN BY:

APPROVED BY:

SCALE:

CHECKED BY:

DATE:

PROJECT NUMBER:

PROJECT TITLE:

ISSUE:

PROJECT INFORMATION:

SHEET TITLE:

SHEET NUMBER:

AS NOTED

www.graef-usa.com

1 2 3 4 5 6

D

C

B

A

D

C

B

A

1 2 3 4 5 6

2300 Maitland Center Parkway, Suite 210 Maitland, FL 32751

407 / 659 6500

This item has been digitally signed and sealed by Scott D. Hinrichs, P.E. on the date adjacent to the seal. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies.

Scott D. Hinrichs PE License #: 67810

CERT # 4270

PERMIT SET

C :\A ut od es k\

R ev it\ Lo ca l F ile s\

R el ea se

4\

-4

5_

S

_j ad

.a nt ou n.

rv t

5/

/2

5:

:4

P

M

CITY OF DAYTONA BEACH

MAIN STREET PIER

PARTIAL BOARDWALK AND

RAILING REPLACEMENT

GENERAL NOTES

05/23/2025

S001

2019-4115

JA

WL

SH

DESIGN SPECIFICATIONS

CONCRETE

GENERAL NOTES WOOD FRAMING

MISCELLANEOUS

WIND PROVISIONS FOR

COMPONENTS AND CLADDING

GENERAL NOTES (CONT'D)

A6A5A4A3A2A1

B6B5B4B3B2B1

C6C5C4C3C2C1

D6D5D4D3D2D1

LINE

BEYOND

CENTER, GRID

DEMOLITION

EXISTING

(HALFTONE)

HIDDEN

MATCHLINE

NEW (CUT)

NEW (PROJECTION)

OVERHEAD

MATERIAL

ALUMINUM

BRICK

CONCRETE

CONCRETE

MASONRY BLOCK

EARTH

GRAVEL

GROUT

WOOD STRUCTURAL

PANEL

STEEL

REFERENCE

BREAK LINE

N

A6

S-501

EXISTING GRID

INDICATOR

GRID INDICATOR

NORTH INDICATOR

SECTION VIEW

INDICATOR

SLOPE INDICATOR

STEP INDICATOR

REVISION CLOUD

SPAN DIRECTION

INDICATOR

ELEVATION VIEW

INDICATOR

KEYNOTE INDICATOR

REVISION INDICATOR

OPENING

(FLOOR, ROOF

OR WALL)

ELEVATION

INDICATOR

TOC

100'-0"

S-201

A1

A1

A1

A1B1

C1

D1

A6/S-501 VIEW INDICATOR

A6

S-501

VIEW CALLOUT

PC01

F01

DP01

TOPC 99'-0"

C01, P01

TOF 96'-0"

C01, P01

TODP 96'-0"

C01, P01

G B

TOF 96'-0"

FOUNDATION WALL,

CONTINUES UP

GRADE BEAM

PILE CAP

WALL FOOTING

FOOTING STEP

SPREAD FOOTING MARK

TOP OF FOUNDATION

ELEVATION

GRADE BEAM MARK

COLUMN OR PIER,

ENDS HERE

TOGB 99'-0"TOP OF GRADE

BEAM ELEVATION

CONCRETE COLUMN

OR PIER MARK

CJ

CJ

CJ

TOW 100'-0"TOP OF WALL

ELEVATION

SLAB ON GRADE CONTROL

OR CONSTRUCTION JOINT

CJ

PILE CAP MARK

COLUMN OR PIER,

CONTINUES UP

TOP OF PILE CAP

ELEVATION

SG01

TOC 100'-0"

FLOOR TYPE MARK

SPREAD FOOTING

TOP OF FOUNDATION

ELEVATION

DRILLED PIER

TOP OF DRILLED PIER

ELEVATION

DRILLED PIER MARK

F01

TOF 96'-0"

C01, P01

FOUNDATION WALL,

ENDS HERE

CJ

DOOR STOOP

F01

TOF 96'-0"

C01, P01

UTILITY THROUGH WALL

IE 95'-6"

TOF 95'-0"

CW01

WF01

WALL MARK

WALL FOOTING MARK

CONCRETE ENCASED

COLUMN

DIAGONAL BRACING ABOVE OR

BELOW

COLUMN CONTINUES

COLUMN ENDS HERE (BEAM

FRAMES OVER COLUMN)

ANGLE

KICKER

BRACE

BRACED BOTTOM FLANGE LOCATION

MOMENT CONNECTION

W x3

8)

1"

SECTION DESIGNATION

TOTAL NUMBER OF

SHEAR STUDS

CAMBER AT MIDSPAN

FACTORED AXIAL TRANSFER FORCE

(KIPS). DESIGN BEAM END CONNECTION

FOR TRANSFER FORCE IN ADDITION TO

SHEAR REACTION. FORCE MAY ACT IN

EITHER DIRECTION.

FACTORED END

SHEAR REACTION

(KIPS)

TOP OF STEEL ELEVATION, NOTED ON

EACH END INDICATES A SLOPED BEAM

CANTILEVER SAME SECTION AS

BACK SPAN UNLESS NOTED

OTHERWISE

CAMBER AT END OF CANTILEVER1"

COLUMN STARTS HERE

BEAM SPLICE

SHEAR CONNECTION

W P

BEAM WEB PENETRATION MARK

FACTORED END MOMENT

REACTION (FOOT-KIPS)

1'

-0

FL01

TOC 100'-0"

TOS 99'-6"

FLOOR TYPE MARK

EMBED PLATE

EDGE OF SLAB OR EDGE OF DECK

OPENING

BOTTOM FLANGE BRACE

JOIST BOTTOM

CHORD EXTENSION

FL01

TOC 100'-0"

B

SH01 SHEARHEAD MARK

DROP PANEL

BEAM MARK

BEAM

OPENING

FLOOR TYPE MARK

EDGE OF SLAB

COLUMN, CONTINUES

ABOVE FLOOR

COLUMN STRIP OR

MIDDLE STRIP

BOUNDARY

REINFORCEMENT, SHOWN

AND SCHEDULED ON PLAN

COLUMN, STOPS BELOW FLOOR

WALL, CONTINUES

ABOVE FLOOR

WALL, STOPS BELOW

FLOOR

SLAB UPWARD CAMBER

MARK

3/4"

CONCRETE SLAB ON

STEEL FLOOR DECK

(TRANSVERSE)

CONCRETE SLAB ON

STEEL FLOOR DECK

(LONGITUDINAL)

CONCRETE SLAB

ON GRADE

WELDED WIRE FABRIC

REINFORCEMENT

ANCHOR ROD

ADHESIVE ANCHOR

2'-0"

BENT BAR

2'-0" H x 3'-0" V

BAR DRILLED

AND EPOXY SET

INTO CONCRETE

EXPANSION ANCHOR

SHEAR STUDRAIL

REINFORCEMENT

SCREW ANCHOR

2# 4E

F

G

WALL REINFORCEMENT EXTENT

WALL TO BE GROUTED SOLID.

