Attach-2-Drawings.pdf

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METRIC CONVERSION TABLES

INCHES

CENTIMETERS

2.54 5.08 7.62 10.16 12.70 15.24 17.78 20.32 22.86

FEET

METERS

0.305 0.610 0.914 1.219 1.524 1.829 2.134 2.438 2.743

MILES

KILOMETERS

1.609 3.219 4.828 6.437 8.047 9.656 11.265 12.875 14.484

CENTIMETERS

METERS

KILOMETERS

INCHES

0.934 0.787 1.181 1.574 1.969 2.362 2.756 3.150 3.543

FEET

3.281 6.562 9.843 13.123 16.404 19.6805 22.966 26.247 29.528

MILES

0.621 1.243 1.864 2.485 3.107 3.728 4.350 4.971 5.592

PROJECT

LOCATION

LOCATION MAP

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LEE ROAD - COVER

SHEET

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CONSTRUCTION DOCUMENTS

FEBRUARY 25, 2022

ARCHITECTURAL GRAPHIC

SCALES

ENGINEERING GRAPHIC

SCALES

32'16'8'0'

SCALE: 1/16"=1'-0"

24'16'8'0'

SCALE: 3/32"=1'-0"

16'8'4'0'

SCALE: 1/8"=1'-0"

12'8'4'0'

SCALE: 3/16"=1'-0"

8'4'2'0'

SCALE: 1/4"=1'-0"

6'4'2'0'

SCALE: 3/8"=1'-0"

4'2'1'0'

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

3'2'1'0'

SCALE: 3/4"=1'-0"

2'1'6"0'

SCALE: 1"=1'-0"

9"6"3"0'

SCALE: 3"=1'-0"

ARM LOXAHATCHEE NATIONAL

WILDLIFE REFUGE

L-40 OBSERVATION TOWER

0 1.3 m 2.5 m 5.0 m

SCALE: 1:100

0 12.5 m 25.0 m 50.0 m

SCALE: 1:1000

0 0.1 m 0.3 m 0.5 m

SCALE: 1:10

BOYNTON BEACH, FLORIDA

SOUTH ATLANTIC-GULF & MISSISSIPPI BASIN REGION

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ABBREVIATIONS

O

OC - ON CENTER

OD - OUTSIDE DIAMETER

OPNG - OPENING

OPP - OPPOSITE

OPH - OPPOSITE HAND

OA - OVERALL

P

PR - PAIR

PSF - POUNDS PER SQUARE FOOT

PNL - PANEL

PL OR ⅊ - PLATE

PREFIN - PREFINISH

PRMLD - PREMOLDED

PART - PARTIAL

R

REINF - REINFORCED

REQ - REQUIRE

REQD - REQUIRED

REFL - REFLECT

REPL - REPLACE

R - RISER/RADIUS

RND - ROUND

RO - ROUGH OPENING

S

SCHED - SCHEDULE

SGL - SINGLE

SECT - SECTION

SHT - SHEET

SIM - SIMILAR

SPEC(S) - SPECIFICATIONS

SF - SQUARE FOOT(FEET)

SQ - SQUARE

SQ IN - SQUARE INCH

ST - STREET, STAIRS

STD - STANDARD

STL - STEEL

STR - STRUCTURAL

SST - STAINLESS STEEL

SUSP - SUSPEND, SUSPENDED

G

GALV - GALVANIZED

GA - GAUGE

GEN - GENERAL

GOV'T - GOVERNMENT

H

HC - HANDICAP

HNDRL - HANDRAIL

HDR - HEADER

HGT - HEIGHT

HORIZ - HORIZONTAL

HR - HOUR

H - HIGH

I

INSTL - INSTALL

INV - INVERT

IBC - INTERNATIONAL BUILDING CODE

J

JT - JOINT

JST - JOIST

L

LRG - LARGE

LT GA - LIGHT GAGE

LOC - LOCATION

M

MFR - MANUFACTURER

MAX - MAXIMUM

MIN - MINIMUM

MISC - MISCELLANEOUS

MTL - METAL

MOD - MODEL, MODIFY

N

N - NORTH

NA - NOT APPLICABLE

NIC - NOT IN CONTRACT

NO - NUMBER

NOM - NOMINAL

NTS - NOT TO SCALE

D

D - DEEP

DBL - DOUBLE

DET - DETAIL

DEG - DEGREE

DEMO - DEMOLITION

DIAG - DIAGONAL

DIM - DIMENSION

DUPL - DUPLICATE

DIST - DISTANCE

DN - DOWN

DS - DOW N SPOUT

DWG - DRAW ING

E

EA - EACH

EW - EACH WAY

EL - ELEVATION

EJ - EXPANSION JOINT

ELEC - ELECTRICAL, ELECTRIC

ENGR - ENGINEER

ENVIR - ENVIRONMENT

EQ - EQUAL

EQUIP - EQUIPMENT

ETC - ETCETERA, AND SO FORTH

EXIST - EXISTING

EXP - EXPANSION, EXPAND

EXT - EXTERIOR

F

FIN FLR - FINISH FLOOR

FF EL - FINISH FLOOR ELEVATION

FSTNR - FASTENER

FT - FEET

FRMG - FRAMING

FLASH - FLASHING

FIN - FINISH

FLR - FLOOR

FDTN - FOUNDATION

A

AB - ANCHOR BOLT

ABBRV - ABBREVIATION

ACC - ACCESSIBLE

ADDM - ADDENDUM

AFF - ABOVE FINISH FLOOR

ADJ - ADJUSTABLE, ADJACENT

ALUM - ALUMINUM

& - AND

@ - AT

ARCH - ARCHITECT(URAL)

ALT - ALTERNATE

ASWG - AMERICAN STEEL WIRE GAUGE

ADA - AMERICAN WITH DISABILITIES ACT

∠ - ANGLE

ANOD - ANODIZE

APPROX - APPROXIMATE

B

BM - BEAM

BMS - BEAMS

BRG - BEARING

BRG PL - BEARING PLATE

BLDG - BUILDING

BLW - BELOW

BTWN - BETWEEN

BS - BOTH SIDES

BW - BOTH WAYS

BOT - BOTTOM

BDRY - BOUNDARY

BLDG - BUILDING

BAT - BATTEN, BATTERY

C

CEM - CEMENT

CTR - CENTER

CJ - CONSTRUCTION JOINT, CONTROL JOINT

COV - COVER

CIR - CIRCLE

CL. ℄ - CENTER LINE

C TO C - CENTER TO CENTER

CLR - CLEAR

COL - COLUMN

CONC - CONCRETE

CONT - CONTINUOUS

COTR - CONTRACTING OFFICER'S TECHNICAL

REPRESENTATIVE

CONST - CONSTRUCTION

COORD - COORDINATE

CTG - COATING

U

UON - UNLESS OTHERWISE NOTED

UNO - UNLESS NOTED OTHERWISE

V

VAR - VARIES

VEST - VESTIBULE

VERT - VERTICAL

VIF - VERIFY IN FIELD

W

WWF - WELDED WIRE FABRIC

W - WIDE

WB - WOOD BASE

WF - WIDE FLANGE

W/ - WITH

W/O - WITHOUT

WR - WATER RESISTANT

WP - WORK POINT

T

T - TREAD

THRESD - THRESHOLD

TC - TOP OF CURB

TEMP - TEMPORARY

TOB - TOP OF BEAM

TOC - TOP OF CONCRETE

TOF - TOP OF FLOOR

TOS - TOP OF SLAB, TOP OF STEEL

TYP - TYPICAL

XX

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XX

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1st FLOOR

EL. XX'-0"

FLOOR ELEVATION TARGET

OR TOP OF MATERIAL

DESIGNATION

BUILDING DATUM

ELEVATION

TITLE NAME

SCALE:

