26-55_Exhibit_2_Dewberry_Plans.pdf

PDF 3 MB Posted Jul 24, 2026

Attached to: 26-55 Ira Hutchinson Seawall Replacement
Solicitation number: 26-55
Issued by: Bay County, Florida

About this file

Written by GovTribe AI · Jul 28, 2026

This is a Dewberry Engineers construction plan document for the Bay County Board of County Commissioners' Ira Hutchinson Seawall Replacement project (Project 26-55) located at Ira Hutchinson Park in Bay County, Florida. The project involves installation of approximately 758 linear feet of vinyl sheet pile walls with concrete pile caps, two new 4-foot-wide stairs for water access, two 80-inch-wide EZ-Dock floating docks (approximately 450 square feet over water combined), pre-fabricated aluminum gangways, 12-inch-thick concrete gangway landing pads, and a new concrete boat ramp. The work includes demolition of existing wood retaining walls, wood steps, fixed wood dock, and concrete boat ramps; dredging of approximately 18 cubic yards of material; and erosion control measures including floating turbidity curtains and double-row silt fencing. Electronic or sealed paper submissions must be received by 2:30 p.m. on Thursday, September 3, 2026, with public opening immediately following the deadline. The project location is at Deer Point Lake (C.R. 2321), and the plans are referenced to Florida State Plane Coordinates (North Zone, NAD 1983/2011) with vertical datum NAVD88.

The structural plans were prepared by Dewberry Engineers with civil work designed by Richard James Pfuntner, P.E. (License No. 96584) and structural work designed by Southeastern Consulting Engineers, Inc., with Braden C. Baumgardner, P.E. (License No. 100688) providing structural oversight. All work must conform to current FDOT Design Standards and Standard Specifications for Road and Bridge Construction, as well as Bay County standards, with the more stringent standard applying where differences exist. The contractor is responsible for coordinating structural and civil documents, obtaining NPDES permits, utility locating through Sunshine State One Call, acquiring hazardous material remediation approvals, tree protection, maintaining signage, providing six sets of as-built drawings with one digital AutoCAD copy sealed by a Florida registered surveyor, and restoring the site upon completion including removal of all spoil material and stabilization of disturbed areas.

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Other files

File	Type	Posted
26-55_Attachment_2_Sample_Contract.pdf	PDF	Jul 24, 2026
26-55_Ira_Hutchinson_Seawall_Complete.pdf	PDF	Jul 24, 2026
Risk_Approved_26-55_RFS-_Ira_Hutchinson_Seawall_Replacment.pdf	PDF	Jul 24, 2026
Budget_Approved_26-55_Ira_Hutchinson_Seawall_Replacement.pdf	PDF	Jul 24, 2026
26-55_Exhibit_6_Direct_Purchase_Instructions.pdf	PDF	Jul 24, 2026
26-55_Exhibit_5_Public_Construction_Bond.pdf	PDF	Jul 24, 2026
26-55_Exhibit_4_Insurance_Requirements.pdf	PDF	Jul 24, 2026
26-55_Exhibit_3_Vendors_Response.pdf	PDF	Jul 24, 2026
26-55_Exhibit_1_General_Terms_and_Conditions.pdf	PDF	Jul 24, 2026
26-55_Attachment_1_Required_Forms.pdf	PDF	Jul 24, 2026
26-55_Ira_Hutchinson_Seawall.pdf	PDF	Jul 24, 2026

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EXHIBIT 2

DEWBERRY ENGINEERS CONSTUCTION PLANS

26-55 Ira Hutchinson Seawall Replacement 41 of 69

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PROJECT NUMBER - 50182541

IRA HUTCHISON SEAWALL AND

BOAT RAMP EXPANSION

TITLE NO.

COVER

SIGNATURE SHEET

GENERAL NOTES

EXISTING CONDITIONS

DEMO & EROSION CONTROL PLAN

OVERALL SITE PLAN

GRADING & DREDGING PLAN

STRUCTURAL PLANS

STRUCTURAL GENERAL NOTES

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BAY COUNTY BOARD OF COUNTY COMMISSIONERS

BAY COUNTY

FLORIDA

VICINITY MAP

LOCATION MAP DRAWING INDEX

PREPARED BY:

PREPARED FOR:

BOARD OF COUNTY COMMISSIONERS

Daniel Raffield District 1 Robert Carroll, P.E. District 2 Doug Crosby District 3 Doug Moore, Chair District 4 Clair Pease, Vice Chair District 5

48 HOURS

BEFORE YOU DIG

CALL SUNSHINE ONE

1-800-432-4770 www.callsunshine.com

O F

I C O

M E X

A T L A N T I C p

G U L F p p p

O C E A N p pp

BAY COUNTY

F L

OR I DA

Y COUNTY

Keith Bryant, P.E. Chief Infrastructure Officer Jason Jowers Parks & Recreation Director Mike Allen Utility Services Director Bob Majka Jr. County Manager Joel Schubert Assistant County Manager

203 Aberdeen Pkwy, Panama City, FL 32405

(850) 522-0644

FEBRUARY 2026

NOT FOR CONSTRUCTION

BID SET

CONSTRUCTION PLANS FOR:

PROJECT LOCATION

NORTH BAY

DEERPOINT DAM

C.R. 2321

IRA HUTCHISON PARK

C .R

. 2321

HWY 77A

HWY 231

C .R

. 2321

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LAFAYETTE

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FORT

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DAYTONA

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TAMPA

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MANATEE

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PETERSBURG

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HERNANDO

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DIXIE

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ALACHUA

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LAKE

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SUMTER

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ORLANDO

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MARION

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PANAMA

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WASHINGTON

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BAY

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LIBERTY

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FRANKLIN

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MARIANNA

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JEFFERSON

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TALLAHASSEE

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LEON

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JACKSON

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BAKER

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BRADFORD

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SUWANNEE

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MADISON

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JOHN

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CLAY

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DUVAL

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MONROE

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PANAMA CITY

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PROJECT LOCATION

203 Aberdeen Parkway Panama City, FL 32405 850.522.0644

EB 0008794

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DATEDESCRIPTIONNO.

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RICHARD JAMES PFUNTNER, P.E. 96584

THIS ITEM HAS BEEN DIGITALLY

SIGNED AND SEALED BY

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.

SHEET DESCRIPTIONSHEET NO.

SIGNATURE SHEET

STRUCTURAL PLANS

STRUCTURAL GENERAL NOTES

C1 S1-S2

THE ABOVE NAMED PROFESSIONAL ENGINEER SHALL BE

RESPONSIBLE FOR THE FOLLOWING SHEETS IN ACCORDANCE

WITH RULE 61G15-23.004, F.A.C.

SOUTHEASTERN CONSULTING ENGINEERS, INC.

P.O. BOX 141

WEWAHITCHKA, FL 32465

BRADEN C. BAUMGARDNER, P.E. NO. 100688

THIS ITEM HAS BEEN DIGITALLY

SIGNED AND SEALED BY

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.

SHEET DESCRIPTIONSHEET NO.

COVER

SIGNATURE SHEET

GENERAL NOTES

EXISTING CONDITIONS

DEMO & EROSION CONTROL PLAN

OVERALL SITE PLAN

GRADING & DREDGING PLAN

C1 C2 C3 C4 C5 C6

THE ABOVE NAMED PROFESSIONAL ENGINEER SHALL BE

RESPONSIBLE FOR THE FOLLOWING SHEETS IN ACCORDANCE

WITH RULE 61G15-23.004, F.A.C.

DEWBERRY

203 ABERDEEN PARKWAY

PANAMA CITY, FL 32405

RICHARD JAMES PFUNTNER, P.E. NO. 96584

RICHARD JAMES PFUNTNER, P.E. BRADEN C. BAUMGARDNER, P.E.

NOT FOR CONSTRUCTION

BID SET

SIGNATURE

SHEET

BWR

RJP

FEBRUARY 2026

50182541

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26-55 Ira Hutchinson Seawall Replacement 43 of 69 rpfuntner Digital Seal

NOT FOR CONSTRUCTION

BID SET

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203 Aberdeen Parkway Panama City, FL 32405 850.522.0644

RICHARD JAMES PFUNTNER, P.E. 96584

GENERAL NOTES:

1. THIS PROJECT IS REFERENCED TO FLORIDA STATE PLANE COORDINATES, NORTH ZONE, NAD 1983/2011, U.S. SURVEY FEET.

2. VERTICAL DATUM SHOWN HEREON IS REFERENCED TO NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD88) PER F.D.E.P MONUMENTS

"M 609" AND "N 609".

3. ALL WORK SHALL BE IN ACCORDANCE WITH THE STRUCTURAL PLANS AND NOTES PROVIDED IN CONJUNCTION WITH THESE PLANS.

STRUCTURAL PLANS AND NOTES PROVIDED BY SOUTHEASTERN CONSULTING ENGINEERS, INC.

4. THE CONTRACTOR SHALL COORDINATE STRUCTURAL DOCUMENTS WITH CIVIL DOCUMENTS. NOTIFICATION SHALL BE MADE TO THE

ENGINEER OF RECORD OF ANY CONFLICT AND/OR OMISSIONS.

5. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE CURRENT FDOT DESIGN STANDARDS AND STANDARD SPECIFICATIONS FOR

ROAD AND BRIDGE CONSTRUCTION, UNLESS OTHERWISE STATED OR SHOWN IN THE PLANS.

6. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH BAY COUNTY STANDARDS AND SPECIFICATIONS, UNLESS APPROVED BY BAY

COUNTY.