IF "G" IS OMITTED, GROUT WALL

CORES AT BAR LOCATIONS ONLY.

BAR SIZE

NUMBER OF BARS

BAR SPACING (INCHES)

LOCATION OF BAR(S) WITHIN

BLOCK CORE:

EF = 1/2 TOTAL NUMBER OF

BARS EACH FACE

C = CENTER IN WALL

IF = INSIDE FACE

OF = OUTSIDE FACE

VERTICAL BARS TO PASS

THROUGH INTERMEDIATE BOND

BEAMS

L0

MP01

MW01

MASONRY

WALL MARK

MASONRY

LINTEL MARK

MASONRY

PIER MARK

DEFINES OVER WHAT LENGTH OF

WALL REINFORCEMENT IS TO OCCUR

MASONRY

BEARING PLATE

MARK

MBP1 MBP1

STEEL BEAM

OR JOIST

BOND BEAM

CONCRETE MASONRY

UNIT (SECTION)

CONCRETE

MASONRY UNIT (TOP)

BRICK VENEER

L2 -1

H 2-

S

W

SW2

QUANTITY OF 2x MEMBERS

SAWN LUMBER HEADER

NOMINAL DEPTH

HOLD DOWN

SHEAR WALL

LVL HEADER OR BEAM

COLUMN

JOIST OR PRE-ENGINEERED

WOOD TRUSS

BEARING WALL

2 +/- 3.5 KIPS

HOLLOW CORE

PRECAST PLANK

(LONGITUDINAL)

HOLLOW CORE

PRECAST PLANK

(TRANSVERSE)

PRECAST TEE

(TRANSVERSE)

PRECAST TEE

(LONGITUDINAL)

STEEL ROOF DECK

(TRANSVERSE)

STEEL ROOF DECK

(LONGITUDINAL)

BOLT

SHEAR STUD

THREADED ROD

WOOD

BLOCKING OR

SHIM

WOOD FRAMING

WOOD GLULAM

WOOD MICROLAM

WOOD PARALAM

NAIL

LAG SCREW

SECTION TOP (T) FRONT (F) BACK (B) BOTTOM (BOT)

HP,

M, W

C, MC

L

(2) L

SLBB LLBB

HSS

HSS

(ROUND),

PIPE

MT,

WT

BG,

DLH,

G, K, LH,

VG

LLVLLH

T

BOT

F B

F B

T

BOT

T

BOT

T

BOT

T

BOT

T

BOT

T

BOT

T

BOT

SECTION ELEVATION (E)TOP (T)

T

T

T

T

T

T

E E

C JOIST

C STUD

FURRING

CHANNEL

FURRING

HAT

CHANNEL

LIGHT

GAUGE

ANGLE

RUNNER

CHANNEL

FL01

TOC 100'-0"

B

SH01 SHEARHEAD MARK

DROP PANEL

BEAM MARK

BEAM

OPENING

FLOOR TYPE MARK

EDGE OF SLAB

COLUMN, CONTINUES

ABOVE FLOOR

MILD REINFORCEMENT

COLUMN, STOPS AT FLOOR

F =X

X K

/F T

U

POST-TENSIONING FORCE

REQUIRED AT UNIFORM TENDONS

X

X X .X

X

UNIFORM POST-TENSIONING

TENDONS

X .X

X X

.X X

X.XXX.XXX.XX

F=XX K/FT

B

POST-TENSIONING FORCE

REQUIRED AT BANDED TENDONS

BANDED POST-TENSIONING TENDONS

X .X

X X

.X X

TENDON CGS ELEVATION AT MIDSPAN

OR CENTERLINE OF SUPPORT

FL01

TOC 100'-0"

G

01 GIRDER MARK

GIRDER

OPENING

FLOOR TYPE MARK

EDGE OF SLAB

COLUMN, CONTINUES

ABOVE FLOOR

COLUMN, STOPS AT FLOOR

F =X

X K

/F T

POST-TENSIONING FORCE

REQUIRED AT SLAB TENDONS

TENDON CGS ELEVATION AT MIDSPAN

OR CENTERLINE OF SUPPORT

G

B01

B01X .X

X X

.X X

X .X

X

B01

X .X

X

X .X

X

SLAB POST-TENSIONING TENDONS

BEAM MARK

BEAM

MILD REINFORCEMENTX

G

SEAL:

DRAWN BY:

APPROVED BY:

SCALE:

CHECKED BY:

DATE:

PROJECT NUMBER:

PROJECT TITLE:

ISSUE:

PROJECT INFORMATION:

SHEET TITLE:

SHEET NUMBER:

AS NOTED

www.graef-usa.com

1 2 3 4 5 6

D

C

B

A

D

C

B

A

1 2 3 4 5 6

2300 Maitland Center Parkway, Suite 210 Maitland, FL 32751

407 / 659 6500

This item has been digitally signed and sealed by Scott D. Hinrichs, P.E. on the date adjacent to the seal. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies.