XX

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SECTION NUMBER

REFERENCE

SHEET NUMBER

DRAWING SYMBOLS

DETAIL NUMBER

REFERENCE

SHEET NUMBER

SECTION

INDICATOR

XX

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ELEVATION

NUMBER

REFERENCE

SHEET NUMBER

ELEVATION

INDICATOR

XX

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DETAIL NUMBER

REFERENCE

SHEET NUMBER

DETAIL SECTION

INDICATOR

X

XXX

DETAIL

INDICATOR

INTERIOR

ELEVATION

INDICATOR

DRAWING

ELEVATION IS

SHOWN

ELEVATION NUMBER

NORTH

ARROW

PLAN

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LEE ROAD - SHEET INDEX,

SYMBOLS, &

ABBREVIATIONS

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INDEX OF DRAWINGS

SHEET NUMBER SHEET NAME

G-001 LEE ROAD - COVER SHEET

G-002 LEE ROAD - SHEET INDEX, SYMBOLS, & ABBREVIATIONS

1 SPECIFIC PURPOSE SURVEY

C-001 LEE ROAD - ABBREVIATIONS, LEGEND, AND NOTES

C-002 LEE ROAD - VICINITY AND LOCATIONS MAPS

C-101 LEE ROAD - EXISTING CONDITIONS AND DEMOLITION PLAN

C-102 LEE ROAD - SITE PLAN

S-000 LEE ROAD - 3-DIMENSIONAL VIEW

S-001 LEE ROAD - STRUCTURAL GENERAL NOTES

S-002 LEE ROAD - SPECIAL INSPECTIONS

S-003 LEE ROAD - SPECIAL INSPECTIONS

S-100 FOUNDATION PLAN

S-101 LEE ROAD - TRANSFER LEVEL PLAN

S-102 LEE ROAD - RAMP PLAN

S-103 LEE ROAD - FIRST & SECOND FLOOR FRAMING PLANS

S-104 LEE ROAD - STAIR LANDING FRAMING

S-201 LEE ROAD - ELEVATIONS

S-202 LEE ROAD - ELEVATIONS

S-203 LEE ROAD - RAMP ELEVATIONS

S-204 LEE ROAD - RAMP ELEVATIONS

S-301 LEE ROAD - STRUCTURAL SECTIONS

S-302 LEE ROAD - STRUCTURAL SECTIONS

S-303 LEE ROAD - STAIR SECTIONS

S-304 LEE ROAD - STRUCTURAL FRAMING SECTIONS

S-305 LEE ROAD - STRUCTURAL FRAMING SECTIONS

S-306 LEE ROAD - TRANSFER SECTIONS

S-307 LEE ROAD - TRANSFER SECTIONS

S-308 LEE ROAD - TRANSFER SECTIONS

S-309 LEE ROAD - TRANSFER SECTIONS

S-310 STRUCTURAL SECTIONS & DETAILS

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P H O N E 1) -3

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EOP

AutoCAD SHX Text

EOP

AutoCAD SHX Text

EOP

AutoCAD SHX Text

EOP

AutoCAD SHX Text

CONC SLAB

AutoCAD SHX Text

POSTED SIGN PARKING

AutoCAD SHX Text

TIMBER WALK

AutoCAD SHX Text

CONC WALK

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CONC WALK

AutoCAD SHX Text

TIMBER WALK

AutoCAD SHX Text

CONC WALK

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TIMBER WALK

AutoCAD SHX Text

TIMBER WALK

AutoCAD SHX Text

CONC SLAB

AutoCAD SHX Text

CONC SLAB

AutoCAD SHX Text

GUARD RAIL

AutoCAD SHX Text

SWING GATE

AutoCAD SHX Text

GUARD RAIL

AutoCAD SHX Text

POSTED SIGN TRAFFIC

AutoCAD SHX Text

OBSERVATION DECK

AutoCAD SHX Text

POSTED SIGN PARKING

AutoCAD SHX Text

BENCH MARK (3" CONC DISK) STAMPED "1-40-14" ELEVATION 22.72' (NAVD-88)

AutoCAD SHX Text

EDGE OF WATER (15.2' NAVD) 11/16/2020

AutoCAD SHX Text

TOP OF BANK

AutoCAD SHX Text

TOP OF BANK

AutoCAD SHX Text

GRASS

AutoCAD SHX Text

EDGE OF WATER (15.2' NAVD) 11/16/2020

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OF SHEETS

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JOB #

AutoCAD SHX Text

SHT.NO.

AutoCAD SHX Text

SCALE

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DRAWN BY

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F.B./ PG.

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DATE

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REVISIONS

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FILE NAME

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DATE

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BY

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AS SHOWN

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AutoCAD SHX Text

ELEC

AutoCAD SHX Text 11/30/20

AutoCAD SHX Text

SC

AutoCAD SHX Text

9135 BID ITEM 4 NAVD

AutoCAD SHX Text SPECIFIC PURPOSE SURVEY A PORTION OF SECTION 1, TOWNSHIP 46 SOUTH, RANGE 41 EAST PALM BEACH COUNTY, FLORIDA

AutoCAD SHX Text

SURVEY

AutoCAD SHX Text

NORTH

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LOCATION MAP (NTS) PALM BEACH COUNTY, FLORIDA

AutoCAD SHX Text

SITE

AutoCAD SHX Text

L-40 CANAL

AutoCAD SHX Text

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INTENDED TO BE DISPLAYED AT

AutoCAD SHX Text

THE ABOVE SCALE OR SMALLER

AutoCAD SHX Text

HORIZONTAL SCALE: 1" = 10'

AutoCAD SHX Text 5'

AutoCAD SHX Text 10'

AutoCAD SHX Text 20'

AutoCAD SHX Text

NORTH

AutoCAD SHX Text

LEE ROAD

AutoCAD SHX Text

SPECIFIC PURPOSE SURVEY, US FISH AND WILDLIFE SERVICE (BID ITEM #3)

AutoCAD SHX Text SURVEY NOTES: 1. REFER TO CAULFIELD AND WHEELER, INC. PROJECT NUMBER 9135 REFER TO CAULFIELD AND WHEELER, INC. PROJECT NUMBER 9135 2. THIS IS NOT A BOUNDARY SURVEY THIS IS NOT A BOUNDARY SURVEY 3. THIS SPECIFIC PURPOSE SURVEY WAS CONDUCTED NOVEMBER 16TH, 2020 AND PREFORMED TO PROVIDE CERTAIN LOCATIONS IN THE THIS SPECIFIC PURPOSE SURVEY WAS CONDUCTED NOVEMBER 16TH, 2020 AND PREFORMED TO PROVIDE CERTAIN LOCATIONS IN THE VICINITY OF THE LOXAHATCHEE NATIONAL WILDLIFE REFUGE, PALM BEACH COUNTY, FLORIDA AS DIRECTED BY THE CLIENT AND DEPICTED ON THE SURVEY MAP. 4. THE HORIZONTAL DATUM FOR THIS PROJECT REFERENCES THE FLORIDA EAST ZONE (901), TRANSVERSE MERCATOR PROJECTION OF THE THE HORIZONTAL DATUM FOR THIS PROJECT REFERENCES THE FLORIDA EAST ZONE (901), TRANSVERSE MERCATOR PROJECTION OF THE NORTH AMERICA DATUM OF 1983 (NAD 83/2007 ADJUSTMENT). COORDINATES PROVIDED ARE IN THE U.S. SURVEY FOOT UNIT OF MEASUREMENT. 5. THE VERTICAL DATUM REFERENCES THE NORTH AMERICA VERTICAL DATUM 1988 (NAVD-88) AND IS IN THE U.S. SURVEY FOOT UNIT OF THE VERTICAL DATUM REFERENCES THE NORTH AMERICA VERTICAL DATUM 1988 (NAVD-88) AND IS IN THE U.S. SURVEY FOOT UNIT OF MEASUREMENT. 6. PROJECT CONTROL: PROJECT CONTROL: 3" SURVEY DISK STAMPED STAMPED "1-40-14" STAMPED "1-40-14" N=787,578.62' E=910,685.62' ELEVATION=22.72' (NAVD-88) 7. THE VERTICAL AND HORIZONTAL DATA ARE RELATIVE TO FLORIDA DEPARTMENT OF TRANSPORTATION'S PERMANENT REFERENCE NETWORK THE VERTICAL AND HORIZONTAL DATA ARE RELATIVE TO FLORIDA DEPARTMENT OF TRANSPORTATION'S PERMANENT REFERENCE NETWORK 8. OTHER THAN THOSE SHOWN, NO BELOW GROUND IMPROVEMENTS OR FOUNDATIONS WERE LOCATED AS PART OF THIS SURVEY OTHER THAN THOSE SHOWN, NO BELOW GROUND IMPROVEMENTS OR FOUNDATIONS WERE LOCATED AS PART OF THIS SURVEY 9. THE INFORMATION DEPICTED HERON REPRESENTS THE RESULTS OF THE SURVEY ON THE DATE INDICATED AND CAN ONLY BE CONSIDERED AS INDICATING THE GENERAL CONDITIONS EXISTING AT THAT TIME. 9. LANDS SHOWN HEREON ARE NOT ABSTRACTED FOR RIGHTS OF WAY, EASEMENTS OWNERSHIPS, OR OTHER INSTRUMENTS OF RECORD, FURTHER THIS SURVEY DOES NOT IDENTIFY THE LIMITS OR EXTENT OF POTENTIAL JURISDICTIONAL BOUNDARIES. 10. THIS MAP IS NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL SEAL OF FLORIDA LICENSED SURVEYOR AND MAPPER. 11. ADDITIONS OR DELETIONS TO THIS REPORT OR REFERENCED DIGITAL FILES BY OTHER THAN THE SIGNING PARTY IS PROHIBITED WITHOUT WRITTEN CONSENT OF THE UNDERSIGNED. CERTIFICATION I HEREBY CERTIFY TO THE BEST OF MY KNOWLEDGE AND BELIEF THAT THIS SPECIFIC PURPOSE SURVEY MEETS REQUIREMENTS SET FORTH IN RULE 5J-17 (STANDARDS OF PRACTICE) ADOPTED BY THE FLORIDA BOARD OF PROFESSIONAL SURVEYORS AND MAPPERS, PURSUANT TO FLORIDA STATUTE 472.027 AS SURVEYED UNDER MY DIRECTION. DAVID P. LINDLEY, VICE PRESIDENT PROFESSIONAL LAND SURVEYOR, REGISTRATION NO. 5005 LICENSED BUSINESS NUMBER 3591 NOVEMBER 30TH, 2020