7. WHERE THE FDOT DESIGN STANDARDS DIFFER FROM THE BAY COUNTY STANDARDS, THE MORE STRINGENT STANDARD SHALL APPLY, UNLESS APPROVED BY BAY COUNTY.

8. WHERE EXCAVATIONS ARE IN CLOSE PROXIMITY OF TREES NOT SHOWN AS BEING REMOVED, THE CONTRACTOR SHALL USE EXTREME

CARE IN NOT DAMAGING THE ROOT SYSTEM. NO EQUIPMENT, SUPPLIES, OR VEHICLES SHALL BE STORED OR PARKED WITHIN THE DRIP LINE OF TREES TO REMAIN AND BE PRESERVED. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO INFORM ALL EMPLOYEES

AND SUBCONTRACTORS OF THIS REQUIREMENT AND TO ENFORCE SAME.

9. THE CONTRACTOR SHALL NOTIFY UTILITY OWNERS THROUGH SUNSHINE STATE ONE CALL OF FLORIDA (800-432-4770) AND UTILITY OWNERS LISTED BELOW AT LEAST TWO (2) FULL BUSINESS DAYS IN ADVANCE OF BEGINNING CONSTRUCTION ON THE JOB SITE. THE CONTRACTOR SHALL WAIT THE REQUIRED TIME FOR BURIED UTILITIES TO BE LOCATED AND MARKED. THE CONTRACTOR SHALL PROTECT THE MARKS DURING CONSTRUCTION. IF THE MARKS ARE DESTROYED, THE CONTRACTOR SHALL CALL SUNSHINE STATE ONE CALL FLORIDA AGAIN. THE CONTRACTOR SHALL DIG SAFELY, USING EXTREME CAUTION, WHEN DIGGING WITHIN 36 INCHES ON EITHER

SIDE OF THE MARKS TO AVOID HITTING THE BURIED UTILITY LINES.

10. THE CONTRACTOR SHALL PROTECT ALL GRASSED AREAS FROM DISCARDED CONCRETE AND EXCESS MATERIALS. ALL DISCARDED CONCRETE AND EXCESS MATERIALS SHALL BE REMOVED FROM THE RIGHT-OF-WAY (OR JOB SITE) ON A DAILY BASIS.

11. THE CONTRACTOR IS TO MAINTAIN AND KEEP STREET NAME IDENTIFICATION (STREET SIGNS) VISIBLE DURING CONSTRUCTION

OPERATIONS, IN ORDER TO FACILITATE EMERGENCY VEHICLE TRAFFIC.

12. ANY KNOWN OR SUSPECTED HAZARDOUS MATERIAL FOUND ON THE PROJECT SHALL IMMEDIATELY BE REPORTED TO THE ENGINEER WHO SHALL DIRECT THE CONTRACTOR TO PROTECT THE AREA OF KNOWN OR SUSPECTED CONTAMINATION FROM FURTHER ACCESS.

THE ENGINEER IS TO NOTIFY THE PROJECT ADMINISTRATOR OF DISCOVERY. THE PROJECT ADMINISTRATOR WILL ARRANGE AN INVESTIGATION, IDENTIFICATION AND REMEDIATION OF THE HAZARDOUS MATERIAL. THE CONTRACTOR SHALL NOT RETURN TO THE AREA OF CONTAMINATION UNTIL APPROVAL IS PROVIDED BY THE ENGINEER. THE PROJECT ADMINISTRATOR WILL ADVISE THE ENGINEER.

13. THE CONTRACTOR SHALL DISPOSE OF ALL DEBRIS UPON COMPLETION OF THE PROJECT.

14. THE EROSION CONTROL PLAN SHALL BE IN ACCORDANCE WITH THE FDOT/FDEP EROSION & SEDIMENT CONTROL HANDBOOK.

15. DEWATERING: SHOULD LOWERING OF GROUNDWATER BE NECESSARY FOR THE INSTALLATION OF CONCRETE STRUCTURES, OR TO

PREVENT LATERAL MOVEMENT OF CONCRETE ALREADY PLACED, SUCH LOWERING SHALL BE ACCOMPLISHED BY MEANS OF A WELL POINT SYSTEM OR OTHER APPROVED MEANS, AT CONTRACTOR'S EXPENSE. COMPREHENSIVE PLANS FOR DEWATERING OPERATIONS, IF USED, SHALL BE SUBMITTED BY THE CONTRACTOR PRIOR TO INSTALLATION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL

PERMITTING ASSOCIATED WITH DEWATERING.

16. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ACQUIRING NPDES PERMIT.

17. ALL MAILBOXES DAMAGED DURING CONSTRUCTION SHALL BE REPLACED BY THE CONTRACTOR AT NO ADDITIONAL EXPENSE.

18. CONTRACTOR SHALL PROVIDE SIX (6) SETS OF AS-BUILT DRAWINGS AND ONE (1) DIGITAL COPY IN AUTOCAD FORMAT OF THE

COMPLETED PROJECT. THE AS BUILT DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA REGISTERED SURVEYOR.

19. ALL DEMOLISHED MATERIALS SHALL BE REMOVED FROM SITE AND DISPOSED OF IN A LEGAL MANNER.

20. ALL ABANDONED UTILITIES SHALL BE REMOVED FROM THE GROUND, NOT ABANDONED IN PLACE.

21. SIGNAGE SHALL BE MAINTAINED AT ALL TIMES AND SHALL BE INCLUDED IN THE BID PRICE.

26-55 Ira Hutchinson Seawall Replacement 44 of 69

HIGHWAY 2321

IRA HUTCHISON BOAT RAMP

DEER POINT LAKE

PARCEL ID.#08672-010-000

BAY COUNTY

O.R. BOOK 393, PAGE 7

O.R. BOOK 519, PAGE 748

NOT FOR CONSTRUCTION

BID SET

EB 0008794

DATEDESCRIPTIONNO.

REVISIONS

SEAL

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PROJECT NO.

DATE

DRAWN BY

TITLE

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APPROVED BY

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203 Aberdeen Parkway Panama City, FL 32405 850.522.0644

RICHARD JAMES PFUNTNER, P.E. 96584

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26-55 Ira Hutchinson Seawall Replacement 45 of 69

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FLOATING DOCK (ALUMINUM)

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FIXED DOCK (WOOD)

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RETAINING WALL (WOOD)

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RETAINING WALL (WOOD)

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EXIST RETAINING WALL (CONCRETE)

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4' WOOD FENCE

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4' WOOD FENCE

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WOOD STEPS

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WOOD STEPS

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RETAINING WALL (WOOD)

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RETAINING WALL (WOOD)

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CONCRETE BURIED BEYOND THIS POINT

AutoCAD SHX Text ELEVATION OF 5.1' (NGVD29) [ELEVATION OF 4.65' (NAVD88)] CONTOUR LINE AS ESTABLISHED AND MAINTAINED FOR PURPOSES OF ORDINARY HIGH WATER OF DEER POINT RESERVOIR BY BAY COUNTY, FL AS PER THE INTENT OF THE "FLOWAGE EASEMENT", AS RECORDED IN O.R. BOOK 48, PAGE 277, OF THE PUBLIC RECORDS OF BAY COUNTY, FL

AutoCAD SHX Text SURVEYOR'S NOTES: 1. THIS SURVEY IS REFERENCED TO FLORIDA STATE PLANE COORDINATES, NORTH ZONE, NAD 1983/2011, U.S. SURVEY FEET. 2. VERTICAL DATUM SHOWN HEREON IS REFERENCED TO NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD88) PER F.D.E.P. MONUMENTS "M 609" AND "N 609". 3. THIS SURVEY, MAP, AND REPORT IS NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. ADDITIONS OR DELETIONS TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING PARTY OR PARTIES IS PROHIBITED WITHOUT WRITTEN CONSENT OF THE SIGNING PARTY OR PARTIES. 4. FLOOD NOTE: BY GRAPHIC PLOTTING ONLY; THE PROPERTY SHOWN HEREON LIES IN ZONE "X" AND ZONE "AE (EL 8)" AS PER THE F.E.M.A FLOOD INSURANCE RATE MAP No. 12005C0240H FOR BAY COUNTY, FLORIDA; SEE COMMUNITY PANEL No. 120004; WHICH BEARS A REVISED DATE OF 06/02/2009. 5. NO TITLE SEARCH, TITLE OPINION OR ABSTRACT WAS PERFORMED BY, NOR PROVIDED TO . NO TITLE SEARCH, TITLE OPINION OR ABSTRACT WAS PERFORMED BY, NOR PROVIDED TO DEWBERRY ENGINEERS INC. FOR THE SUBJECT PROPERTY. THERE MAY BE DEEDS OF RECORD, UNRECORDED DEEDS, EASEMENTS, ENCROACHMENTS, RIGHT-OF-WAYS, BUILDING SETBACKS, RESTRICTIVE COVENANTS OR OTHER INSTRUMENTS WHICH COULD AFFECT THE BOUNDARIES OR USE OF THE SUBJECT PROPERTY. 6. NO ATTEMPT HAS BEEN MADE BY DEWBERRY ENGINEERS INC. TO LOCATE OR DETERMINE UNDERGROUND UTILITIES, UTILITY LINES, FOUNDATIONS, OR OTHER UNDERGROUND STRUCTURES, EXCEPT AS SHOWN. 7. NO ATTEMPT HAS BEEN MADE BY DEWBERRY ENGINEERS INC. TO LOCATE OR DETERMINE ENVIRONMENTAL WETLAND LINES, IF ANY EXIST. 8. THERE MAY BE ADDITIONAL RESTRICTIONS NOT SHOWN ON THIS SURVEY THAT MAY BE FOUND THERE MAY BE ADDITIONAL RESTRICTIONS NOT SHOWN ON THIS SURVEY THAT MAY BE FOUND IN THE PUBLIC RECORDS OF BAY COUNTY, FLORIDA.