Scott D. Hinrichs PE License #: 67810

CERT # 4270

PERMIT SET

C :\A ut od es k\

R ev it\ Lo ca l F ile s\

R el ea se

4\

-4

5_

S

_j ad

.a nt ou n.

rv t

5/

/2

5:

:5

P

M

CITY OF DAYTONA BEACH

MAIN STREET PIER

PARTIAL BOARDWALK AND

RAILING REPLACEMENT

GENERAL INFORMATION

05/23/2025

S002

2019-4115

JA

WL

SH

1WAY ONE-WAY

AB ANCHOR BOLT

ADDL ADDITIONAL

ADDM ADDENDUM

AHU AIR HANDLING UNIT

ALT ALTERNATE

APPROX APPROXIMATE

AR AS REQUIRED

ARCH ARCHITECT

B PL BASE PLATE

B/B BACK TO BACK

BC BOTTOM CHORD

BF BOTH FACES

BF BOTTOM FACE

BLDG BUILDING

BM BEAM

BO __ BOTTOM OF __ (REFER TO TOP OF __)

BOT BOTTOM

BRDG BRIDGING

BRG BEARING

BRG PL BEARING PLATE

BS BOTH SIDES

BSMT BASEMENT

BW BOTH WAYS

C CHANNEL

C TO C CENTER TO CENTER

CANTIL CANTILEVER

CGS CENTER OF GRAVITY OF STRAND

CIP CAST-IN-PLACE

CJ CONSTRUCTION JOINT

CJ CONTROL JOINT

CL CENTER LINE

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONN CONNECT

CONSTR CONSTRUCTION

CONT CONTINUOUS

CONTR CONTRACTOR

CPRS COMPRESSIBLE

CTRL CONTROL

CU CUBIC

CU FT CUBIC FEET

CU IN CUBIC INCH

CU YD CUBIC YARD

D DEEP

D DEPTH

DBE DECK BEARING ELEVATION

DBL DOUBLE

DEG DEGREE

DET DETAIL

DEMO DEMOLITION

DIA DIAMETER

DIAG DIAGONAL

DIM DIMENSION

DIR DIRECTION

DL DEAD LOAD

DWG DRAWING

E EAST

EA EACH

EE EACH END

EF EACH FACE

EJ EXPANSION JOINT

EL ELEVATION

ELEC ELECTRIC

ELEV ELEVATOR

ENGR ENGINEER

EOD EDGE OF DECK

EOG EDGE OF GRATING

EOS EDGE OF SLAB

EQ EQUAL

EQL SP EQUALLY SPACED

EQUIP EQUIPMENT

EQUIV EQUIVALENT

EW EACH WAY

EXC EXCAVATE

EXIST, (E) EXISTING

EXP EXPANSION

EXP BT EXPANSION BOLT

EXT EXTERIOR

FD FLOOR DRAIN

FDTN FOUNDATION

FF FAR FACE

FLR FLOOR

FR FRAME

FS FAR SIDE

FSTNR FASTENER

FT FEET

FTG FOOTING

FUT FUTURE

GA GAGE

GALV GALVANIZED

GC GENERAL CONTRACTOR

GLU LAM GLUE LAMINATED WOOD

GR BM GRADE BEAM

GRTG GRATING

H HIGH

HDG HOT-DIP GALVANIZED

HDR HEADER

HGR HANGER

HORIZ, H HORIZONTAL

HS HIGH STRENGTH

HSKPG HOUSEKEEPING

HT HEIGHT

I MOMENT OF INERTIA

ID INSIDE DIAMETER

IE INVERT ELEVATION

IF INSIDE FACE

INFO INFORMATION

INT INTERIOR

JST JOIST

JST BRG JOIST BEARING

K KIP (ONE THOUSAND POUNDS)

KB KNEE BRACE

KLF KIPS PER LINEAR FOOT

KOP KNOCK OUT PANEL

KSF KIPS PER SQUARE FOOT

KSI KIPS PER SQUARE INCH

KWY KEYWAY

L ANGLE

LATL LATERAL

LB POUND

LD BRG LOAD-BEARING

LDH LONG DIMENSION HORIZONTAL

LDV LONG DIMENSION VERTICAL

LL LIVE LOAD

LLBB LONG LEG BACK TO BACK

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LVL LAMINATED VENEER LUMBER

LVR LOUVER

M MOMENT

MAX MAXIMUM

MBR MEMBER

MC MOMENT CONNECTION

MD METAL DECK

MECH MECHANICAL

MEZZ MEZZANINE

MFR MANUFACTURER

MFR REC MANUFACTURER'S RECOMMENDATION

MID MIDDLE

MIN MINIMUM

MISC MISCELLANEOUS

ML MONOLITHIC

MO MASONRY OPENING

MTL METAL

MULT MULTIPLE

N NORTH

NF NEAR FACE

NIC NOT IN CONTRACT

NLB NON LOAD-BEARING

NO NUMBER

NOM NOMINAL

NS NEAR SIDE

NTS NOT TO SCALE

OC ON CENTER

OD OUTSIDE DIAMETER

OF OUTSIDE FACE

OPNG OPENING

OPH OPPOSITE HAND

OPP OPPOSITE

OPT OPTIONAL

O/O OUT TO OUT

PCC PRECAST CONCRETE

PCF POUNDS PER CUBIC FOOT

PL PLATE

PLF POUNDS PER LINEAR FOOT

PLYWD PLYWOOD

PRCST PRECAST

PRELIM PRELIMINARY

PS CONC PRESTRESSED CONCRETE

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PT POST-TENSIONED

PT PRESSURE TREATED

PT CONC POST-TENSIONED CONCRETE

QTY QUANTITY

R RADIUS

RD ROOF DRAIN

REF REFERENCE

REINF REINFORCE

RENO RENOVATION

REQD REQUIRED

REV REVISION

RS ROUGH SAWN

RTU ROOF TOP UNIT

S SOUTH

SCHED SCHEDULE

SCHEM SCHEMATIC

SE STRUCTURAL ENGINEER

SECT SECTION

SF SQUARE FOOT (FEET)