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LEE ROAD - ABBREVIATIONS,

LEGEND AND NOTES

1. ALL WORK MUST BE PERFORMED IN STRICT COMPLIANCE WITH THE MOST CURRENT APPLICABLE FEDERAL, STATE , AND LOCAL LAWS AND REGULATIONS, INCLUDING BUT NOT LIMITED TO, ENVIRONMENTAL PROTECTION AGENCY (EPA), OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION (OSHA), NATIONAL EMISSIONS STANDARDS FOR HAZARDOUS AIR POLLUTANTS (NESHAPS), AND NATIONAL INSTITUTE OF OCCUPATIONAL SAFETY AND HEALTH (NIOSH).

2. WHEN DURING THE COURSE OF CONSTRUCTION, ANY OBJECT OF AN UNUSUAL NATURE IS ENCOUNTERED, CEASE

WORK IN THAT AREA AND IMMEDIATELY NOTIFY THE CONTRACTING OFFICER.

3. DEMOLITION AND CONSTRUCTION OF THE PROJECT MUST NOT COMMENCE UNTIL THE APPROPRIATE EROSION AND

SEDIMENT CONTROL MEASURES ARE IN PLACE AS SPECIFIED ON THIS PLAN.

4. PROVIDE POSITIVE DRAINAGE AWAY FROM STRUCTURES IN ALL GRADED AREAS.

5. IF PORTABLE TOLIETS ARE NECESSARY FOR THE CONSTRUCTION OF THE PROJECT, LOCATE A MINIMUM OF 25 FEET

AWAY FROM THE NEAREST STORMWATER FEATURE (INLET, SWALE, POND, ETC.).

6. ALL SOLID WASTE, HAZARDOUS WASTE, AND HAZARDOUS MATERIALS MUST BE MANAGED IN ACCORDANCE WITH ALL

APPLICABLE FEDERAL, STATE, AND LOCAL ENVIRONMENTAL REGULATIONS.

7. ALL EXISTING UTILITIES MAY OR MAY NOT BE SHOWN IN THEIR EXACT LOCATION. CONTRACTOR TO VERIFY LOCATIONS

OF EXISTING UTILITIES PRIOR TO START OF DEMOLITION OR CONSTRUCTION.

8. REPAIR ANY ACTIVE UTILITIES DAMAGED DURING DEMOLITION OR CONSTRUCTION AND NOTIFY THE CONTRACTING

OFFICER OF THE DAMAGE.

9. LENGTHS OF LINES INDICATED ON THE DRAWINGS FOR UTILITY SYSTEMS ARE APPROXIMATE ONLY. DETERMINE THE EXACT AMOUNT OF PIPING REQUIRED TO FURNISH A COMPLETE WORKING SYSTEM IN ACCORDANCE WITH THE INTENT

OF THE DRAWINGS.

10. PHASE CONSTRUCTION IN ORDER TO MINIMIZE DISRUPTION TO UTILITIES DURING INSTALLATION, DEMOLITION, AND

REMOVAL.

11. CANAL CENTERLINE SHOWN BASED ON AHED CANALS AND STREAMS DATA SET DATED 01/22/2021 AND CANAL EDGE SHOWN BASED ON AHED WATERBODIES DATA SET DATED 01/22/2021 FROM THE SOUTH FLORIDA WATER MANAGEMENT DISTRICT GEOSPATIAL OPEN DATA WEBSITE AT HTTPS://GEO-SFWMD.HUB.ARCGIS.COM/. NO ACTUAL FIELD SURVEY

WAS PERFORMED TO LOCATE THESE FEATURES.

12. CANAL RIGHT OF WAY SHOWN BASED ON FIELD SURVEY INCLUDED ON SHEET V-001.

GENERAL CIVIL NOTES

THE PURPOSE OF THE EROSION CONTROL MEASURES SHOWN ON THESE PLANS IS TO

PRECLUDE THE TRANSPORT OF ALL WATERBORNE SEDIMENTS RESULTING FROM

CONSTRUCTION ACTIVITIES FROM ENTERING ONTO ADJACENT PROPERTIES OR STATE

WATERS. IF FIELD INSPECTION REVEALS THE INADEQUACY OF THE PLAN TO CONFINE

SEDIMENT TO THE PROJECT SITE, APPROPRIATE MODIFICATIONS WILL BE MADE TO

CORRECT ANY PLAN DEFICIENCIES.

1. THE CONTRACTOR MUST BE THOROUGHLY FAMILIAR WITH ALL APPROVED

PROCEDURES, WHICH MAY BE PERTINENT TO THE PROJECT. MAINTENANCE WILL

INCLUDE THE REPAIR OF MEASURES DAMAGED BY ANY SUBCONTRACTOR INCLUDING

THOSE OF THE PUBLIC UTILITY COMPANIES.

2. SEDIMENT CONTROL DEVICES NOT LOCATED IN PROPOSED FILL OR EXCAVATION

AREAS MUST BE CONSTRUCTED PRIOR TO ALL OTHER LAND DISTURBANCE.

3. SURFACE FLOWS OVER CUT AND FILL SLOPES MUST BE CONTROLLED BY REDIRECTING

FLOWS FROM TRAVERSING THE SLOPES.

4. SEDIMENT CONTROL MEASURES MAY REQUIRE MINOR FIELD ADJUSTMENTS AT THE

TIME OF CONSTRUCTION TO ENSURE THEIR INTENDED PURPOSE IS ACCOMPLISHED.

CONTRACTING OFFICER APPROVAL WILL BE REQUIRED FOR OTHER DEVIATION FROM

THE APPROVED PLANS.

5. TEMPORARY STOCKPILES OF SOIL / TOPSOIL EXCAVATED DURING SITE CONSTRUCTION

MUST BE KEPT ONSITE AT A TEMPORARY LOCATION IN ACCORDANCE WITH STATE AND

FEDERAL LAW.

6. TEMPORARY VEGETATIVE COVER MUST BE PROVIDED IN ALL AREAS WHICH ARE NOT

DESIGNATED FOR PAVING, UNDERGROUND UTILITIES, OR STRUCTURAL USES. SUCH

AREAS MUST NOT BE EXPOSED FOR PERIODS EXCEEDING 30 DAYS. TEMPORARY

VEGETATIVE COVER MAY BE ELIMINATED IN FAVOR OF FINAL VEGETATIVE COVER IF

CONSTRUCTION AND SEASONAL CONDITIONS PERMIT.

7. ALL AREAS DESIGNATED FOR PAVING, UNDERGROUND UTILITIES, AND STRUCTURAL

USE MUST BE COMPACTED, SEEDED, AND MULCHED AS SOON AS POSSIBLE BUT NOT

EXCEEDING 14 DAYS FOLLOWING INSTALLATION. NO MORE THAN 500' OF UTILITY

TRENCHES ARE TO BE OPEN AT ONE TIME.

8. THE TERM SEEDING, FINAL VEGETATIVE COVER OR STABILIZATION, ON THIS PLAN MUST

MEAN THE SUCCESSFUL GERMINATION AND ESTABLISHMENT OF A STABLE GRASS

COVER FROM A PROPERLY PREPARED SEEDBED CONTAINING THE SPECIFIED

AMOUNTS OF SEED, LIME, AND FERTILIZER. IRRIGATION MUST BE REQUIRED AS

NECESSARY TO ENSURE ESTABLISHMENT OF GRASS COVER.