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%%UTEMPORARY SITE CONTROL POINTS:

AutoCAD SHX Text DESCRIPTION NORTHING EASTING ELEV. (NAVD 1988) NORTHING EASTING ELEV. (NAVD 1988) EASTING ELEV. (NAVD 1988) ELEV. (NAVD 1988) T1 SET NAIL AND DISK L.B. 8011 462462.18' 1620007.34' 7.62' SET NAIL AND DISK L.B. 8011 462462.18' 1620007.34' 7.62' 462462.18' 1620007.34' 7.62' 1620007.34' 7.62' 7.62' T2 SET NAIL AND DISK L.B. 8011 462201.54' 1620305.25' 7.67'SET NAIL AND DISK L.B. 8011 462201.54' 1620305.25' 7.67'462201.54' 1620305.25' 7.67'1620305.25' 7.67'7.67'

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%%USOURCE CONTROL POINTS:

AutoCAD SHX Text DESCRIPTION NORTHING EASTING ELEV. (NAVD 1988) NORTHING EASTING ELEV. (NAVD 1988) EASTING ELEV. (NAVD 1988) ELEV. (NAVD 1988) ELEV. (NAVD 1988) S1 FOUND F.D.E.P. MONUMENT "M 609" 462325.77' 1620078.31' 11.63' FOUND F.D.E.P. MONUMENT "M 609" 462325.77' 1620078.31' 11.63' 462325.77' 1620078.31' 11.63' 1620078.31' 11.63' 11.63' S2 FOUND F.D.E.P. MONUMENT "N 609" 461632.84' 1620776.90' 11.16' (NOT GRAPHICALLY SHOWN)FOUND F.D.E.P. MONUMENT "N 609" 461632.84' 1620776.90' 11.16' (NOT GRAPHICALLY SHOWN)461632.84' 1620776.90' 11.16' (NOT GRAPHICALLY SHOWN)1620776.90' 11.16' (NOT GRAPHICALLY SHOWN)11.16' (NOT GRAPHICALLY SHOWN)

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1 INCH =

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30 FEET

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= NUMBER

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= FEDERAL EMERGENCY MANAGEMENT AGENCY

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= FLORIDA DEPARTMENT OF ENVIRONMENTAL PROTECTION

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= IDENTIFICATION

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ID.

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= LICENSED BUSINESS

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= LICENSED SURVEYOR

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= PROFESSIONAL SURVEYOR AND MAPPER

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= ELEVATION

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= OFFICIAL RECORDS

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= FIELD MEASUREMENT

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ELEV.

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%%USYMBOLS & ABBREVIATIONS:

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= NUMBER

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= LAMP POLE

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= TRAFFIC SIGN

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= SIGN

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= BOLLARD / PILING

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= UTILITY POLE

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= SPOT ELEVATION AT "X"

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= CONTOUR ELEVATION AT 1' INTERVALS

AutoCAD SHX Text 10'

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= EXISTING ASPHALT PAVEMENT

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= EXISTING CONCRETE

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= RAW WATER MANHOLE

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= OVERHEAD UTILITY LINE

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OHU

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= TEMPORARY BENCHMARK

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TBM

ELEV

DEER POINT LAKE

PARCEL ID.#08672-010-000

BAY COUNTY

O.R. BOOK 393, PAGE 7

O.R. BOOK 519, PAGE 748

426.82'

44.34'

NOT FOR CONSTRUCTION

BID SET

EB 0008794

DATEDESCRIPTIONNO.

REVISIONS

SEAL

SCALE

PROJECT NO.

DATE

DRAWN BY

TITLE

SHEET NO.

CHECKED BY

APPROVED BY

1 2 3 4 5

DEMO & EROSION

CONTROL PLAN

BWR

RJP

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50182541

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SCALE: 1" = 30'

60'0' 30'

203 Aberdeen Parkway Panama City, FL 32405 850.522.0644

RICHARD JAMES PFUNTNER, P.E. 96584

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DEMO WOOD STEPS

REMOVE ALUMINUM

FLOATING DOCK

COORDINATE WITH

BAY COUNTY PARKS

AND RECREATION

DEPARTMENT FOR

RELOCATION

AND/OR DISPOSAL

DEMO EXISTING WALL AFTER

INSTALLATION OF NEW SHEET PILE WALL

(CUT EXISTING PILINGS)

DEMO FIXED WOOD

DOCK

DEMO WOOD STEPS

DEMO EXISTING WALL AFTER

INSTALLATION OF NEW SHEET PILE WALL

(CUT EXISTING PILINGS)

DEMO EXISTING WALL AFTER

INSTALLATION OF NEW SHEET PILE WALL

(CUT EXISTING PILINGS)

DEMO CONCRETE

BOAT RAMP

DEMO CONCRETE

BOAT RAMP

SAW CUT AND REMOVE

ASPHALT AS REQUIRED

TO TIE IN NEW

CONCRETE BOAT RAMP

FLOATING

TURBIDITY CURTAIN

FLOATING

TURBIDITY CURTAIN

DOUBLE ROW SILT

FENCE

DREDGE

MATERIAL

SPOIL SITE

NOTES:

1. ALL CONSTRUCTION DEBRIS, EXCESS MATERIALS,

DISTURBED SEDIMENTS, AND TEMPORARY WORKS

SHALL BE REMOVED FROM WATERS IMMEDIATELY

UPON COMPLETION OF SEAWALL CONSTRUCTION

ACTIVITIES.

2. UPON COMPLETION OF CONSTRUCTION, THE

IN-WATER WORK AREA SHALL BE LEFT IN A CLEAN

CONDITION, FREE OF DEBRIS, EXCESS FILL, OR

CONSTRUCTION MATERIALS, AND RETURNED TO

PRE-CONSTRUCTION CONTOURS TO THE MAXIMUM

EXTENT PRACTICABLE.

3. ALL IN-WATER CLEANUP ACTIVITIES SHALL

COMPLY WITH THE CONDITIONS OF THE APPLICABLE

ENVIRONMENTAL RESOURCE PERMIT (ERP), U.S.

ARMY CORPS OF ENGINEERS PERMIT, AND LOCAL

AGENCY REQUIREMENTS.

TYPE III SILT FENCE

PROTECTION AROUND DITCH

BOTTOM INLETS.

DO NOT DEPLOY IN A MANNER THAT SILT FENCES WILL ACT AS A DAM ACROSS PERMANENT FLOWING WATERCOURSES. SILT FENCES ARE TO BE USED AT UPLAND LOCATIONS AND TURBIDITY BARRIERS USED AT PERMANENT BODIES OF WATER.

OPTIONAL POST

POSITIONS

" M

3' O

R M

O R

SILT FLOW

TYPE III SILT FENCE

ELEVATION

POST (OPTIONS: 2" X

4" OR 2 1/2" MIN. DIA.

WOOD; STEEL 1.33

LBS/FT. MIN.)

6' MAX.

FILTER FABRIC (IN

CONFORMANCE

WITH SEC. 985

FDOT SPEC.)

NOTE: SPACING FOR TYPE III FENCE TO BE IN

ACCORDANCE WITH CHART 1, SHEET 1 OF 3 AND

DITCH INSTALLATIONS AT DRAINAGE

STRUCTURES SHEET 2 OF 3.

SECTION

SILT FLOW

PRINCIPLE POST

POSITION (CANTED

20° TOWARD FLOW)

20°`

FILTER FABRIC

SILT FLOW

SILT FENCE APPLICATIONSDETAIL

NOTE:

1) SILT FENCE SHALL BE USED/PLACED AT THE DIRECTION OF THE ENGINEER AND

TO COMPLY WITH THE FDEP/NPDES PERMITTING.

2) DOUBLE ROW SILT FENCE SHALL BE TWO PARALLEL FENCES AT LEAST 3' APART.

TYPE III SILT FENCE

258.37'

26-55 Ira Hutchinson Seawall Replacement 46 of 69

AutoCAD SHX Text

FLOATING DOCK (ALUMINUM)

AutoCAD SHX Text

FIXED DOCK (WOOD)

AutoCAD SHX Text

RETAINING WALL (WOOD)

AutoCAD SHX Text

RETAINING WALL (WOOD)

AutoCAD SHX Text

EXIST RETAINING WALL (CONCRETE)

AutoCAD SHX Text

4' WOOD FENCE

AutoCAD SHX Text

4' WOOD FENCE

AutoCAD SHX Text

WOOD STEPS

AutoCAD SHX Text

WOOD STEPS

AutoCAD SHX Text

RETAINING WALL (WOOD)

AutoCAD SHX Text

RETAINING WALL (WOOD)

AutoCAD SHX Text

CONCRETE BURIED BEYOND THIS POINT

ELEVATION OF 5.1' (NGVD29) [ELEVATION OF 4.65' (NAVD88)] CONTOUR LINE AS ESTABLISHED AND MAINTAINED FOR PURPOSES OF ORDINARY HIGH WATER OF DEER POINT RESERVOIR BY BAY COUNTY, FL AS PER THE INTENT OF THE "FLOWAGE EASEMENT", AS RECORDED IN O.R. BOOK 48, PAGE 277, OF THE PUBLIC RECORDS OF BAY COUNTY, FL

DEER POINT LAKE

PARCEL ID.#08672-010-000

BAY COUNTY

O.R. BOOK 393, PAGE 7

O.R. BOOK 519, PAGE 748

NOT FOR CONSTRUCTION

BID SET

EB 0008794

DATEDESCRIPTIONNO.