SHT SHEET

SIM SIMILAR

SL SLAB

SLBB SHORT LEG BACK TO BACK

SP SUMP PIT

SPCL SPECIAL

SPEC SPECIFICATION

SQ SQUARE

SQ IN SQUARE INCH

SQ YD SQUARE YARD

STD STANDARD

STIF STIFFENER

STL JST STEEL JOIST

STRUC STRUCTURAL

SYMM SYMMETRICAL

SYP SOUTHERN YELLOW PINE

T&B TOP AND BOTTOM

TB THROUGH BOLT

TC TOP CHORD

TEMJ TOP ELEVATION MATCHES JOIST

TEMP TEMPORARY

THK THICKNESS

THRU THROUGH

TOB TOP OF BEAM

TOC TOP OF CONCRETE

TOCF TOP OF COLD-FORMED

TOD TOP OF DECK

TODP TOP OF DRILLED PIER

TOF TOP OF FOUNDATION

TOG TOP OF GRATING

TOGB TOP OF GRADE BEAM

TOP TOP OF PIER

TOPC TOP OF PILE CAP

TOS TOP OF STEEL

TOW TOP OF WALL

TS TUBE STEEL

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VAR VARIES

VERT, V VERTICAL

VIF VERIFY IN FIELD

W WEST

W WIDE

W/ WITH

W/O WITHOUT

WBL WOOD BLOCKING

WD WOOD

WF WIDE FLANGE

WP WORK POINT

WT WEIGHT

WWF WELDED WIRE FABRIC

WWM WELDED WIRE MESH

YD YARD

LIST OF SHEETS

S001 GENERAL NOTES

S002 GENERAL INFORMATION

S100 OVERALL PLAN

S101 BOARDWALK PLAN

S200 DETAILS

S201 DETAILS

S202 DETAILS

S203 DETAILS

S204 SCHEDULES AND DETAILS

S205 EXIST CONC PILE CAP REPAIRS

ABBREVIATIONS

VIEW LOCATION LEGEND

FOUNDATION PLAN LEGEND

CONCRETE SHAPES LEGEND

SYMBOL LEGEND

STEEL PLAN LEGEND

ROOF DECK & ANCHORS SHAPES LEGEND

CONCRETE FLAT SLAB PLAN LEGEND

PT CONCRETE BEAM/SLAB PLAN LEGEND

PT CONCRETE FLAT SLAB PLAN LEGEND

WOOD SHAPES LEGEND

WOOD PLAN LEGEND

CONCRETE MASONRY PLAN LEGEND

CONCRETE MASONRY SHAPES LEGENDPRECAST CONCRETE SHAPES LEGEND

COLD-FORMED SHAPES LEGEND

STEEL SHAPES LEGEND

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

16.5

B E

N T

B E

N T

17.5

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B

E N

T

B E

N T

B E

N T

53A

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

SECTION 1

SECTION 2

SECTION 3

SECTION 4

SECTION 5

SECTION 6

SECTION 7

SECTION 8

S101

VIF

274'-5 3/4" +/-

S200

S200

S200

S200

S200

S200

S200

S200

S200

S200

S200

V

IF

34'-5" +/-

V

IF

75'-1 1/2" +/-

RENOVATION LIMIT

RENOVATION LIMIT

RENOVATION LIMIT

RENOVATION LIMIT

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

16.5

B E

N T

B E

N T

17.5

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B

E N

T

B E

N T

B E

N T

53A

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

SECTION 1

SECTION 2

SECTION 3

SECTION 4

SECTION 5

SECTION 6

SECTION 7

SECTION 8

S1013

S101

S200

S200

S200

S200

S200

S200

S200

S200

S200

S200

RENOVATION LIMIT

RENOVATION LIMIT

RENOVATION LIMIT

RENOVATION LIMIT

S200

S200

SIM

SIM

SIM

SIM

SIM

SIM

SIM

SIM

SIMSIM

SIM

1. DIMENSIONS OF EXIST STRUCTURE SHALL BE VERIFIED IN FIELD PRIOR TO ANY

CONSTRUCTION WORK. NOTIFY ENGINEER IMMEDIATELY IN CASE OF ANY DISCREPANCY

BETWEEN CONSTRUCTION DRAWINGS AND SITE CONDITIONS.

2. ALL NEWLY INSTALLED LUMBER SHALL BE PRESSURE TREATED. REFER TO GENERAL NOTES

ON SHEET S001 FOR SPECIFICATIONS.

3. CONTRACTOR SHALL VERIFY IN FIELD THE PRESENCE OF ANY EXIST UTILITY

CONDUITS/PIPING PRIOR TO ANY CONSTRUCTION WORK.

4. REFER TO ELECTRICAL, MECHANICAL & PLUMBING DRAWINGS FOR REPAIRS RELATED TO

BOARDWALK REPLACEMENT AND GUARDRAIL REPAIR WORK.

5. INDICATES AREA OF CONCRETE SLAB AND BEAMS TO BE DEMOLISHED.

6. INDICATES AREA OF GUARDRAIL WHERE PLYWOOD ABOVE THE DECK ELEVATION TO

BE REMOVED AND REPLACED WITH OPEN GUARD MEMBERS. SEE DEMO PLAN.

7. INDICATES AREA WHERE NEW OPEN GUARD IS TO BE INSTALLED AND FASTENED TO

WOOD POSTS. SEE RENO PLAN.

8. CONTRACTOR SHALL INCLUDE IN THE BIDDING PHASE COST OF EVERY REPAIR ITEM DEEMED

NECESSARY BUT NOT SHOWN ON THESE DRAWINGS IN ORDER TO COMPLETE THE SCOPE OF

WORK.

9. ALL NEW REINFORCING BARS ARE EPOXY COATED.

10. WOOD MEMBERS DEMOLISHED FROM EXISTING BOARDWALK SHALL NOT BE SALVAGED.

CONTRACTOR SHALL BE RESPONSIBLE FOR DISPOSING ALL DEMOLISHED ELEMENTS AND

CONSTRUCTION DEBRIS TO A SOLID WASTE SITE DELEGATED BY THE LOCAL COUNTY SOLID

WASTE MANAGEMENT.

11. CONTRACTOR SHALL COORDINATE WITH OWNER THE EXPOSED CONC SURFACE FINISHES

INCLUDING, BUT NOT LIMITED TO, SMOOTH FINISH REQUIREMENT, AND PAINT AND COLOR

REQUIREMENTS.

12. TEMPORARILY SHORE THE EXIST STRUCTURE AS REQUIRED. SHORING DESIGN BY

CONTRACTOR.