9. INLET PROTECTION MUST BE PROVIDED FOR ALL CULVERTS AS SOON AS PRACTICAL.

10. BASE COURSE MATERIAL MUST BE PLACED IN ALL PAVED AREAS WITHIN 30 DAYS OF

FINAL GRADING.

11. TEMPORARY EROSION CONTROL MEASURES ARE NOT TO BE REMOVED UNTIL ALL

DISTURBED AREAS ARE STABILIZED. AFTER STABILIZATION IS COMPLETE, ALL

MEASURES MUST BE REMOVED WITHIN 30 DAYS. TRAPPED SEDIMENT MUST BE SPREAD

AND SEEDED.

12. SEED AND MULCH AND PROVIDE TOPSOIL TO ALL DISTURBED AREAS THAT WILL NOT BE

COVERED WITH PAVEMENT.

GENERAL EROSION AND SEDIMENT CONTROL NOTESABBREVIATIONS

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CBS CONCRETE BLOCK STRUCTURE

CLF CHAIN LINK FENCE

CLP CONCRETE LIGHT POLE

CMP CORRUGATED METAL PIPE

COE CORPS OF ENGINEERS

CONC CONCRETE

DE DRAINAGE EASEMENT

EOP EDGE OF PAVEMENT

EOW EDGE OF WATER

FH FIRE HYDRANT

INV INVERT

L LENGTH

LB LICENSED BUSINESS

LF LINEAR FEET

NAD-83 NORTH AMERICAN DATUM OF 1983

NAD-88 NORTH AMERICAN VERTICAL DATUM OF 1988

NGVD 29 NATIONAL GEODETIC VERTICAL DATUM OF 1929

NR NON RADIAL

NTS NOT TO SCALE

OHW OVERHEAD WIRES

ORB OFFICIAL RECORD BOOK

O/S BUILDING OFFSET

PBCR PALM BEACH COUNTY RECORDS

PG PAGE

PLS PROFESSIONAL LAND SURVEYOR

PP POWER POLE

R RADIUS

R/W RIGHT OF WAY

SFWMD SOUTH FLORIDA WATER

MANAGEMENT DISTRICT

SR STATE ROAD

TOB TOP OF BANK

TOE TOPE OF SLOPE

TYP TYPICAL

UE UTILITY EASEMENT

W WATER VALVE

Δ DELTA ANGLE

LEGEND AND SYMBOLS

TIMBER WALK

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TOP OF BANK

EDGE OF WATER

FENCE

TOE OF SLOPE

RIP-RAP

CONCRETE

BENCHMARK

EXISTING DESIGN

BOLLARD

SIGN

MAJOR CONTOURS

MINOR CONTOURS

CANAL CENTERLINE

sschad Image

© 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS

PROJECT SITE

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LEE ROAD - VICINITY AND

LOCATION MAPS

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VICINITY MAP

SCALE: 1" = 10,000'1 LOCATION MAP - PROJECT SITE

SCALE: 1" = 50'2

0 50' 100'

SCALE: 1" = 50'

IF THIS DRAWING IS REDUCED,

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10000'0 20000'

SCALE: 1" = 10000'

02/25/2022

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LEE ROAD - EXISTING

CONDITIONS AND

DEMOLITION PLAN

GENERAL PLAN NOTES

1. SEE SHEET C-001 FOR SITE NOTES, LEGENDS, AND

ABBREVIATIONS

2. EXISTING TOWER FOUNDATION TO REMAIN. CONCRETE

FOUNDATION MUST BE PROTECTED DURING

DEMOLITION FOR REUSE. ANY DAMAGE TO THE

FOUNDATION WILL BE THE RESPONSIBILITY OF THE

CONTRACTOR TO REPAIR. SEE STRUCTURAL

DRAWINGS FOR FURTHER INFORMATION.

WORK NOTES

DETAIL

1 REMOVE TIMBER WALK N/A

2 REMOVE OBSERVATION DECK N/A

3 REMOVE EXISTING OBSERVATION SCOPE

AND RETAIN FOR INSTALLATION ON NEW

OBSERVATION TOWER

N/A

4 RETAIN AND PROTECT EXISTING

CONCRETE FOUNDATIONS N/A

5 REMOVE ALL VEGETATION WITHIN 5 FEET

OF FOUNDATIONS AND ENSURE WORK

DOES NOT UNDERMINE OR DAMAGE

EXISTING FOUNDATIONS. IF UNDERMINING

OR DAMAGE OCCURS, NOTIFY THE

CONTRACTING OFFICER AND FIX

IMMEDIATELY AT NO COST TO THE OWNER.

N/A

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C-102

LEE ROAD - SITE PLAN

GENERAL PLAN NOTES

1. SEE SHEET C-001 FOR SITE NOTES, LEGENDS, AND

ABBREVIATIONS

WORK NOTES

DETAIL

1 RAMP AND TOWER S3-S101

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NOTE: CONTRACTOR IS RESPONSIBLE TO PROVIDE PROPER PROTECTION SUCH AS A TURBIDITY BARRIER, FENCING, AND WARNING SIGNAGE TO PROTECT ADJACENT PROPERTY/LEVEE FROM CONTAMINATION

OR HARM DUE TO CONSTRUCTION OPERATIONS.

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A. GENERAL

1. STRUCTURAL GENERAL NOTES ARE INTENDED TO HIGHLIGHT OR IN SOME CASES SUPPLEMENT

PROJECT SPECIFICATIONS. REFER TO THE PROJECT SPECIFICATIONS FOR COMPLETE WORK

COVERAGE.

2. THE DESIGN OF THE STRUCTURE COMPLIES WITH THE INTERNATIONAL BUILDING CODE 2018

AND FLORIDA BUILDING CODE 2020.

3. GRAVITY DESIGN LOADS ARE AS FOLLOWS:

A. DEAD LOADS

a. PLANK GRATING .....................................................................10 PSF

b. MISCELLANEOUS COMPONENTS.........................................5 PSF

B. LIVE LOADS

a. TYPICAL PLATFORM/RAMPS/STAIRS...................................100 PSF

b. HANDRAILS & GUARDRAILS

• TOP RAIL..................................50 PLF IN ANY DIRECTION AND 200 LB POINT LOAD IN ANY

DIRECTION NOT ACTING CONCURRENTLY

• INTERMEDIATE RAILS............50 LB HORIZONTAL NORMAL LOAD

• PANEL FILLERS.......................50 LB HORIZONTAL NORMAL LOAD ON ANY AREA NOT TO

EXCEED 12"X12"

4. IN ACCORDANCE WITH INTERNATIONAL BUILDING CODE’S SECTION 1607.4, THE FLOOR SYSTEM

IS DESIGNED TO WITHSTAND CONCENTRATED LOADS ASSUMED ACTING UNIFORMLY ON A 2-1/2

FEET SQUARE AREA AND LOCATED TO PRODUCE THE MAXIMUM EFFECT IN STRUCTURAL

MEMBERS.

5. LIVE LOADINGS HAVE BEEN REDUCED FOR ITEMS CARRYING MULTIPLE FLOORS (COLUMNS &

FOOTINGS), BUT NOT REDUCED FOR BEAMS AND PLANK GRATING DUE TO EXCEEDING 100 PSF

(REQUIREMENT IN ACCORDANCE WITH INTERNATIONAL BUILDING CODE 2018, SECTION

1607.9.1.)

6. THE DESIGN OF THE STRUCTURE TO RESIST SNOW LOADS IN ACCORDANCE WITH THE

INTERNATIONAL BUILDING CODE SECTION 1608 AND ASCE 7 CHAPTER 7. DESIGN INFORMATION

IS AS FOLLOWS

A. GROUND SNOW LOAD.................................................................Pg = 0 PSF B. FLAT ROOF/PLATFORM SNOW LOAD........................................Pf = 0 PSF

7. THE DESIGN OF THE STRUCTURE TO RESIST RAIN LOADS IN ACCORDANCE WITH

INTERNATIONAL BUILDING CODE’S SECTION 1611 AND ASCE 7 CHAPTER 8. THE RAIN INTENSITY, i, IS 4.04 IN/HR.

8. THE DESIGN OF THE STRUCTURE TO RESIST WIND PRESSURES IS IN ACCORDANCE WITH

INTERNATIONAL BUILDING CODE’S SECTION 1609.0, WHICH IS BASED ON ASCE 7, CHAPTER 26.