REVISIONS

SEAL

SCALE

PROJECT NO.

DATE

DRAWN BY

TITLE

SHEET NO.

CHECKED BY

APPROVED BY

1 2 3 4 5

OVERALL SITE

PLAN

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15'

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60'0' 30'

203 Aberdeen Parkway Panama City, FL 32405 850.522.0644

RICHARD JAMES PFUNTNER, P.E. 96584

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NEW VINYL SHEET PILE WALL WITH CONCRETE PILE CAP.

SEE STRUCTURAL PLANS

APPROXIMATELY 267.5 LF

NEW VINYL SHEET PILE WALL WITH CONCRETE PILE CAP.

SEE STRUCTURAL PLANS

APPROXIMATELY 490.5 LF

NEW 4' WIDE STAIR.

SEE STRUCTURAL PLANS

NEW 4' WIDE STAIR.

SEE STRUCTURAL PLANS

NEW 80" WIDE EZ-DOCK FLOATING DOCK.

SEE STRUCTURAL PLANS

NEW CONCRETE RAMP.

SEE STRUCTURAL PLANS

TIE NEW VINYL SHEET PILE WALL WITH CONCRETE

PILE CAP INTO EXISTING RETAINING WALL.

SEE STRUCTURAL PLANS

NEW VINYL SHEET PILE WALL WITH

CONCRETE PILE CAP.

SEE STRUCTURAL PLANS FOR

TERMINATION DETAIL

NEW VINYL SHEET PILE WALL WITH

CONCRETE PILE CAP.

SEE STRUCTURAL PLANS FOR

TERMINATION DETAIL

NEW VINYL SHEET PILE WALL WITH

CONCRETE PILE CAP.

SEE STRUCTURAL PLANS FOR

TERMINATION DETAIL

NEW PRE-FABRICATED ALUMINUM GANGWAY.

SEE STRUCTURAL PLANS

12" THICK CONCRETE GANGWAY LANDING.

SEE STRUCTURAL PLANS

12" THICK CONCRETE GANGWAY LANDING.

SEE STRUCTURAL PLANS

NEW PRE-FABRICATED ALUMINUM GANGWAY.

SEE STRUCTURAL PLANS

29'

MATCH EX. ASPHALT

NEW 80" WIDE EZ-DOCK FLOATING DOCK.

SEE STRUCTURAL PLANS

6.66'

4' 6.66'

NEW DOCK APPROX. 226 SQFT OVER WATER

NEW DOCK APPROX. 224 SQFT OVER WATER

SITE NOTES:

1. THE CONTRACTOR IS RESPONSIBLE FOR

PROTECTING THE EXISTING PARKING LOT AND

SHALL REPAIR ANY DAMAGES. THE REPAIRS TO ANY

DAMAGES WILL BE AT THE CONTRACTOR'S COST.

2. ALL GRASS AREAS THAT ARE DISTURBED BY THE

CONTRACTOR SHALL REPAIRED AND STABILIZED.

26-55 Ira Hutchinson Seawall Replacement 47 of 69

AutoCAD SHX Text

EXIST RETAINING WALL (CONCRETE)

AutoCAD SHX Text

4' WOOD FENCE

AutoCAD SHX Text

4' WOOD FENCE

BOAT RAMP AND FLOATING DOCKS NOT PART OF THE PROJECT

DO NOT INCLUDE IN QUOTE

rlyon Rectangle

BOAT RAMP AND

FLOATING DOCKS NOT

PART OF THE PROJECT

DO NOT INCLUDE IN

QUOTE

DEER POINT LAKE

PARCEL ID.#08672-010-000

BAY COUNTY

O.R. BOOK 393, PAGE 7

O.R. BOOK 519, PAGE 748

0+00

0+65

0.0

5.0

5.27

5.24 4.97

4.65

-0.75

LANE 1

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1+00 1+25

1+50

1+75

-0 .1

1+85

STA:1+71.19

EL:-0.75

STA:1+26.19

EL:4.65

STA:1+11.69

EL:5.24

SECTION A-A

SCALE: HORZ. 1'=30'

VERT. 1"=10'

SECTION B-B

-2

-1

-2

-1

0+00

0+25

0+50

0+65.48

SECTION B-B

SCALE: HORZ. 1'=30'

VERT. 1"=10'

NOT FOR CONSTRUCTION

BID SET

EB 0008794

DATEDESCRIPTIONNO.

REVISIONS

SEAL

SCALE

PROJECT NO.

DATE

DRAWN BY

TITLE

SHEET NO.

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GRADING &

DREDGING PLAN

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15'

SCALE: 1" = 30'

60'0' 30'

203 Aberdeen Parkway Panama City, FL 32405 850.522.0644

RICHARD JAMES PFUNTNER, P.E. 96584

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RAMP 12% GRADE

RAMP GRADE

VARIES

RAMP GRADE

VARIES

RAMP 12% GRADE

DREDGE APPROX. 18 CY

EX. GRADE

NORMAL

WATER LEVEL/ORDINARY

HIGH-WATER LINE

ELEV. 4.65'

LOW

WATER LEVEL

ELEV. 2.65'

NEW DOCK APPROX. 226 SQFT OVER WATER

NEW DOCK APPROX. 224 SQFT OVER WATER

DREDGE APPROX. 18 CY

FLOATING

TURBIDITY CURTAIN

FLOATING

TURBIDITY CURTAIN

DOUBLE ROW SILT

FENCE

DREDGE

MATERIAL

SPOIL SITE

ENVIRONMENTAL NOTES:

1. CONTRACTOR TO PROVIDE FLOATING TURBIDITY

CURTAIN TO PROTECT WATER QUALITY FOR BOAT

RAMP AND SEAWALL CONSTRUCTION.

2. DREDGE MATERIAL IS ANTICIPATED TO BE

APPROXIMATELY 18 CY.

3. DREDGE MATERIAL SHALL BE STOCKPILED AT

UPLAND LOCATION SHOWN AND PROTECTED WITH

DOUBLE ROW SILT FENCE.

4. PROPOSED DOCK SYSTEMS ARE APPROXIMATELY

450 SQFT OVER WATER.

5. PLACEMENT OF PROPOSED SEAWALL FACE IS

APPROXIMATELY 12" FROM EXISTING SEAWALL FACE

(SEE STRUCTURAL DETAILS).

6. SEAWALL IS APPROXIMATELY 758 LF IN TOTAL

LENGTH.

C6 A

C6 B

EX. GRADE

RAMP

TIMBER PILES

FLOATING

DOCKS

3.25'

NORMAL

WATER LEVEL/

ORDINARY

HIGH-WATER LINE

ELEV. 4.65'

SPOIL SITE NOTES:

1. THE CONTRACTOR SHALL REMOVE ALL SPOIL

MATERIAL AND RESTORE THE SPOIL SITE TO

EXISTING GRADE AND STABILIZE WITH SEED OR

SOD.

26-55 Ira Hutchinson Seawall Replacement 48 of 69

AutoCAD SHX Text

EXIST RETAINING WALL (CONCRETE)

AutoCAD SHX Text

4' WOOD FENCE

AutoCAD SHX Text

4' WOOD FENCE

6"4'-0"2'-2"

3'-0"

8'-0"

3'-0"

6" 6'-8" 6"

7'-8"

12'-0" (CONFIRM

PER CIVIL PLANS)

6'-0"

4'-0"

6" 4'-0" 2'-2"

3'-0"

8'-0"

3'-0"

6"6'-8"6"

7'-8"

12'-0" (CONFIRM

PER CIVIL PLANS)

6'-0"

4'-0"

12"W X 18"T CONT. TURNED

DOWN FOOTING w/ (2) #5 BARS

CONT. & #4 TRANSVERSE BARS

@ 16" O.C. (TYP. @ PERIMETER)

6" TIP (8" BUTT MIN.) S.P. 2.5CCA

TIMBER PILINGS (TYP. OF 12 @

STATIONARY WOOD DOCK)

6" TIP (8" BUTT MIN.) S.P. 2.5CCA

TIMBER PILINGS (TYP. OF 12 @

STATIONARY WOOD DOCK)

HATCHED AREA INDICATES

80" WIDE EZ-DOCK

FLOATING DOCK

HATCHED AREA INDICATES

PRE-FABRICATED ALUMINUM

GANGWAY BY EZ-DOCK

12"TH CONCRETE GANGWAY

LANDING PAD w/ #4 BARS

EACH WAY @ 16" O.C. (TYP.)

12"TH CONCRETE GANGWAY

LANDING PAD w/ #4 BARS

EACH WAY @ 16" O.C. (TYP.)

'WESTERN' DOCK ORIENTATION 'EASTERN' DOCK ORIENTATION

RAMP FOUNDATION PLAN

SCALE: 14" = 1'-0"

FOUNDATION PLAN NOTES:

1. SLAB ON GRADE SHALL BE MINIMUM 6" THICK CONC. SLAB w/ #4 BARS @ 12" O.C. EACH WAY w/ 12"TH BED OF #4 STONE OVER

TREATED, COMPACTED FILL.

2. SEE CIVIL DRAWING FOR DIMENSIONS NOT SHOWN. IF A CONFLICT

EXISTS, THE CIVIL DIMENSIONS SHALL GOVERN. BOTH ENGINEER

AND ARCHITECT OF RECORD SHALL BE NOTIFIED IN WRITING OF

ALL CONFLICTS

3. RAMP SLOPE SHALL NOT EXCEED 15% WITHOUT PRIOR APPROVAL

FROM E.O.R. (SCE).