13. TIGHTEN ALL EXISTING BOLTS THAT HAVE BECOME LOOSE.

14. INDICATES NEW DIAGONAL BRACING TO BE ADDED.

SEAL:

DRAWN BY:

APPROVED BY:

SCALE:

CHECKED BY:

DATE:

PROJECT NUMBER:

PROJECT TITLE:

ISSUE:

PROJECT INFORMATION:

SHEET TITLE:

SHEET NUMBER:

AS NOTED

www.graef-usa.com

1 2 3 4 5 6

D

C

B

A

D

C

B

A

1 2 3 4 5 6

2300 Maitland Center Parkway, Suite 210 Maitland, FL 32751

407 / 659 6500

This item has been digitally signed and sealed by Scott D. Hinrichs, P.E. on the date adjacent to the seal. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies.

Scott D. Hinrichs PE License #: 67810

CERT # 4270

PERMIT SET

C :\A ut od es k\

R ev it\ Lo ca l F ile s\

R el ea se

4\

-4

5_

S

_j ad

.a nt ou n.

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5/

/2

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:5

P

M

CITY OF DAYTONA BEACH

MAIN STREET PIER

PARTIAL BOARDWALK AND

RAILING REPLACEMENT

OVERALL PLAN

05/23/2025

S100

2019-4115

JA

WL

SH

3/64" = 1'-0"1

OVERALL DEMO PLAN

1 DEMO EXIST CONC SLAB, CONC BEAMS, CONC CORBEL ON SIDE OF FORMER SPACE NEEDLE

FOUNDATION, STEEL CHANNELS AND ANGLES WITHIN THE HATCHED AREA.

2 DEMO EXIST PLYWOOD OF THE GUARDRAIL ABOVE THE BOARDWALK ELEVATION ALONG THE

LENGTH INDICATED BY THE HATCH AND REPLACE WITH OPEN GUARD MEMBERS. DO NOT DEMO

OR CUT PLYWOOD THAT IS NOT DAMAGED BELOW THE BOARDWALK ELEVATION.

3 COORDINATE WITH MECHANICAL, PLUMBING, ELECTRICAL, AND FIRE PROTECTION FOR

RELOCATION OF EXIST FIXTURES.

4 EXIST CONC PILE CAP SHALL NOT BE DEMOLISHED. REFER TO SHEET S205 FOR CONCRETE

REPAIRS REQUIRED.

5 INSTALL NEW OPEN GUARD. SEE DETAILS FOR ADDITIONAL INFORMATION.

6 NEW DECK AND DECK SPANNING DIRECTION SHALL BE 2X8 MARINE GRADE BY

LUMBEROCK (OR APPROVED EQUAL). TOP OF DECK ELEVATION SHALL MATCH ADJACENT WOOD

DECK ELEVATION AND TOP OF EXIST CONC PILE CAP ELEVATION. SUBMIT COLOR OF DECK TO

OWNER FOR REVIEW AND APPROVAL PRIOR TO INSTALLATION.

3/64" = 1'-0"2

OVERALL RENO PLAN

N

N GENERAL SHEET NOTES

SHEET KEYNOTES

(E) FORMER SPACE NEEDLE

FOUNDATION TO REMAIN

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

REFER TO OVERALL PLANS FOR

EXTENT OF DEMO OF EXIST

GUARDRAIL PLYWOOD

(E) TIMBER PILES, TYP

(E) TIMBER POSTS TO REMAIN.

VERIFY IN FIELD SPACING IS 8'-0"

OC MAX. NOTIFY ENGINEER IN

CASE OF DISCREPANCY.

VIF

15'-0 1/2"

VIF

34'-3 1/4"

(E) TIMBER JOISTS, TYP

(E) TIMBER BEAM, TYP

V

IF

'-0

V

IF

6' -1

/2

V

IF

'-0

/4

(E) WOOD DECK

ELEVATION

17'-2" +/- VIF

1 1

10 10

10 10

S200

S200 2

S200

S200 2

S200

S200

S200

S200

S200

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

CC1(16X16)

S203

V

IF

NEW

BEAM/COLUMN CL

(E) BOARDWALK EDGE (ABOVE)

(E) PILE CAP TO REMAIN

(E) TIMBER PILES, TYP

TOP OF EXIST FOUNDATION

ELEVATION SHALL BE

VERIFIED IN FIELD

AT BENT 1

- PILE 2

AT BENT 1

- PILE 3

AT BENT 1

- PILE 5

AT BENT 1

- PILE 6

AT BENT 2

- PILE 2

AT BENT 2

- PILE 5 AT BENT 3

- PILE 6

AT BENT 5

- PILE 3

AT BENT 5

- PILE 5

VIF

16'-2" +/-

VIF

16'-3 1/2" +/-

VIF

17'-7 3/4" +/-

VIF

14'-0 1/2" +/-

S200

NEW COMPOSITE DECK

(E) WOOD DECK

ELEVATION

17'-2" +/- VIF

(E) FORMER SPACE

NEEDLE FOUNDATION

C B

(1 x

V

IF

CC1(16X16)

(E) WOOD DECK

ELEVATION

17'-2" +/- VIF

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

B E

N T

(E) TIMBER PILES

(E) TIMBER POSTS TO REMAIN.

VERIFY IN FIELD SPACING OF EXIST MAIN POSTS ABOVE DECK IS 8'-0" OC

MAX, AND SPACING OF EXIST POSTS BELOW DECK (NOT SHOWN HERE

FOR CLARITY) IS 4'-0" OC MAX.

NEW INTERMEDIATE WOOD POSTS 6X6 WITH 2X6 DIAGONAL WOOD

BRACING SHALL BE ADDED TO ENSURE THE MAXIMUM DIMENSIONS

LISTED ABOVE ARE NOT EXCEEDED. THE NEW INTERMEDIATE WOOD

POSTS AND DIAGONAL BRACING SHALL BE FASTENED TO THE EXIST

DECK AND WOOD JOISTS PER DETAILS 2/201 AND 5/S201.

TYPICAL ALL EXIST POSTS.