DESIGN INFORMATION IS AS FOLLOWS:

A. BASIC 3 SECOND GUST WIND SPEED (FIGURE 26.5-1B)........170 MILES PER HOUR

B. WIND EXPOSURE CATEGORY FOR MAIN WIND FORCE RESISTING SYSTEM.....C

C. INTERNAL PRESSURE COEFFICIENT....................................GCpi = +/-0.00 (OPEN STRUCTURE)

9. THE DESIGN OF THE STRUCTURE TO RESIST SEISMIC FORCES IS IN ACCORDANCE WITH

INTERNATIONAL BUILDING CODE’S SECTION 1613 AND ASCE 7.

A. OCCUPANCY CATEGORY............................................................II B. SEISMIC IMPORTANCE FACTOR (TABLE 1.5-2)........................Ie = 1.0

C. SPECTRAL RESPONSE ACCELERATIONS (USGS SEISMIC HAZARDS PROGRAM)

a. AT SHORT PERIODS................................................................Ss = 0.046g

b. AT ONE SECOND PERIOD......................................................S1 = 0.023g

D. SITE CLASS (TABLE 20.3-1)..........................................................D

E. SPECTRAL RESPONSE COEFFICIENTS

a. AT SHORT PERIODS................................................................Sds = 0.049 g

b. AT ONE SECOND PERIODS....................................................Sd1 = 0.037g

F. SEISMIC DESIGN CATEGORY (TABLES 11.6-1 & 11.6-2)...........A

G. BASIC SEISMIC FORCE RESISTING SYSTEM (TABLE 12.2-1)...STEEL SYSTEM NOT SPECIFICALLY

DETAILED FOR SEISMIC RESISTANCE

H. RESPONSE MODIFICATION FACTOR (TABLE 12.2-1)...............R = 3

I. SEISMIC RESPONSE COEFFICIENT............................................Cs = 0.016 J. DESIGN BASE SHEAR...................................................................V = 0.72 KIPS K. ANALYSIS PROCEDURE...............................................................EQUIVALENT LATERAL FORCE

10. IMPOSED CONSTRUCTION LOADS, INCLUDING CRANE LOADS, IN EXCESS OF STATED DESIGN

LOADS MUST BE APPROVED BY THE STRUCTURAL ENGINEER PRIOR TO THE IMPOSITION OF

SUCH LOADS OR CONTRACTOR SHALL PROVIDE PROPER DISTRIBUTION ELEMENTS IN ORDER

TO ENSURE THAT LIVE LOAD IS NOT EXCEEDED.

11. THE GENERAL CONTRACTOR AND SUB-CONTRACTORS SHALL DETERMINE THE SCOPE OF THE

STRUCTURAL WORK FROM THE CONTRACT DOCUMENTS TAKEN AS A WHOLE. THE

STRUCTURAL DRAWINGS SHALL NOT BE CONSIDERED SEPARATELY FOR PURPOSES OF

BIDDING THE WORK. DUE CONSIDERATION SHALL BE GIVEN TO OTHER STRUCTURAL WORK

OR WORK RELATED TO THE STRUCTURE, INCLUDING NECESSARY COORDINATION DESCRIBED

OR IMPLIED BY THE OTHER DISCIPLINES DRAWINGS.

12. THE REPRODUCTION OF THE STRUCTURAL CONTRACT DOCUMENTS IN ANY FASHION AS

STRUCTURAL SHOP DRAWING DOCUMENTS IS PROHIBITED.

13. SCALES NOTED ON THE DRAWINGS ARE FOR GENERAL INFORMATION ONLY. NO DIMENSIONAL

INFORMATION SHALL BE OBTAINED BY DIRECT SCALING OF THE DRAWINGS.

14. DETAILS, SECTIONS, AND NOTES SHOWN ON THESE DRAWINGS ARE INTENDED TO BE TYPICAL

AND SHALL APPLY TO SIMILAR CONDITIONS ELSEWHERE, EVEN IF NOT SPECIFICALLY

REFERENCED, UNLESS OTHERWISE SHOWN OR NOTED.

15. ANY SUBSTITUTIONS RESULTING IN REVISIONS TO THE STRUCTURE SHALL BE THE

RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE WITH THE STRUCTURAL ENGINEER. AS

AN ALTERNATIVE ANY ALTERNATE DESIGNS MUST BE ACCOMPANIED BY A FULL ANALYSIS FOR

ALL AFFECTED COMPONENTS WHICH IS STAMPED BY AN ENGINEER LICENSED IN THE STATE OF

FLORIDA FOR CONTRACTING OFFICER REVIEW.

16. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF ALL RESULTING

REVISIONS TO THE STRUCTURAL SYSTEM AS A RESULT OF ACCEPTANCE OF CONTRACTOR

PROPOSED ALTERNATIVES OR SUBSTITUTIONS.

17. THE GENERAL CONTRACTOR (OR CONSTRUCTION MANAGER) SHALL SUBMIT SHOP DRAWINGS

FOR ALL STRUCTURAL ELEMENTS SHOWN ON THE CONTRACT DOCUMENTS FOR APPROVAL.

THE CONTRACTING OFFICER OR STRUCTURAL ENGINEER WILL NOT BE RESPONSIBLE FOR THE

STRUCTURAL CERTIFICATION AND DESIGN OF THE PROJECT IF THE GENERAL CONTRACTOR

FAILS TO OBTAIN APPROVAL OF THE SHOP DRAWINGS. SHOP DRAWINGS ARE REVIEWED AS A

CONVENIENCE TO THE GENERAL CONTRACTOR AND ARE NOT A CONTRACT DOCUMENT. THE

GENERAL CONTRACTOR SHALL STATE ON THE SHOP DRAWINGS THAT CONTRACT DOCUMENT

REQUIREMENTS HAVE BEEN MET AND THAT ALL DIMENSIONS, CONDITIONS AND QUANTITIES

HAVE BEEN REVIEWED AND VERIFIED AS SHOW N AND/OR CORRECTED ON THE SHOP

DRAWINGS.

18. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING TEMPORARY BRACING AND

SHORING, AS REQUIRED, TO ENSURE VERTICAL AND LATERAL STABILITY OF THE ENTIRE

STRUCTURE OR PORTION THEREOF DURING CONSTRUCTION FOR FULL DESIGN LOADINGS.

19. INFORMATION SHOWN REGARDING EXISTING CONDITIONS HAS BEEN OBTAINED BY LIMITED

OBSERVATIONS. AREAS NOT VISIBLE HAVE BEEN ASSUMED TYPICAL WITH OBSERVED EXISTING

CONDITIONS.

20. THE CONTRACTOR SHALL MEASURE AND PROVIDE ALL DIMENSIONS, ELEVATIONS AND

CONDITIONS AT THE JOB SITE PRIOR TO THE SUBMISSION OF SHOP DRAWINGS AND

CONSTRUCTION OR FABRICATION OF ANY ELEMENTS AND SHALL NOTIFY THE CONTRACTING

OFFICER IMMEDIATELY OF ANY DISCREPANCIES.

21. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR FITTING NEW WORK WITH EXISTING

CONSTRUCTION. INFORMATION ON EXISTING FOUNDATIONS SHOW N IN THESE DRAWINGS WAS

BASED UPON THE INFORMATION SUPPLIED TO WILEY WILSON, INC. THIS INFORMATION IS NOT

AS-BUILT DATA AND THE ACTUAL AS-BUILT CONSTRUCTION MAY DIFFER FROM THAT

REPRESENTED IN THE DRAWINGS. CONTRACTOR SHALL VERIFY ALL INFORMATION.

VARIATIONS FROM THE DIMENSIONS INDICATED ON THE CONTRACT DOCUMENTS SHALL BE

BROUGHT TO THE ATTENTION OF THE CONTRACTING OFFICER. CONTRACTOR IS RESPONSIBLE

FOR ANY COST OF REWORK ACCRUED DUE TO LACK OF VERIFICATION OF AS-BUILT

CONDITIONS.

22. METHODS, PROCEDURES, AND SEQUENCES OF CONSTRUCTION ARE THE RESPONSIBILITY OF

THE CONTRACTOR. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO

MAINTAIN AND INSURE THE INTEGRITY OF THE FOUNDATIONS AND THE LEVEE AT ALL STAGES

OF CONSTRUCTION.

23. CONTRACTOR MUST FABRICATE AND ERECT STEEL IN ACCORDANCE WITH OSHA’S SAFETY

REQUIREMENTS, 29 CFR 1926 SAFETY STANDARDS FOR STEEL ERECTION; FINAL RULE.