FLOATING DOCK LAYOUT PLAN

SCALE: 14" = 1'-0"

FLOATING DOCK PLAN NOTES:

1. ALL EMBEDDED MARINE TIMBER PILINGS SHALL BE SOUTHERN

PINE w/ 2.5 CCA TREATING OR GREATER OTHER.

2. ALL TIMBER PILINGS SHALL BE JETTED A MAXIMUM OF 6' AND

DRIVEN TO THE REMAINING REQUIRED EMBEDMENT OF 12'.

3. ALL CONCRETE SHALL BE 3000 psi MIN.

4. ALUMINUM GANGWAYS AND FLOATING DOCKS SHALL BE

PRE-FABRICATED BY EZ-DOCK OR APPROVED OTHER.

DOCK/GANGWAY MFG. SHALL VERIFY PROVIDED PILING

LAYOUT AND CONCRETE PAD ARE COMPATIBLE WITH

PROPOSED DESIGN.

PILING CAP & RETAINING

WALL PER SHEET S2

CONFIRM PILING CENTER SPACING

PER EZ-DOCK. VARY AS REQ'D FOR

PILING BRACKET INSTALLATION

CONTRACTOR SHALL DRILL

#5 BAR DOWELS INTO PILING

CAP (6" IN & 6" OUT MIN.) &

EPOXY w/ SIMPSON SET-3G

OR EQUAL

14'-6"

15'-0"

29'-0"

45'-0"

SLO

PE PER

IVIL PLAN

SLO

PE PER

IVIL PLAN

12"W X 16"T GRADE BEAM

w/ (2) #5 BARS CONT. & #4

TRANSVERSE BARS @ 16"

O.C. (TYP. @ INTERIOR)

12"W X 16"T GRADE BEAM

w/ (2) #5 BARS CONT. & #4

TRANSVERSE BARS @ 16"

O.C. (TYP. @ INTERIOR)

12"W X 16"T GRADE BEAM

w/ (2) #5 BARS CONT. & #4

TRANSVERSE BARS @ 16"

O.C. (TYP. @ INTERIOR)

'EASTERN' DOCK PILING

LAYOUT & INCIDENTAL

MISC. PER 2-S1

'WESTERN' DOCK PILING

LAYOUT & INCIDENTAL

MISC. PER 2-S1

SLOPE BREAK

sheet no.

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S1 26-55 Ira Hutchinson Seawall Replacement 49 of 69

5'-0" MIN.

CODE APPROVED HANDRAILS

PER CONTRACTOR

2 X 12 P.T. #2 S.P. STAIR STRINGERS @ 16"

O.C. w/ STAINLESS STEEL SIMPSON H2.5A

@ EACH LEDGER/DROP BEAM CONN.(TYP.)

(2) 2 X 6 P.T. #2 S.P. STAIR TREADS w/ (2)

#10 STAINLESS STEEL DECK SCREWS @

EACH STRINGER CONN. (TYP.)

(2) 2 X 8 P.T. #2 S.P. DROP BEAM w/ (2)

1/2" S.S. THRU-BOLTS & HARDWARE

@ EACH POST CONN. (TYP.)

(3) #10 STAINLESS STEEL DECK

SCREWS @ EXTERIOR STAIR

STRINGER TO POST CONN. (TYP.)

6 X 6 P.T. #2 S.P. POST w/ 5' MIN.

EMBEDMENT SPACED @ 4' O.C. (TYP.

OF 2 @ EACH STAIR LOCATION)

2 X 8 P.T. #2 S.P. LEDGER w/ 3/8" X 4"

STAINLESS STEEL SIMPSON TITEN

HD STAGGERED @ TOP & BOTTOM

@ 16" O.C. (TYP.)

SCALE: S2

1/2" = 1'-0"

TYP. 4' WIDE STAIR DETAIL

SCALE: S2

1/2" = 1'-0"

TYP. 42" VINYL RETAINING WALL SECTION

1'-0" APPROX.

OFFSET FROM FACE

OF EXISTING

PILING CAPE AND RETAINING

WALL PER DETAILS THIS SHEET

EXISTING CONCRETE RETAINING

WALL & PILE CAP TO REMAIN

6'-0"

EXISTING WOOD RETAINING

WALL TO BE REMOVED, SEE

TYP. RETAINING WALL SECTION

RETAINING WALL PER

DETAILS THIS SHEET

EXISTING CONCRETE RETAINING

WALL & PILE CAP TO REMAIN

EXISTING WOOD RETAINING

WALL TO BE REMOVED, SEE

TYP. RETAINING WALL SECTION

FILL VOID BETWEEN EXITING CONCRETE

WALL & PROPOSED RETAINING WALL w/

MONOLITHIC SOLID POURED CONCRETE.

EXTEND CONCRETE BELOW LOW-LAND

GRADE 12" MIN.

CONTRACTOR SHALL DRILL #5 BAR

DOWELS INTO EXISTING CONCRETE CAP

(6" IN & 6" OUT MIN.) & EPOXY w/ SIMPSON

SET-3G OR EQUAL @ 12" O.C. ALONG

INTERFACE & WITHIN 12" OF ENDS

SCALE: S2

1/2" = 1'-0"

EXISTING RETAINING WALL VOID DETAIL

SCALE: S2

1/2" = 1'-0"

EXISTING RETAINING WALL CONNECTION DETAIL

3'-6" MAX.

UNBALANCED FILL

12'-0" L.O.A.

ESP 8.5 VINYL SHEET PILINGS PER

EVERLAST SYNTHETIC PRODUCS, LLC

LOWLAND GRADE

CONCRETE CAP PER

DETAIL THIS SHEET

1'-0"

GEO FILTER FABRIC SHALL BE

PLACED 12" BELOW LOWEST

ANTICIPATED GRADE ELEVATION

AND EXTENDING 12" BEHIND WALL

1'-0"

1'-0" APPROX.

OFFSET FROM

FACE OF EXISTING

CONTRACTOR SHALL DEMO

ALL EXTENTS OF EXISTING

WOOD RETAINING WALL

ABOVE LOWLAND GRADE

EXISTING WOOD RETAINING WALL TO

BE DEMOLISHED PER THIS DETAIL

24"W X 15"T CONC. (4000

psi MIN.) SHEET PILE CAP

2'-0"

1'-3"

#3 STIRRUPS @ 10" O.C.

#3 BARS DRILLED THROUGH

SHEETS @ 36" O.C.

(8) #4 BARS CONTINOUS

VINYL SHEET PILE PER

DETAIL THIS SHEET

SCALE: S2

1' = 1'-0"

TYP. SHEET PILE CAP DETAIL

sheet no.

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S2 26-55 Ira Hutchinson Seawall Replacement 50 of 69

MINIMUM LAP SPLICE LENGTH (IN.) - 3000 PSI CONCRETE

No. 3

6-in CMU WALL

8-in CMU WALL

12-in CMU WALL

No. 4 No. 5 No. 6 No. 7

39 81

DETAILING

22 29 36 43 63 72

RECOMMENDED END HOOKS ANCHORAGE LENGTH (IN.) - 3000 PSI CONCRETE

No. 3

A or G

No. 4 No. 5 No. 6 No. 7 No. 8

6 8 10 12 14 16 D 2.25 3.00 3.75 4.50 5.25 6.00

MINIMUM LAP SPLICE LENGTH (IN.) - 1500 PSI NORMAL WEIGHT CMU

No. 8

12d A or G

REINFORCEMENT

1. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60, UNLESS NOTED OTHERWISE.

2. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 AND HAVE MINIMUM SIDE AND END LAPS OF 8".FOR ALL MONOLITHIC FOOTINGS, A DOUBLE LAYER OF WELDED WIRE FABRIC SHALL BE INSTALLED WITHIN 3'-0" OF ALL

FOOTINGS (3" CLEAR OF OUTSIDE PERIMETER OF FOOTING)

3. REINFORCING STEEL SHALL ONLY BE WELDED OR TACK-WELDED IF IT CONFORMS TO ASTM A706, AND AWS D1.4.

REINFORCING SHALL NOT BE WELDED NOR TACK-WELDED UNLESS APPROVED BY THE STRUCTURAL ENGINEER

OF RECORD.

4. SUBMIT SHOP DRAWINGS WHICH ADEQUATELY DEPICT THE REINFORCING BAR SIZES AND PLACEMENT. WRITTEN DESCRIPTION OF REINFORCEMENT WITHOUT ADEQUATE SECTIONS, ELEVATIONS, AND DETAILS IS NOT

ACCEPTABLE.

5. PROVIDE DOWELS FROM FOUNDATIONS THE SAME SIZE AND NUMBER AS THE VERTICAL WALL OR COLUMN REINFORCING, UNLESS NOTED OTHERWISE. REINFORCING DOWELS MUST BE TIED IN PLACE PRIOR TO POURING

FOOTING. "WET-STICKING" IS NOT ALLOWED.

6. PLACE REINFORCEMENT AS FOLLOWS, UNLESS NOTED OTHERWISE:

6.1. CAST-IN-PLACE (NON POST-TENSIONED) CONCRETE REINFORCEMENT COVER

PERMANENTLY EXPOSED TO EARTH:

CAST AGAINST THE EARTH 3" CLEAR

EXPOSED TO EARTH OR WEATHER:

FOR BARS LARGER THAN A NO. 5 BAR 2" CLEAR

NO. 5 BARS OR SMALLER 1 12" CLEAR

COLUMN TIES 1 3 4" CLEAR

6.2. MASONRY REINFORCING STEEL SHALL BE PLACED IN THE CENTER OF CMU CELLS, UNLESS NOTED

OTHERWISE.