S203

S203

NEW COMPOSITE DECK

V

IF

4' -7

/2

VIF

49'-1" +/-

7 7

TYP TYP

3' -0

S205

S201

S201

TYP

S203

S203

S203

S203

S201

S201

S201

S200

S200 1

S200

S200 1

S200

S200

S200

S200

S200

2'-4" +/- 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 6'-9" +/-

TYP

TYP

NEW 6X6 TIMBER POST

ADJACENT TO EXIST

POST, VIF. SEE DETAIL

6/S201 FOR CONNECTIONS

(E

4X

B E

A M

U

N D

E R

J O

IS

T

V

IF

(E

X

B

E A

M

T

N T

, V

IF

S202

S202

(E

4X

B E

M

U

N D

E R

J O

IS

T

V

IF

S202

(E

X

B

E A

M

T

N T

, V

IF

S202

13 TYP

S202

'-0

1'

-6

'-0

1'

-6

1' -6

'-1 0"

1' -6

'-1 0"

1' -6

VIF

13'-9 3/8" +/-

VIF

14'-9" +/-

VIF

16'-0 1/4" +/-

VIF

14'-10 3/4" +/-

S202

S202

TYP

S202

SIM

SIM

SIM

SIM

SIM SIM

SIM

SIM

SIM

REPAIR POST ANCHOR BOLT

VIF, TYP

8'-0" OC MAX

1. DIMENSIONS OF EXIST STRUCTURE SHALL BE VERIFIED IN FIELD PRIOR TO ANY

CONSTRUCTION WORK. NOTIFY ENGINEER IMMEDIATELY IN CASE OF ANY DISCREPANCY

BETWEEN CONSTRUCTION DRAWINGS AND SITE CONDITIONS.

2. ALL NEWLY INSTALLED LUMBER SHALL BE PRESSURE TREATED. REFER TO GENERAL NOTES

ON SHEET S001 FOR SPECIFICATIONS.

3. CONTRACTOR SHALL VERIFY IN FIELD THE PRESENCE OF ANY EXIST UTILITY

CONDUITS/PIPING PRIOR TO ANY CONSTRUCTION WORK.

4. REFER TO ELECTRICAL, MECHANICAL & PLUMBING DRAWINGS FOR REPAIRS RELATED TO

BOARDWALK REPLACEMENT AND GUARDRAIL REPAIR WORK.

5. INDICATES AREA OF CONCRETE SLAB AND BEAMS TO BE DEMOLISHED.

6. INDICATES AREA OF GUARDRAIL WHERE PLYWOOD ABOVE THE DECK ELEVATION TO

BE REMOVED AND REPLACED WITH OPEN GUARD MEMBERS. SEE DEMO PLAN.

7. INDICATES AREA WHERE NEW OPEN GUARD IS TO BE INSTALLED AND FASTENED TO

WOOD POSTS. SEE RENO PLAN.

8. CONTRACTOR SHALL INCLUDE IN THE BIDDING PHASE COST OF EVERY REPAIR ITEM DEEMED

NECESSARY BUT NOT SHOWN ON THESE DRAWINGS IN ORDER TO COMPLETE THE SCOPE OF

WORK.

9. ALL NEW REINFORCING BARS ARE EPOXY COATED.

10. WOOD MEMBERS DEMOLISHED FROM EXISTING BOARDWALK SHALL NOT BE SALVAGED.

CONTRACTOR SHALL BE RESPONSIBLE FOR DISPOSING ALL DEMOLISHED ELEMENTS AND

CONSTRUCTION DEBRIS TO A SOLID WASTE SITE DELEGATED BY THE LOCAL COUNTY SOLID

WASTE MANAGEMENT.

11. CONTRACTOR SHALL COORDINATE WITH OWNER THE EXPOSED CONC SURFACE FINISHES

INCLUDING, BUT NOT LIMITED TO, SMOOTH FINISH REQUIREMENT, AND PAINT AND COLOR

REQUIREMENTS.

12. TEMPORARILY SHORE THE EXIST STRUCTURE AS REQUIRED. SHORING DESIGN BY

CONTRACTOR.

13. TIGHTEN ALL EXISTING BOLTS THAT HAVE BECOME LOOSE.

14. INDICATES NEW DIAGONAL BRACING TO BE ADDED.

SEAL:

DRAWN BY:

APPROVED BY:

SCALE:

CHECKED BY:

DATE:

PROJECT NUMBER:

PROJECT TITLE:

ISSUE:

PROJECT INFORMATION:

SHEET TITLE:

SHEET NUMBER:

AS NOTED

www.graef-usa.com

1 2 3 4 5 6

D

C

B

A

D

C

B

A

1 2 3 4 5 6

2300 Maitland Center Parkway, Suite 210 Maitland, FL 32751

407 / 659 6500

This item has been digitally signed and sealed by Scott D. Hinrichs, P.E. on the date adjacent to the seal. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies.

Scott D. Hinrichs PE License #: 67810

CERT # 4270

PERMIT SET

C :\A ut od es k\

R ev it\ Lo ca l F ile s\

R el ea se

4\

-4

5_

S

_j ad

.a nt ou n.

rv t

5/

/2

5:

:0

P

M

CITY OF DAYTONA BEACH

MAIN STREET PIER

PARTIAL BOARDWALK AND

RAILING REPLACEMENT

BOARDWALK PLAN

05/23/2025

S101

2019-4115

JA

WL

SH

1/8" = 1'-0"1

BOARDWALK PLAN - DEMO

N

1/8" = 1'-0"3

BOARDWALK PLAN -RENO

1/8" = 1'-0"2

FOUNDATION PLAN - RENO

1 DEMO EXIST CONC SLAB, CONC BEAMS, CONC CORBEL ON SIDE OF FORMER SPACE NEEDLE

FOUNDATION, STEEL CHANNELS AND ANGLES WITHIN THE HATCHED AREA.

2 DEMO EXIST PLYWOOD OF THE GUARDRAIL ABOVE THE BOARDWALK ELEVATION ALONG THE

LENGTH INDICATED BY THE HATCH AND REPLACE WITH OPEN GUARD MEMBERS. DO NOT DEMO OR

CUT PLYWOOD THAT IS NOT DAMAGED BELOW THE BOARDWALK ELEVATION.

3 COORDINATE WITH MECHANICAL, PLUMBING, ELECTRICAL, AND FIRE PROTECTION FOR RELOCATION

OF EXIST FIXTURES.

4 EXIST CONC PILE CAP SHALL NOT BE DEMOLISHED. REFER TO SHEET S205 FOR CONCRETE REPAIRS

REQUIRED.