24. A REGISTERED ENGINEER SHALL DESIGN ALL NON-PRIMARY STRUCTURAL ELEMENTS SUCH AS

STAIRS, RAILINGS, AND PLANK GRATING TO MEET THE REQUIREMENTS OF THE LOCAL

GOVERNING JURISDICTION. SUBMIT CALCULATIONS AND SHOP DRAWINGS WITH THE

RESPONSIBLE ENGINEER’S SEAL AND SIGNATURE FOR THE STATE OF FLORIDA.

B. DEMOLITION

1. ALL WORK SHALL BE IN GENERAL COMPLIANCE WITH THE INTERNATIONAL BUILDING CODE 2018

AND 2020 FLORIDA BUILDING CODE.

2. FURNISH ALL LABOR AND MATERIALS NECESSARY TO PERFORM THE DEMOLITION WORK IN A

COMPLETED MANNER SUCH THAT NEW WORK CAN BE INSTALLED WITH MINIMUM PREPARATION.

3. SEE CIVIL DRAWING FOR EXISTING PLATFORM EXTENTS TO BE DEMOLISHED.

4. CONTRACTOR SHALL INCLUDE IN THE SCOPE OF WORK ALL ASPECTS OF REQUIRED DEMOLITION, SHORING OF EXISTING STRUCTURE, STAGING THE REPAIR TASKS AND SCHEDULING THE WORK

IN A MANNER APPROVED BY THE GOVERNMENT, CLEAN UP AFTER PORTIONS OF WORK ARE

PERFORMED AND CLEAN UP AFTER THE ENTIRE REPAIR IS COMPLETED.

5. CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL TEMPORARY SHORING AND BRACING

REQUIRED FOR DEMOLITION OPERATIONS. CONTRACTOR SHALL BE RESPONSIBLE FOR THE

DESIGN OF AND PROCEDURES FOR THE REQUIRED TEMPORARY SHORING. TEMPORARY

SHORING SHALL BE IN CONFORMANCE WITH OSHA REGULATIONS.

6. THE CONTRACTOR SHALL TAKE PRECAUTIONS TO PREVENT DAMAGE OF THE EXISTING

STRUCTURE (FOOTINGS) TO REMAIN AND SHALL TAKE CARE TO PREVENT ANY DAMAGE TO THE

LEVEE. IN THE EVENT OF DAMAGE, CONTRACTOR SHALL PROVIDE TEMPORARY SHORING AND

CONTACT THE CONTRACTING OFFICER FOR ASSESSMENT OF THE DAMAGE.

7. EXISTING BRACKETS MUST BE REMOVED, BUT EXISTING FOUNDATION ANCHOR BOLTS MAY

REMAIN IN PLACE IF THEY DO NOT INTERFERE WITH NEW CONSTRUCTION. THE AREA AROUND

THE BOLTS MUST BE CHIPPED DOWN AND PATCHED BACK IN ORDER TO PROTECT IT FROM THE

ENVIRONMENT.

8. SCHEDULE ALL WORK IN A CAREFUL MANNER WITH ALL NECESSARY CONSIDERATION FOR

ADJACENT FACILITY OPERATIONS, ACCESS OPERATIONS, AND GOVERNMENT PERSONNEL. ANY

DAMAGE TO PERSON OR PROPERTY AS A RESULT OF DEMOLITION AND RELATED WORK SHALL

BE THE RESPONSIBILITY OF THE CONTRACTOR.

9. ERECT BARRIERS FENCES, GUARDRAILS, WARNING DEVICES AND SHORING TO PROTECT

PERSONNEL WORKING IN THE AREA AND ADJACENT AREAS. IF ACCESS TO ANY ADJACENT AREAS

MUST BE SHUT DOWN FOR PUBLIC SAFETY THE CONTRACTOR MUST NOTIFY THE GOVERNMENT

IN WRITING A MINIMUM OF SEVEN (7) DAYS PRIOR TO SUSPENSION OF OPERATIONS.

10. SUBMIT PROCEDURES AND SCHEDULE PROPOSED FOR THE ACCOMPLISHMENT OF THE

DEMOLITION WORK TO THE CONTRACTING OFFICER FOR REVIEW. INCLUDE SAFE CONDUCT OF

THE WORK, DISPOSITION OF MATERIALS, PROTECTION OF REMAINING PROPERTY AND

COORDINATION WITH OTHER WORK.

11. THE CONTRACTOR SHALL TAKE MEASURES TO COORDINATE THE CONSTRUCTION SUCH THAT

INTERFERENCE OF EXISTING REINFORCING STEEL WITH PLACEMENT OF NEW ANCHORS

(DOWELS, EXPANSION BOLTS, ADHESIVE ANCHORS) DOES NOT OCCUR. IF EXISTING

REINFORCING STEEL IS ENCOUNTERED DURING DRILLING, ADJUST THE ANCHOR LOCATION IF

POSSIBLE AND NOTIFY THE CONTRACTING OFFICER. ABANDONED HOLES SHALL BE FILLED WITH

NON-METALLIC NON-SHRINK GROUT. ANCHORS SHALL BE SET WITHIN 3 INCHES OF THEIR

SPECIFIED LOCATION, BUT AT LEAST 1 INCH FROM ANY ABANDONED HOLE. CARE SHALL BE

TAKEN NOT TO BREAK OR DAMAGE REINFORCING STEEL DURING DRILLING, UNLESS OTHERWISE

DIRECTED BY THE CONTRACTING OFFICER.

C. CONCRETE

1. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH ACI 301, ACI 318, AND ACI 302.

2. ALL CONCRETE SHALL BE INSPECTED FOR CRACKS OR DEFICITS PRIOR TO START OF ERECTION OF NEW STEEL STRUCTURE. IF ANY CRACKS OR SPALLING IS VISIBLE CONTRACTOR SHALL NOTIFY

THE CONTRACTING OFFICER TO DETERMINE FURTHER ACTION PRIOR TO PROCEEDING.

3. SEE SPECIFICATIONS FOR ADDITIONAL INFO REGARDING CONCRETE MAINTENANCE. ASSUME 10

SQUARE FEET OF REPAIR FOR BIDDING PURPOSES.

4. PROVIDE CONCRETE WITH A MINIMUM COMPRESSIVE STRENGTH (f’c) OF 5000 PSI AT 28 DAYS AND

A MAXIMUM WATER/CEMENT RATIO OF 0.40. USE NORMAL WEIGHT AGGREGATES CONFORMING

TO ASTM C33 AND TYPE I/II PORTLAND CEMENT CONFORMING TO ASTM C150. CONCRETE SHALL

MEET THE FOLLOWING DURABILITY EXPOSURE CATEGORIES: F1, S0, W1, C2.

5. THE USE OF GROUND GRANULATED BLAST-FURNACE SLAG IS NOT PERMITTED.

6. FLY ASH CONFORMING TO ASTM C618, TYPE C OR F MAY BE USED AS TO REPLACE A PORTION OF

THE PORTLAND CEMENT IN A CONCRETE MIX. THE AMOUNT OF PORTLAND CEMENT CONTENT

SHALL NOT BE LESS THAN 70 PERCENT OF THE TOTAL AMOUNT OF CEMENTITIOUS MATERIAL IN

THE MIX.

7. CONCRETE REINFORCEMENT BARS SHALL CONFORM TO ASTM A615, GRADE 60. REINFORCEMENT

BARS SHALL NOT BE TACK WELDED, HEATED OR CUT UNLESS INDICATED ON THE CONTRACT

DOCUMENTS OR APPROVED BY THE STRUCTURAL ENGINEER.

8. GROUT UNDER ALL COLUMN BASE PLATES AND BEAM BEARING PLATES WITH NON-SHRINK, NON-

METALLIC GROUT SHALL CONFORM TO CORPS OF ENGINEERS SPECIFICATION CRD-C 621-82 OR

ASTM C1107.

9. DETAILING OF CONCRETE REINFORCEMENT BARS AND ACCESSORIES SHALL CONFORM TO THE

RECOMMENDATIONS OF ACI 315 “DETAILS AND DETAILING OF CONCRETE REINFORCEMENT” AND

ACI SP-66 “DETAILING MANUAL”. PLACING OF REINFORCING BARS SHALL CONFORM TO THE

RECOMMENDATIONS OF ACI 315R “MANUAL OF ENGINEERING AND PLACING DRAWINGS FOR

REINFORCED CONCRETE STRUCTURES” AND CRSI “MANUAL OF STANDARD PRACTICE”.