7. REINFORCEMENT SHALL BE SPLICED ONLY AT LOCATIONS SHOWN OR NOTED IN THE STRUCTURAL DOCUMENTS, EXCEPT REINFORCEMENT MARKED "CONTINUOUS" CAN BE SPLICED AT LOCATIONS DETERMINED BY CONTRACTOR. SPLICES AT OTHER LOCATIONS SHALL BE APPROVED IN WRITING BY THE STRUCTURAL ENGINEER.

REINFORCING STEEL SPLICES SHALL BE AS FOLLOWS, UNLESS NOTED OTHERWISE:

POST INSTALLED ANCHORS

1. POST-INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE CONSTRUCTION DOCUMENTS. THE

CONTRACTOR SHALL OBTAIN APPROVAL FROM THE ENGINEER-OF-RECORD PRIOR TO INSTALLING

POST-INSTALLED ANCHORS IN PLACE OF MISSING OR MISPLACED CAST-IN-PLACE ANCHORS. CARE SHALL BE TAKEN IN PLACING POST-INSTALLED ANCHORS TO AVOID CONFLICTS WITH EXISTING REBAR. HOLES SHALL BE DRILLED AND CLEANED IN ACCORDANCE WITH THE MANUFACTURER'S WRITTEN INSTRUCTIONS. SUBSTITUTION REQUESTS FOR PRODUCTS OTHER THAN THOSE SPECIFIED BELOW SHALL BE SUBMITTED BY THE CONTRACTOR TO THE ENGINEER-OF-RECORD ALONG WITH CALCULATIONS THAT ARE PREPARED & SEALED BY A REGISTERED PROFESSIONAL ENGINEER. THE CALCULATIONS SHALL DEMONSTRATE THAT THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING THE PERTINENT EQUIVALENT PERFORMANCE VALUES (MINIMUM) OF THE SPECIFIED PRODUCT USING THE APPROPRIATE DESIGN PROCEDURE AND/OR STANDARD(S) AS REQ'D BY THE BUILDING CODE. PROVIDE CONTINUOUS SPECIAL INSPECTION FOR ALL MECHANICAL AND ADHESIVE ANCHORS PER THE APPLICABLE EVALUATION REPORT. CONTACT MANUFACTURER'S REPRESENTATIVE FOR THE INITIAL TRAINING

AND INSTALLATION OF ANCHORS AND FOR PRODUCT RELATED QUESTIONS AND AVAILABILITY.

1.1. CONCRETE ANCHORS

A. MECHANICAL ANCHORS SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ACI

355.2 AND ICC-ES AC193 FOR CRACKED AND UNCRACKED CONCRETE RECOGNITION. PRE-APPROVED

MECHANICAL ANCHORS INCLUDE:

- SIMPSON STRONG-TIE "TITEN-HD" (ICC-ES ESR-2713)

- SIMPSON STRONG-TIE "STRONG-BOLT 2" (ICC-ES ESR-3037)

B. ADHESIVE ANCHORS SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ACI

355.4 AND ICC-ES AC308 FOR CRACKED AND UNCRACKED CONCRETE RECOGNITION. PRE-APPROVED

ADHESIVE ANCHORS INCLUDE:

- SIMPSON STRONG-TIE "SET-XP" (ICC-ES ESR-2508)

- SIMPSON STRONG-TIE "AT-XP" (IAPMO-ES ER-0263)

- HILTI HIT HY150 INJECTION ADHESIVE

- EPCON CERAMIC 6 EPOXY ADHESIVE SUPPLIED BY ITW RAMSET/RED HEAD

- POWER-FAST EPOXY INJECTION GEL SUPPLIED BY POWERS FASTENING

C. POWDER AND GAS-ACTUATED FASTENERS SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN

ACCORDANCE WITH ICC-ES AC70. PRE-APPROVED POWDER ACTUATED FASTENERS INCLUDE:

- SIMPSON STRONG-TIE "POWER-DRIVEN FASTENERS" (ICC-ES ESR-2138)

- SIMPSON STRONG-TIE "GAS-ACTUATED FASTENERS" (ICC-ES ESR-2811)

2. MASONRY ANCHORS

2.1 ANCHORAGE TO SOLID-GROUTED CONCRETE MASONRY:

A. MECHANICAL ANCHORS SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH

ICC-ES AC01 OR AC106. PRE-APPROVED MECHANICAL ANCHORS INCLUDE:

- SIMPSON STRONG-TIE "TITEN-HD" (ICC-ES ESR-1056)

- SIMPSON STRONG-TIE "STRONG-BOLT 2" (IAMPO-ES ER-0240)

- SIMPSON STRONG-TIE "WEDGE-ALL" (ICC-ES ESR-1396)

B. ADHESIVE ANCHORS SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ICC-ES

AC58. PRE-APPROVED MECHANICAL ANCHORS INCLUDE:

- SIMPSON STRONG-TIE "AT-XP" (IAMPO-ES ER-0281)

- SIMPSON STRONG-TIE "SET-XP" (IAMPO-ES ER-0265)

- HILTI HIT HY150 INJECTION ADHESIVE

- EPCON CERAMIC 6 EPOXY ADHESIVE SUPPLIED BY ITW RAMSET/RED HEAD

- POWER-FAST EPOXY INJECTION GEL SUPPLIED BY POWERS FASTENING

3. ANCHORAGE TO HOLLOW CONCRETE MASONRY:

3.1 ADHESIVE ANCHORS WITH SCREEN TUBES SHALL BE TESTED AND QUALIFIED IN ACCORDANCE WITH ICC-ES AC58 OR AC60, AS APPROPRIATE. THE APPROPRIATE SCREEN TUBE SHALL BE USED AS RECOMMENDED BY THE ADHESIVE MANUFACTURER. PRE-APPROVED ADHESIVE ANCHORS WITH SCREEN

TUBES INCLUDE:

- SIMPSON STRONG-TIE "SET" (ICC-ES ESR-1772)

- SIMPSON STRONG-TIE "AT" (ICC-ES ESR-1958)

- HILTI HIT HY150 INJECTION ADHESIVE

- EPCON CERAMIC 6 EPOXY ADHESIVE SUPPLIED BY ITW RAMSET/RED HEAD

- POWER-FAST EPOXY INJECTION GEL SUPPLIED BY POWERS FASTENING

4. ALL DRILLED & EPOXIED 5 8" THREADED RODS SHALL MAINTAIN A MINIMUM EDGE DISTANCE OF 1 3 4" AND CLEAR

SPACING OF 4" O.C. (MAX.)

CAST-IN-PLACE CONCRETE

1. ALL CONCRETE HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 318 AND SHALL BE CONSTRUCTED IN

ACCORDANCE WITH ACI 301.

2. UNLESS NOTED OTHERWISE, ALL CONCRETE SHALL HAVE A 28 DAY COMPRESSIVE STRENGTH OF 3000 PSI.

3. REFER TO ARCHITECTURAL DRAWINGS FOR MOLDS, GROVES, ORNAMENTS, CLIPS OR GROUNDS REQUIRED TO

BE ENCASED IN CONCRETE AND FOR LOCATION OF FLOOR FINISHES AND SLAB DEPRESSIONS.

4. CONSTRUCTION JOINT LOCATIONS SHALL BE APPROVED BY THE STRUCTURAL ENGINEER. NO HORIZONTAL

CONSTRUCTION JOINTS ARE PERMITTED EXCEPT THOSE SHOWN ON THE STRUCTURAL DRAWINGS.

5. DEFECTIVE AREAS IN CONCRETE INCLUDING, BUT NOT LIMITED TO, HONEY-COMBING, SPALLS, AND CRACKS WITH WIDTHS EXCEEDING O.O1 INCH SHALL BE REPAIRED. EXTENT OF DEFECTIVE AREA TO BE DETERMINED BY THE

STRUCTURAL ENGINEER.

WOOD

1. ALL HEADERS, BEAMS, POSTS, ETC. HAVE BEEN DESIGNED TO SUPPORT ROOF FRAMING MEMBERS AS SHOWN ON ROOF FRAMING PLAN. IT IS THE RESPONSIBILITY OF THE TRUSS MFG. TO NOTIFY E.O.R. OF ANY DISCREPANCY & PROVIDE FINAL TRUSS LAYOUT TO E.O.R. FOR STRUCTURAL PLAN REVISION IF LAYOUT VARIES FROM THAT

SHOWN ON THIS PLAN SET.

1.1. ALL DECK JOISTS HEREIN SHOWN AS 16" O.C. OR GREATER ARE INTENDED FOR 2 X 6 OR 5/4 X 6 WOOD DECKING. IT IS THE CONTRACTORS RESPONSIBILITY, IF USING COMPOSITE DECKING TO INSTALL DECK

JOISTS @ 12" O.C. OR AS REQUIRED BY MANUFACTURERS SPECIFICATIONS.

2. STRUCTURAL GLUED LAMINATED TIMBER SHALL BE PRODUCED IN ACCORDANCE WITH THE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC). MINIMUM ALLOWABLE BENDING STRESS SHALL BE 2,400 PSI (DRY

CONDITIONS).

3. PROVIDE DRESSED SEASONED LUMBER, S4S, WITH A MAXIMUM MOISTURE CONTENT OF 19% AT TIME OF

DRESSING AS LISTED BELOW.

3.1. INTERIOR AND EXTERIOR LOAD-BEARING WALLS:

SPRUCE PINE FUR (SPF) U.N.O.

3.2. LINTELS, FLOOR JOISTS AND BEAMS:

SOUTHERN PINE (S.P.), NO. 2 GRADE.