6 NEW DECK AND DECK SPANNING DIRECTION SHALL BE 2X8 MARINE GRADE BY LUMBEROCK

(OR APPROVED EQUAL). TOP OF DECK ELEVATION SHALL MATCH ADJACENT WOOD DECK ELEVATION AND TOP OF EXIST CONC PILE CAP ELEVATION. SUBMIT COLOR OF DECK TO OWNER FOR REVIEW

AND APPROVAL PRIOR TO INSTALLATION.

7 NEW WOOD JOIST, 4X12 SPACED AT 16" ON CENTER MAX. PROVIDE 4X12 BLOCKING AT

SUPPORTS FASTENED TO JOISTS WITH (1) SS A34 CLIP ANGLE, TYP ALL JOISTS.

8 RE-INSTALL EXIST LIGHT POLE. COORDINATE LIGHT POLE LOCATION AND OTHER FIXTURES WITH

ELECTRICAL EOR.

9 REPAIR EXIST ROTTED 12" +/- DIA (VIF) WOOD PILE WITH JACKETING PER DETAIL 5/S203.

10 ALL EXPOSED SECTIONS OF EXIST REINF STEEL SHALL BE REPAIRED WITH CORROSION

PROTECTION AFTER THE EXIST CONC BEAM IS SAW-CUT AND REMOVED. GRIND THE REMAINDER OF

THE EXIST REBAR DOWN TO 1" BELOW CONC SURFACE, ABRASIVELY CLEAN AND PATCH WITH

EPOXY GROUT TO SEAL FROM FUTURE CORROSION.

11 NEW WOOD POST 6X6 STARTING FROM BOTTOM OF SIDING AND EXTENDS TO TOP OF

HORIZONTAL RAIL.

12 NEW INTERMEDIATE WOOD POST 6X6 STARTING FROM BOTTOM OF SIDING AND EXTENDS TO

BOTTOM OF DECK.

13 NEW HORIZONTAL X-CROSS BRACING WITH TYPE 316 SS WIRE ROPE, 5/16" DIA-7X19. PROVIDE 316 SS

TURNBUCKLES, CLIPS AND THIMBLES AS NEEDED FOR POST-TENSIONING WIRE ROPE BRACING.

POST-TENSIONING FORCE TO BE 400 LBS MINIMUM, AND 800 LBS MAXIMUM.

14 NEW BEAM 4X12 UNDER EXIST JOISTS WITH (2) 4X10 DIAGONAL BRACES. BEAM TO ALIGN WITH WOOD

POST AT RAIL/SIDING.

15 NEW DIAGONAL BRACE SIMILAR TO DETAIL 6/S202.

16 ADD SIMPSON SS STRAP TO REPAIR EXIST POST WITH CORRODED ANCHOR BOLT. SEE DETAIL 6/S201.

N

N

GENERAL SHEET NOTES

SHEET KEYNOTES

EQ (**) EQ (**) EQ (**) EQ (**)

3' -6

1/ 2"

4' -0

S201

S201

S201

S201

MIN 3/4" APA-RATED

MARINE-GRADE

PLYWOOD

2X6 2X122X4

6X6 TIMBER

POST, TYP

6X6 INTERMEDIATE

TIMBER POST

4X12 WOOD

JOIST (BEYOND)

S200

S200

NOTES:

1. NEW APA-RATED MARINE-GRADE PLYWOOD SHALL HAVE A MINIMUM THICKNESS OF 3/4". CONTRACTOR SHALL MATCH EXISTING PLYWOOD THICKNESS IF FOUND THICKER THAN 3/4".

2. *: BOTTOM ELEVATION OF NEW SIDING SHALL MATCH BOTTOM ELEVATION OF EXIST SIDING TO REMAIN. NOTIFY ENGINEER IN CASE OF DISCREPANCY.

3. **: SPACING SHALL NOT EXCEED 4'-0" OC AT THE EXIST SECTION OF THE GUARDRAIL TO BE REPAIRED. IF SPACING EXCEEDS 4'-0" OC (VIF), PROVIDE NEW INTERMEDIATE TIMBER POST

6X6 FROM BOTTOM OF SIDING TO UNDERSIDE OF DECK. FASTEN POST TO DECK JOISTS PER DETAIL 2/201, TYP

NEW COMPOSITE

DECK

1/

2"

SEE PLAN SEE PLAN

2X6

NEW 4X12 WOOD

JOIST. SEE PLANS

FOR SPACING

NEW 2X8 COMPOSITE MARINE GRADE DECKING BY

LUMBEROCK (OR APPROVED EQUAL). PROVIDE

1/4" WIDE JOINT BETWEEN DECK PLANKS OR PER

DECK MANUFACTURER SPECIFICATIONS

(2)#10X3" LONG SS FLAT HEAD DECK

SCREWS AT EACH PLANK CONNECTION.

MINIMUM EDGE DISTANCE 1"

PERPENDICULAR TO WOOD GRAIN,

1-1/2" PARALLEL TO WOOD GRAIN, TYP.

NOTE:

1. DECK PLACEMENT PER MANUFACTURER'S SPECIFICATIONS.

2X6

3' -6

1/ 2"

D E

C K

4' -0

2X8 COMPOSITE MARINE

GRADE DECKING BY

LUMBEROCK (OR

APPROVED EQUAL)

NEW 2X6 BRACING TIE

ALIGNED TO POST WITH (3)

SIMPSON SS 1/4"x3-1/2"

SCREWS AT EACH JOIST

2X6 DIAGONAL BRACING

AT EACH POST

6X6 TIMBER POST (SEE

PLAN FOR SPACING)

4X12 WOOD JOISTS (SEE

PLAN FOR SPACING)

2X6 SPACED AT 24" OC MAX.