10. PROVIDE CONCRETE COVER PROTECTION OF REINFORCEMENT PER ACI 318 SECTION 20.6.1 WITH

STANDARD BAR CHAIRS AND SPACERS REQUIRED TO MAINTAIN MINIMUM CONCRETE

PROTECTION. COMMON MINIMUM CONCRETE COVERS WHICH APPLY TO THIS PROJECT:

A. CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH......3 INCHES

B. CONCRETE EXPOSED TO EARTH OR WEATHER

a. #6 BARS AND LARGER...............................................................2 INCHES

b. #5 BARS AND SMALLER.............................................................1-1/2 INCHES

11. REINFORCEMENT DESIGNATED AS “CONTINUOUS” SHALL LAP 48 BAR DIAMETERS AT SPLICES, UNLESS NOTED OTHERWISE.

12. TIE DOW ELS IN PLACE BEFORE PLACING CONCRETE. DO NOT STAB OR “WET-SET” DOWELS.

13. PRIOR TO PLACING NEW CONCRETE, ROUGHEN THE LOWER CONTACT SURFACE WITH ABOUT A ¼

INCH AMPLITUDE. REMOVE ANY LAITANCE FROM THE HARDENED CONTACT SURFACE AND

MAINTAIN A CLEAN CONTACT SURFACE FOR THE ADJOINING POUR.

14. CHAMFER EXPOSED EDGES OF CONCRETE ¾” UNLESS OTHERWISE NOTED.

15. PROTECT AND CURE ALL CONCRETE SURFACES. BEGIN CURING IMMEDIATELY AFTER STRIPPING

FORMS AND FLATWORK IMMEDIATELY AFTER FINISHING. CONCRETE CURING OF FORMED

SURFACES SHALL BE ACHIEVED BY MOISTURE RETAINING MATERIALS OR PLASTIC FILM IF THE

FORMS ARE REMOVED BEFORE THE END OF THE CURING PERIOD.

16. CONCRETE FINISHING OF CONCRETE SLAB SHALL CONSIST OF FINE BROOM FINISH.

D. POST-INSTALLED ANCHORS

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

DOCUMENTS.

2. ANCHORAGE TO CONCRETE:

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

ACCORDANCE W ITH ACI 355.2 AND ICC-ES AC193 FOR CRACKED AND UNCRACKED CONCRETE

RECOGNITION.

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

WITH ACE 355.4 AND ICC-ES AC 308 FOR CRACKED AND UNCRACKED CONCRETE

RECOGNITION.

3. INSTALL ANCHORS PER THE MANUFACTURER INSTRUCTIONS, AS INCLUDED IN THE ANCHOR

PACKAGING.

4. ANCHOR CAPACITY IS DEPENDANT UPON SPACING BETWEEN ADJACENT ANCHORS AND

PROXIMITY OF ANCHORS TO EDGE OF CONCRETE. INSTALL ANCHORS IN ACCORDANCE WITH

SPACING AND EDGE CLEARANCES INDICATED ON THE DRAWINGS. IF ANCHORS CANNOT BE

INSTALLED PER DIMENSIONS SHOWN THE CONTRACTOR SHALL NOTIFY THE CONTRACTING

OFFICER PRIOR TO PROCEEDING.

5. THE CONTRACTOR SHALL TAKE MEASURES TO COORDINATE THE CONSTRUCTION SUCH THAT

INTERFERENCE OF EXISTING REINFORCING STEEL W ITH PLACEMENT OF NEW ANCHORS

(DOWELS, EXPANSION BOLTS, ADHESIVE ANCHORS) DOES NOT OCCUR. IF EXISTING

REINFORCING STEEL IS ENCOUNTERED DURING DRILLING, ADJUST THE ANCHOR LOCATION IF

POSSIBLE AND NOTIFY THE CONTRACTING OFFICER. ABANDONED HOLES SHALL BE FILLED

WITH GROUT. ANCHORS SHALL BE SET WITHIN 3 INCHES OF THEIR SPECIFIED LOCATION, BUT

AT LEAST 1 INCH FROM ANY ABANDONED HOLE. CARE SHALL BE TAKEN NOT TO BREAK OR

DAMAGE REINFORCING STEEL DURING DRILLING, UNLESS OTHERWISE DIRECTED.

E. STRUCTURAL STEEL

1. UNLESS NOTED OTHERWISE, STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING:

A. ANCHOR BOLTS............................................ASTM F1554, GRADE 55

B. ANGLES..........................................................ASTM A36

C. PLATES...........................................................ASTM A572 (Fy = 50 KSI) D. HSS RECTANGULAR.....................................ASTM A500, GRADE B (Fy = 46 KSI) E. HSS ROUND...................................................ASTM A500, GRADE B (Fy = 42 KSI) F. STEEL PIPE....................................................ASTM A53, GRADE B (Fy = 35 KSI)

G. ROUND BAR...................................................ASTM A36

H. SUBMIT MILL TEST REPORTS FOR REVIEW.

2. BOLTS FOR STRUCTURAL STEEL CONNECTIONS SHALL BE HIGH STRENGTH BOLTS PER THE

REQUIREMENTS OF ASTM A325, TYPE N, X, or SC. UNLESS NOTED OTHERWISE, PROVIDE BOLTS DESIGNED AS BEARING TYPE BOLTS AND INSTALL PER THE “SNUG TIGHT” CONDITION. IF SLOTTED

CONNECTIONS ARE USED FOR EASE OF ERECTION, CONNECTIONS MUST BE A MINIMUM OF PRE-

TENSIONED CONNECTIONS THROUGH USE OF TENSION INDICATOR WASHERS OR TWIST OFF

TENSION INDICATOR BOLTS. INSTALL A HARDENED W ASHER UNDER THE ELEMENT TO BE

TIGHTENED. FOR "SLIP CRITICAL" TYPE CONNECTIONS, USE COMPRESSIBLE WASHERS

COMPLYING WITH ASTM F959 TYPE 325-3 DIRECT TENSION INDICATORS.

3. DETAIL, FABRICATE, AND ERECT STRUCTURAL STEEL PER THE AISC “SPECIFICATION FOR

STRUCTURAL STEEL BUILDINGS,” THE AISC “CODE OF STANDARD PRACTICE FOR STEEL

BUILDINGS AND BRIDGES” AND THE SAFETY REQUIREMENTS OF THE OCCUPATIONAL SAFETY

AND HEALTH ADMINISTRATION AND THE LOCAL JURISDICTION. PROVIDE TEMPORARY SEATS TO

FACILITATE SAFE ERECTION.

4. THE FABRICATOR SHALL PREPARE THE SHOP DRAWINGS BASED ON DESIGN LOADS PROVIDED

OR CONNECTION DESIGN INFORMATION SHOWN IN THE TYPICAL DETAILS. THE FABRICATOR IS

RESPONSIBLE FOR CHOOSING, DESIGNING AND DETAILING ALL CONNECTIONS PARTIALLY

DETAILED IN THE CONTRACT DRAWINGS IN ACCORDANCE WITH PART 10 OF THE AISC “MANUAL

OF STEEL CONSTRUCTION” THIRTEENTH EDITION.

5. FABRICATOR'S EXPERIENCED STEEL DETAILER SHALL SELECT OR COMPLETE CONNECTIONS IN

ACCORDANCE WITH ANSI/AISC 303. CONNECTIONS SHALL BE COMPLETED USING SCHEMATIC

DETAILS INDICATED AND ANSI/AISC 360. LOADS INDICATED IN THE DRAWINGS ARE ALLOWABLE

STRESS DESIGN AND ARE GIVEN AT SERVICE LOAD LEVEL.

6. IF THE FABRICATOR USES ALTERNATE CONNECTION DESIGNS, A PROFESSIONAL ENGINEER

REGISTERED IN THE STATE OF FLORIDA SHALL SEAL AND SIGN THE CONNECTION DESIGNS AND

SUBMIT WITH THE SHOP DRAWINGS.

7. PERFORM WELDING IN ACCORDANCE WITH THE AMERICAN WELDING SOCIETY STANDARD D1.1.

PROVIDE ELECTRODES FOR SHOP AND FIELD WELDS IN ACCORDANCE WITH AW S A5.1 OR AWS

A5.5, CLASS E70XX, LOW HYDROGEN. ALL WELDS SHALL USE FILLER METAL WITH A MINIMUM CVN

VALUE OF 20 FT-LBS AT -20 DEGREES FAHRENHEIT.

8. ALL SHOP AND FIELD WELDING SHALL BE EXECUTED BY WELDERS AND WELDING OPERATORS

WHO HAVE BEEN PREVIOUSLY QUALIFIED BY TEST AS PRESCRIBED IN AWS D1.1 OF THE

AMERICAN WELDING SOCIETY TO PERFORM THE TYPES OF WELDS REQUIRED ON THE PROJECT.