3.3. WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE FOUNDATION GRADE PRESSURE-TREATED.

USE GALVANIZED NAILS IN PRESSURE-TREATED WOOD. THE PROTECTIVE COATING ON LIGHT GAUGE STEEL CONNECTIONS IN CONTACT w/ PRESSURE-TREATED WOOD SHALL BE IN ACCORDANCE WITH THE

CONNECTOR MANUFACTURERS RECOMMENDATIONS.

4. ENGINEERED LUMBER PRODUCTS

4.1. PARALLEL STRAND LUMBER (PSL) SHALL HAVE THE FOLLOWING MINIMUM ALLOWABLE STRESSES AND

PROPERTIES:

ALLOWABLE BENDING STRESS FB = 2900 PSI

COMPRESSION PERPENDICULAR TO GRAIN FC┴ = 750 PSI

COMPRESSION PARALLEL TO GRAIN F

C││

= 2900 PSI

HORIZONTAL SHEAR FV = 290 PSI

MODULUS OF ELASTICITY E = 2,000,000 PSI

4.2. LAMINATED VENEER LUMBER (LVL) SHALL HAVE THE FOLLOWING MINIMUM ALLOWABLE STRESSES AND

PROPERTIES:

ALLOWABLE BENDING STRESS FB = 2600 PSI

COMPRESSION PERPENDICULAR TO GRAIN FC┴ = 750 PSI

COMPRESSION PARALLEL TO GRAIN F

C││

= 2510 PSI

HORIZONTAL SHEAR FV = 285 PSI

MODULUS OF ELASTICITY E = 2,000,000 PSI

4.3. LAMINATED STRAND LUMBER (LSL) SHALL HAVE THE FOLLOWING MINIMUM ALLOWABLE STRESSES AND

PROPERTIES:

ALLOWABLE BENDING STRESS FB = 1700 PSI

COMPRESSION PERPENDICULAR TO GRAIN FC┴ = 710 PSI

COMPRESSION PARALLEL TO GRAIN F

C││

= 1835 PSI

HORIZONTAL SHEAR FV = 425 PSI

MODULUS OF ELASTICITY E = 1,300,000 PSI

4.4. GLULAM BEAMS (GLU) SHALL HAVE THE FOLLOWING MINIMUM ALLOWABLE STRESSES AND PROPERTIES:

ALLOWABLE BENDING STRESS FB = 3000 PSI

COMPRESSION PERPENDICULAR TO GRAIN FC┴ = 805 PSI

TENSION PARALLEL TO GRAIN F

T││

= 1350 PSI

HORIZONTAL SHEAR FV = 300 PSI

MODULUS OF ELASTICITY E = 2,100,000 PSI

4.5. PRESERVED GLULAM BEAMS (GLU) SHALL HAVE THE FOLLOWING MINIMUM ALLOWABLE STRESSES AND

PROPERTIES:

ALLOWABLE BENDING STRESS FB = 2400 PSI

COMPRESSION PERPENDICULAR TO GRAIN FC┴ = 740 PSI

HORIZONTAL SHEAR FV = 300 PSI

MODULUS OF ELASTICITY E = 1,800,000 PS

5. CONNECTIONS

5.1. CONNECTIONS FOR STRUCTURAL TIMBER SHALL BE GALVANIZED STRONG TIE CONNECTORS BY THE

SIMPSON COMPANY OR APPROVED EQUAL. CONNECTORS SHALL FOLLOW MANUF. CORROSION

PROTECTION RECOMMENDATIONS.

5.2. THE NUMBER OF FASTENERS PER CONNECTION SHALL BE THE MAX. ALLOWED FOR THAT PARTICULAR

FASTENER.

STRUCTURAL LOADS:

SUPERIMPOSED DEAD LOADS (COMMERCIAL CONSTRUCTION):

DECK 15 PSF

SUPERIMPOSED LIVE LOADS (COMMERCIAL CONSTRUCTION):

DECK 100 PSF

WIND LOADS AS SPECIFIED BY ASCE 7-22 (LRFD):

ULTIMATE WIND SPEED 140 MPH

NOMINAL WIND SPEED 108 MPH

STRUCTURAL CATEGORY II

EXPOSURE CATEGORY D

INTERNAL PRESSURE COEFFICIENT 0.18 ±

IMPACT GLASS WINDOWS & DOORS REQ'D

CERTIFICATION

THE STRUCTURE SHOWN ON THESE PLANS IS DESIGNED IN ACCORDANCE WITH FLORIDA BUILDING

CODE 8TH EDITION (2023).

ABBREVIATIONS

CONC. = CONCRETE

WWM = WELDED WIRE MESH

CONT. = CONTINUOUS

CMU = CONCRETE MASONRY UNIT

P.T. = PRESSURE TREATED

N.T.S. = NOT TO SCALE

BTW. = BETWEEN

E.O.R. = ENGINEER OF RECORD

N.T.S. = NOT TO SCALE

BTM. = BOTTOM

C.I.P. = CAST IN PLACE

S.S. = STAINLESS STEEL

TYP. = TYPICAL

REQ'D = REQUIRED

SIM. = SIMILAR U.N.O. = UNLESS NOTED OTHERWISE

LOC. = LOCATION L.B.W. = LOAD BEARING WALL

H.C.A. = HEADED CONCRETE ANCHOR MFG. = MANUFACTURER

GENERAL

1. THE OWNER/CONTRACTOR SHALL VERIFY AND BE RESPONSIBLE FOR ALL FINAL DIMENSIONS, PRIOR TO START.

2. THE CONTRACTOR SHALL COORDINATE ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, AND CIVIL WORKS DOCUMENTS WITH THE STRUCTURAL CONTRACT DOCUMENTS. NOTIFICATION SHALL BE MADE TO THE ENGINEER OF

RECORD OF ANY CONFLICT AND/OR OMISSIONS.

3. FOR DIMENSIONS NOT SHOWN ON THE STRUCTURAL CONTRACT DOCUMENTS, SEE THE ARCHITECTURAL PLANS.

4. THE CONTRACTOR SHALL VERIFY EXISTING SITE CONDITIONS, DIMENSIONS, AND ELEVATIONS PRIOR TO STARTING WORK.

THE ENGINEER SHALL BE NOTIFIED IN WRITING OF ANY DISCREPANCIES IN EXISTING SITE CONDITIONS, DIMENSIONS, OR

ELEVATIONS TO THOSE SHOWN IN THE STRUCTURAL CONTRACT DOCUMENTS.

5. THE REVIEW OF SUBMITTALS AND/OR SHOP DRAWINGS BY THE ENGINEER DOES NOT RELIEVE THE CONTRACTOR OF THE SOLE RESPONSIBILITY TO REVIEW AND CHECK SHOP DRAWINGS PRIOR TO SUBMITTAL TO THE ENGINEER. THE CONTRACTOR REMAINS SOLELY RESPONSIBLE FOR ERRORS AND OMISSIONS ASSOCIATED WITH THE PREPARATION OF SHOP DRAWINGS AS THEY PERTAIN TO MEMBER SIZES, DETAILS, AND DIMENSIONS SPECIFIED IN THE CONTRACT DOCUMENTS. THE CONTRACTOR ALSO SHALL BE RESPONSIBLE FOR MEANS, METHOD, TECHNIQUES, SEQUENCES, AND PROCEDURES OF CONSTRUCTION INCLUDING BUT NOT LIMITED TO DEMOLITION PROCEDURES AND TEMPORARY SHORING.

6. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE DESIGN, CONSTRUCTION, AND ERECTION OF SAFE AND ADEQUATE BRACING, SHORING, TEMPORARY SUPPORTS, ETC. REQUIRED FOR STABILITY OF THE STRUCTURE DURING ALL

INTERMEDIATE STAGES OF CONSTRUCTION AND/OR DEMOLITION.

7. IN NO CASE SHALL STRUCTURAL ALTERATIONS OR WORK AFFECTING A STRUCTURAL MEMBER BE MADE, UNLESS

APPROVED BY THE ENGINEER OF RECORD IN WRITING.

8. NO PROVISION OF ANY REFERENCED STANDARD SPECIFICATION, MANUAL OR CODE (WHETHER OR NOT SPECIFICALLY INCORPORATED BY REFERENCE IN THE CONTRACT DOCUMENTS) SHALL BE EFFECTIVE TO CHANGE THE DUTIES AND RESPONSIBILITIES OF OWNER, CONTRACTOR, ENGINEER, SUPPLIER, OR ANY OF THEIR CONSULTANTS, AGENTS, OR EMPLOYEES FROM THOSE SET FORTH IN THE CONTRACT DOCUMENTS. NOR SHALL IT BE EFFECTIVE TO ASSIGN TO THE STRUCTURAL ENGINEER OF RECORD OR ANY OF THE STRUCTURAL ENGINEER OF RECORD'S CONSULTANTS, AGENTS, OR EMPLOYEES ANY DUTY OR AUTHORITY TO SUPERVISE OR DIRECT THE FURNISHING OR PERFORMANCE OF THE WORK OR ANY DUTY OR AUTHORITY TO UNDERTAKE RESPONSIBILITIES CONTRARY TO THE PROVISIONS OF THE CONTRACT

DOCUMENTS.

9. CONTRACT DOCUMENTS INCLUDE, BUT ARE NOT LIMITED TO, THE STRUCTURAL DOCUMENTS (DRAWINGS AND SPECIFICATIONS), BUT DO NOT INCLUDE SHOP DRAWINGS, VENDOR DRAWINGS, OR MATERIAL PREPARED AND SUBMITTED

BY THE CONTRACTOR.