INTERMEDIATE HORIZ STUDS WITH

(2) SIMPSON SDWS27300SS SCREWS

AT EACH POST, MINIMUM EDGE

DISTANCE 1" PERPENDICULAR TO

GRAIN AND 1-1/2" PARALLEL TO

GRAIN (TYP)

7' -7

/2

S200

S200

2X6

2X6

2X6 HORIZONTAL RAIL WITH (3) SDWS27300SS FLAT HEAD SCREW AT

EACH POST WITH 1" (MIN) EDGE DISTANCE (TYP)

1/

2"

MIN 3/4" THICK APA-RATED

MARINE-GRADE PLYWOOD

2X6

2X6 TOP & BOTTOM HORIZONTAL

STUDS WITH (2) SIMPSON

SDWS27300 SS SCREWS AT EACH

POST, MINIMUM EDGE DISTANCE 1"

PERPENDICULAR TO GRAIN AND

1-1/2" PARALLEL TO GRAIN (TYP)

T.O. DECK

TO MATCH ADJACENT (VIF)

S201

2X4, EACH FACE WITH (2) SDWS27300SS FLAT HEAD SCREW AT

EACH POST WITH 1" (MIN) EDGE DISTANCE (TYP)

2X12 (PLACE WOOD CROWN UP, TYP). PLACE WOOD GRAIN CUT

FACING DOWN WITH SDWS27300SS FLAT HEAD SCREW AT 18" ON

CENTER ON RAIL EACH SIDE WITH 1" (MIN) EDGE DISTANCE

1+/-

CLIP ANGLE SIMPSON

ML28SS WITH (5) SIMPSON SS

1/4"x1-1/2" SDS SCREW

DIAGONAL BRACING AND

BRACING TIE

E Q

U A

L E

Q U

A L

E Q

U A

L

T Y

P

1/

2"

MIN

1'-6"

/8

(1) 5/8" ⌀ SS THRU BOLTS WITH 2-1/2"

DIA SS FENDER WASHER, MINIMUM

EDGE DISTANCE 3" PARALLEL TO GRAIN

3/4" 2"

2' -3

1/ 4"

SIMPSON 10d SS NAIL @

12" ON CENTER AT

INTERMEDIATE HORIZ

SUPPORTS

10d SS NAIL @ 6" ON

CENTER AT PERIMETER

SUPPORTS

WALL PERIMETER EDGE PLYWOOD PANEL (TYP) PANEL JOINT (TYP)

T Y

P

'-0

(W

ID

E

WOOD INTERMEDIATE

SUPPORT 2X, TYP

WOOD PERIMETER

SUPPORT 2X, TYP

VIF

8'-0"

VIF

8'-0"

V

IF

3' -6

V

IF

1/ 2"

V

IF

4' -0

(E) 3/4" THICK PLYWOOD

TO REMAIN, VIF

(E) TOP RAIL TO

BE REMOVED

NOTES:

1. DENOTES EXIST PLYWOOD SIDING, TOP RAILS, VERTICAL STUDS, AND HORIZONTAL STUDS TO BE DEMOLISHED EXCEPT EXIST WOOD POSTS AND DIAGONAL BRACING TO REMAIN.

2. DENOTES AREA TO REMAIN. DO NOT REMOVE ANY EXIST WOOD MEMBERS LOCATED IN THIS AREA.

3. EXIST PLYWOOD TO BE REMOVED WITHIN AREA OF DEMOLITION. ALL PLYWOOD LOCATED UNDER THE EXIST WOOD DECK SHALL BE REMOVED TEMPORARILY, MODIFIED, CLEANED, REPAINTED, AND RE-INSTALLED PER THE REVISED ELEVATION IF THERE IS NO DAMAGE OR DEFECT.

4. EXIST HORIZ WOOD STUDS LOCATED WITHIN THE AREA OF PLYWOOD TO REMAIN SHALL NOT BE REMOVED.

5. REFER TO DETAIL 1 THIS SHEET FOR INSTALLATION OF OPEN GUARD ABOVE AND BELOW THE EXIST WOOD DECK.

(E) WOOD DECK

TO REMAIN

AREA OF

DEMOLITION,

SEE NOTE 1

(E) VERTICAL WOOD STUDS

SUPPORTING UPPER SECTION OF

INSIDE FACE PLYWOOD SIDING TO

BE DEMOLISHED, TYP

(E) HORIZ WOOD RAILS

SUPPORTING UPPER SECTION OF

OUTSIDE FACE PLYWOOD SIDING

TO BE DEMOLISHED, TYP

(E) HORIZ WOOD RAILS SUPPORTING

LOWER SECTION OF OUTSIDE FACE

PLYWOOD TO REMAIN, TYP

(E) 6X6 VERTICAL WOOD POSTS

SUPPORTING BOTH UPPER AND

LOWER SECTION OF PLYWOOD

SIDING TO REMAIN, TYP, VIF

V

IF

8' -0

SEAL:

DRAWN BY:

APPROVED BY:

SCALE:

CHECKED BY:

DATE:

PROJECT NUMBER:

PROJECT TITLE:

ISSUE:

PROJECT INFORMATION:

SHEET TITLE:

SHEET NUMBER:

AS NOTED

www.graef-usa.com

1 2 3 4 5 6

D

C

B

A

D

C

B

A

1 2 3 4 5 6

2300 Maitland Center Parkway, Suite 210 Maitland, FL 32751 407 / 659 6500

This item has been digitally signed and sealed by Scott D. Hinrichs, P.E. on the date adjacent to the seal. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies.

Scott D. Hinrichs PE License #: 67810

CERT # 4270

PERMIT SET

C :\A ut od es k\

R ev it\ Lo ca l F ile s\

R el ea se

4\

-4

5_

S

_j ad

.a nt ou n.

rv t

5/

/2

5:

:0

P

M

CITY OF DAYTONA BEACH

MAIN STREET PIER

PARTIAL BOARDWALK AND

RAILING REPLACEMENT

DETAILS

05/23/2025

S200

2019-4115

JA

WL

SH

1" = 1'-0"1

NEW GUARD EXTERIOR ELEVATION

1" = 1'-0"4

NEW DECK DETAIL

1" = 1'-0"3

DETAIL - NEW GUARDRAIL SECTION AT INTERMEDIATE POST

NTS5

PLYWOOD WALL PANEL FASTENER SCHEDULE

1" = 1'-0"2

EXIST GUARD SIDING DEMO ELEVATION

2X6 HORIZONTAL RAIL WITH (3) 1/4"x3-1/2" SDS SS SCREWS

AT EACH POST, 1" (MIN) EDGE DISTANCE…