10. REFERENCE TO STANDARD SPECIFICATIONS OF ANY TECHNICAL SOCIETY, ORGANIZATION, OR ASSOCIATION OR TO CODES OF LOCAL OR STATE AUTHORITIES, SHALL MEAN THE LATEST STANDARD, CODE, SPECIFICATION OR TENTATIVE SPECIFICATION ADOPTED AT THE DATE OF TAKING BIDS, UNLESS SPECIFICALLY STATED OTHERWISE.

11. CONTRACT DOCUMENTS SHALL GOVERN IN THE EVENT OF A CONFLICT WITH THE CODE OF PRACTICE OR SPECIFICATIONS OF ACI, PCI, AISC, SJI OR OTHER STANDARDS. WHERE A CONFLICT OCCURS WITHIN THE CONTRACT DOCUMENTS, THE

STRICTEST REQUIREMENT SHALL GOVERN.

12. MATERIAL, WORKMANSHIP, AND DESIGN SHALL CONFORM TO THE REFERENCED BUILDING CODE.

13. CONTRACTOR SHALL OBTAIN AND COORDINATE EDGE OF SLAB DIMENSIONS, OPENING LOCATIONS AND DIMENSIONS, DEPRESSED SLAB LOCATIONS AND EXTENTS, SLAB SLOPES, CURB LOCATIONS, AND CMU WALL LOCATIONS.

ARCHITECT/STRUCTURAL ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCY OR OMISSION.

14. CONTRACTOR HAS SOLE RESPONSIBILITY FOR MEANS, METHODS, SAFETY, TECHNIQUES, SEQUENCES, AND PROCEDURES

OF CONSTRUCTION.

15. CONTRACTOR HAS SOLE RESPONSIBILITY TO COMPLY WITH ALL OSHA REGULATIONS.

16. REPRODUCTION OF STRUCTURAL DRAWINGS FOR SHOP DRAWINGS IS NOT PERMITTED. ELECTRONIC DRAWING FILES WILL

NOT BE PROVIDED TO THE CONTRACTOR.

17. SUBMIT SHOP DRAWINGS WHICH ADEQUATELY DEPICT THE STRUCTURAL ELEMENTS AND CONNECTIONS SHOWN IN THE CONTRACT DOCUMENTS. SHOP DRAWINGS SHALL BE SEALED BY ENGINEER LICENSED IN THE PROJECT STATE. REVIEW OF SHOP DRAWINGS SHALL BE FOR CONFORMANCE WITH THE CONTRACT DOCUMENTS REGARDING ARRANGEMENT AND SIZES OF MEMBERS AND THE CONTRACTOR'S INTERPRETATION OF THE DESIGN LOADS AND CONTRACT DOCUMENT DETAILS. REVIEW OF SUBMITTALS OR SHOP DRAWINGS BY THE ARCHITECT/STRUCTURAL ENGINEER DOES NOT RELIEVE THE CONTRACTOR OF THE SOLE RESPONSIBILITY TO REVIEW AND CHECK ALL SUBMITTALS AND SHOP DRAWINGS BEFORE SUBMITTING TO THE STRUCTURAL ENGINEER. REVIEW OF SUBMITTALS OR SHOP DRAWINGS BY THE ARCHITECT/STRUCTURAL ENGINEER DOES NOT RELIEVE THE CONTRACTOR OF FULL RESPONSIBILITY FOR COMPLIANCE WITH THE CONTRACT DOCUMENTS. CONTRACTOR REMAINS SOLELY RESPONSIBLE FOR ERRORS AND OMISSIONS ASSOCIATED WITH THE PREPARATION OF SHOP DRAWINGS AS THEY PERTAIN TO MEMBER SIZES, DETAILS, AND DIMENSIONS SPECIFIED IN THE CONTRACT DOCUMENTS. SHOP DRAWINGS SHALL BE SEALED BY ENGINEER LICENSED IN

PROJECT STATE.

18. WHERE A SECTION OR DETAIL IS SHOWN OR DETAILED FOR ONE CONDITION, IT SHALL APPLY TO ALL SIMILAR AND LIKE CONDITIONS. DETAILS LABELED "TYPICAL" ON THE STRUCTURAL DRAWINGS APPLY TO ALL SITUATIONS OCCURRING ON THE PROJECT THAT ARE THE SAME OR SIMILAR. THE CONTRACTOR SHALL CONSIDER ALL OF THE CONTRACT DOCUMENTS

IN DETERMINING SIMILAR AND LIKE CONDITIONS.

19. ALL FLASHING AND WATERPROOFING BY CONTRACTOR.

20. ALL ADA REQUIREMENTS SHALL BE ADHERED (IF APPLICABLE) TO AND MAY NOT BE SHOWN ON THESE PLANS IN ITS

ENTIRETY.

21. PLANS DO NOT INCLUDE ANY FIRE ESCAPE PLAN, FIRE SPRINKLER, OR FIRE RELATED DESIGN ASPECTS, U.N.O..

OWNER/CONTRACTOR SHALL PROVIDE APPLICABLE FIRE PROTECTION DESIGN/DOCUMENTS NOT SHOWN ON THIS PLAN

SET.

22. OWNER/CONTRACTOR SHALL BE RESPONSIBLE FOR ALL THRESHOLD INSPECTION REQUIREMENTS (IF APPLICABLE).

23. ATTACH STAIR STRINGERS & LANDING FRAMING TO STAIRWELL STUD FRAMING w/ (2) SIMPSON SDWC15600 @ 16" O.C.

24. INSTALL LATERAL BRACING AT GABLE END TRUSS AS SPECIFIED BY TRUSS MANUFACTURER.

CODE DESIGN

1. WIND LOADS: SEE TABLE

ESTIMATED DEFLECTIONS (IN INCHES) ARE AS FOLLOWS:

LIVE LOAD DEAD + LIVE LOAD

ROOF MEMBERS: L/240 OR < 1" L/180

FLOOR MEMBERS: L/360 OR < 12" L/240

WHERE, L = SPAN LENGTH (IN INCHES) BETWEEN CENTERLINES OF SUPPORTS. (FOR CANTILEVERS, L IS TWICE

THE LENGTH OF THE CANTILEVER.)

FOUNDATION

1. FOUNDATION DESIGN IS BASED ON AN ASSUMED ALLOWABLE BEARING PRESSURE OF 2000 PSF. STRUCTURAL ENGINEER

IS NOT RESPONSIBLE FOR SUBSURFACE CONDITIONS ENCOUNTERED IN THE FIELD DIFFERENT FROM THOSE ASSUMED

FOR DESIGN.

2. ALL FOUNDATION BEARING SOIL SHALL BE COMPACTED TO 98% STANDARD PROCTOR OR 95% MODIFIED PROCTOR AS

SPECIFIED BY AASHTO T-99 AND AASHTO T-180, RESPECTIVELY.

3. UNLESS OTHERWISE NOTED, ALL CONSTRUCTION JOINTS SHALL BE CONSTRUCTED w/ 3/4" X 3/4" (MIN.) KEY WAY. ALL SURFACES SHALL BE CLEANED BEFORE PLACEMENT OF ADJACENT CONCRETE. CONTRACTION JOINTS / SAW CUTS SHALL BE INSTALLED AT 10' O.C. EACH WAY OR NO GREATER THAN 30 TIMES THE SLAB THICKNESS (LESSER OF THE TWO) AND SHALL BE A MINIMUM OF 1/8" WIDE AND TO A DEPTH OF 25% OF THE SLAB THICKNESS (MIN.) UNLESS OTHERWISE NOTED.

ALL CONCRETE SLABS LOCATED WITHIN VE FLOOD ZONES SHALL BE SCORED IN 25 SQ. FT. SECTIONS (MAXIMUM). REFER TO F.D.E.P. PERMIT DRAWINGS FOR ALL CONCRETE SLABS LOCATED SEAWARD OF THE COASTAL CONSTRUCTION

CONTROL LINE.

4. STRUCTURAL TESTING/INSPECTION AGENCY SHALL CERTIFY THE BEARING MEDIUM BEFORE STARTING CONSTRUCTION.

5. NO FOOTINGS SHALL BE PLACED IN WATER.

6. ANY SOIL CONDITION ENCOUNTERED DURING EXCAVATION THAT IS CONTRARY TO THE CONDITIONS USED FOR DESIGN OF FOOTINGS AS OUTLINED IN THESE NOTES OR ON THE DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE

ARCHITECT OR ENGINEER OF RECORD BEFORE PROCEEDING.

7. BACK FILL BOTH SIDES OF FOUNDATION WALLS AT SAME TIME TO PREVENT OVERTURNING.

CONCRETE MASONRY

1. CONCRETE MASONRY WORK SHALL CONFORM TO ACI 530, BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES

AND ACI 530.1, SPECIFICATION FOR MASONRY STRUCTURES.

2. MINIMUM COMPRESSIVE STRENGTH OF CONCRETE MASONRY SHALL BE F'M = 1,500 PSI.

3. MORTAR SHALL COMPLY WITH THE BUILDING CODE REQUIREMENTS FOR CONCRETE MASONRY AND SHALL BE OF THE

FOLLOWING TYPE:

WALLS BELOW GRADE TYPE M OR S

4. CONCRETE MASONRY UNITS SHALL BE GROUTED WITH 2,500 PSI COARSE GROUT AS SHOWN IN THE STRUCTURAL

DOCUMENTS. GROUT SHALL CONFORM TO ASTM C476.

5. PROVIDE HORIZONTAL JOINT REINFORCEMENT WITH NO.

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