9. SHOP OR FIELD W ELDS AT NON-BOLTED CONNECTIONS THAT ARE NOT SPECIFICALLY DETAILED

SHALL BE 3/16” CONTINUOUS FILLETS AT EACH CONTACT EDGE OR SURFACE. FIELD WELDING

SHALL BE AVOIDED AND CONTRACTOR SHALL NOTIFY CONTRACTING OFFICER PRIOR TO FIELD

WELDING IF IT CAN NOT BE AVOIDED.

10. RETURN ALL WELDS AT CORNERS TWICE THE NOMINAL SIZE OF THE WELD MINIMUM, UNLESS

OTHERW ISE NOTED.

11. ALL COPES, BLOCKS, CUT OUTS, AND OTHER CUTTING OF STRUCTURAL MEMBERS SHALL HAVE

ALL RE-ENTRANT CORNERS SHAPED, NOTCHED FREE TO A RADIUS OF AT LEAST ½”.

12. SEE OTHER DRAWINGS FOR MISCELLANEOUS STEEL NOT SHOWN ON THE STRUCTURAL

DRAWINGS.

13. NO FABRICATION SHALL PROCEED PRIOR TO SHOP DRAWING APPROVAL.

14. NO OPENINGS IN BEAMS OR COLUMNS ARE PERMITTED WITHOUT CONTRACTING OFFICER’S

WRITTEN APPROVAL.

15. SPLICING OF STRUCTURAL STEEL MEMBERS WHERE NOT DETAILED ON THE CONTRACT

DOCUMENTS IS PROHIBITED WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER AS TO

LOCATION, TYPE OF SPLICE AND CONNECTION TO BE MADE.

16. THE CONTRACTOR SHALL NOTIFY CONTRACTING OFFICER OF ANY MISFABRICATION

STRUCTURAL STEEL PRIOR TO ERECTION OF SAME.

17. WHERE NO UPWARD CAMBER IS SHOWN ON THE CONTRACT DOCUMENTS, ANY MILL CAMBER

SHALL BE DETAILED UPWARD IN THE BEAMS.

18. ALL STEEL SHALL BE HOT DIPPED GALVANIZED. STEEL SHAPES, PLATES AND BARS SHALL BE

GALVANIZED PER ASTM A123. STEEL BOLTS, NUTS AND WASHERS SHALL BE GALVANIZED PER

ASTM A153, CLASS C. DAMAGED AND UNCOATED AREAS SHALL BE REPAIRED PER ASTM A780.

19. ALL TUBE STEEL SHALL HAVE A MINIMUM OF 3/8" CAP PLATES, TYPICAL. CONTRACTOR/STEEL

FABRICATOR/GALVANIZER IS RESPONSIBLE FOR PROPER VENTING OF TUBE STEEL DURING

GALVANIZATION PROCESS. CONTRACTOR/STEEL ERECTOR ARE RESPONSIBLE FOR CAPPING

VENT HOLES THROUGH USE OF FREEZE PLUGS OR OTHER MEANS AFTER GALVANIZING HAS

TAKEN PLACE AND PRIOR TO SUBSTANTIAL COMPLETION.

20. WORK POINTS SHALL BE AT INTERSECTIONS OF BEAM, COLUMN, AND BRACE CENTERLINES, UNO. SEE DETAILS FOR SPECIFIC DIMENSIONS. FOR MEMBERS WHICH ARE NOT DOUBLY

SYMMETRIC THE CENTROID OF THE MEMBER SHALL BE USED.

F. STRUCTURAL ALUMINUM

1. UNLESS NOTED OTHERWISE, STRUCTURAL ALUMINUM SHALL MEET THE REQUIREMENTS OF

ALUMINUM ALLOY TYPE 6061-T6. SUBMIT MILL TEST REPORTS FOR REVIEW.

2. BOLTS FOR STRUCTURAL ALUMINUM CONNECTIONS SHALL BE ALUMINUM ALLOY TYPE 2024-T4, UNLESS NOTED OTHERWISE. PROVIDE BOLTS DESIGNED AS BEARING TYPE BOLTS AND INSTALL

PER THE “SNUG-TIGHT” CONDITION. NUTS SHALL BE ALUMINUM ALLOY TYPE 6061-T6 AND FLAT

WASHERS SHALL BE ALUMINUM ALLOY ALCLAD 2024-T4. INSTALL A WASHER UNDER THE

ELEMENT TO BE TIGHTENED.

3. AS AN ALTERNATE, BOLTS USED TO CONNECT STEEL AND ALUMINUM COMPONENTS MAY BE

STRONGWELL FIBREBOLT WITH FIBERGLASS STUDS AND NUTS OR APPROVED EQUIVALENT.

4. DETAIL, FABRICATE, AND ERECT STRUCTURAL ALUMINUM PER THE ALUMINUM DESIGN MANUAL

AND THE SAFETY REQUIREMENTS OF THE OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION

AND THE LOCAL JURISDICTION.

5. ALL WELDING SHALL CONFORM WITH AWS D1.2, LATEST STRUCTURAL WELDING CODE-

ALUMINUM.

6. WHERE THE CONTACT OF DISSIMILAR METALS MAY CAUSE CORROSION OR WHERE ALUMINUM

WILL COME IN CONTACT W ITH CONCRETE, MORTAR, OR PLASTER, THE CONTACT SURFACE OF

THE ALUMINUM SHALL BE COATED WITH 1 COAT OF ZINC CHROMATE PRIMER AND ONE HEAVY

COAT OF ALUMINUM PIGMENTED ASPHALT PAINT.

7. NEOPRENE BEARING PADS BETWEEN MATERIALS SHALL HAVE A MINIMUM SHORE A DUROMETER

HARDNESS OF 60 AND A YOUNG'S MODULUS OF 635 PSI.

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LEE ROAD - STRUCTURAL

GENERAL NOTES

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LEE ROAD - SPECIAL

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11. DOCUMENT ACCEPTANCE OR

REJECTION OF ALL BOLTED

CONNECTIONS

DOCUMENT

TASK

INSPECTION

TYPE

DESCRIPTION

STEEL INSPECTION AFTER BOLTING-VERIFY THE FOLLOWING ARE IN COMPLIANCE WITH IBC 2015 1705.2.1, AISC 360-10: TABLE C-N5.6-3

10. BOLTS ARE PRETENSIONED IN

ACCORDANCE WITH RCSC

SPECIFICATION, PROGRESSING

SYSTEMATICALLY FROM THE MOST

RIGID POINT TOWARD THE FREE

EDGES

OBSERVE

9. FASTENER COMPONENT NOT TURNED

BY THE WRENCH PREVENTED FROM

ROTATING

OBSERVE

8. JOINT BROUGHT TO THE SNUG-TIGHT

CONDITION PRIOR TO PRETENSIONING

OPERATION

OBSERVE

7. FASTENER ASSEMBLIES OF SUITABLE

CONDITION PLACED IN ALL HOLES AND

WASHERS (IF REQUIRED) ARE

POSITIONED AS REQUIRED

OBSERVE

TASK

INSPECTION

TYPE

DESCRIPTION

STEEL INSPECTION DURING BOLTING-VERIFY THE FOLLOWING ARE IN COMPLIANCE WITH IBC 1705.2.1, AISC 360-10: TABLE C-N5.6-2

6. PROPER STORAGE PROVIDED FOR

BOLTS, NUTS, WASHERS, AND OTHER

FASTENER COMPONENTS

OBSERVE

5. CONNECTING ELEMENTS, INCLUDING

APPROPRIATE FAYING SURFACE

CONDITION AND HOLE PREPARATION,

IF SPECIFIED, MEET APPLICABLE

REQUIREMENTS

OBSERVE

4. PROPER BOLTING PROCEDURE

SELECTED FOR JOINT DETAIL OBSERVE

3. PROPER FASTENERS SELECTED FOR

JOINT DETAIL GRADE, TYPE, BOLT

LENGTH IF THREADS ARE TO BE

EXCLUDED FROM SHEAR PLANE)

OBSERVE

2. FASTENERS MARKED IN ACCORDANCE

WITH ASTM REQUIREMENTS OBSERVE

1. MANUFACTURER'S CERTIFICATIONS

AVAILABLE FOR FASTENER MATERIALS PERFORM

TASK

INSPECTION

TYPE

DESCRIPTION

STEEL INSPECTION PRIOR TO BOLTING-VERIFY THE FOLLOWING ARE IN COMPLIANCE WITH IBC 1705.2.1, AISC 360-10: TABLE C-N5.6-1

STRUCTURAL STEEL- BOLTING SECTION

Y

10. INSPECT FORMWORK FOR SHAPE,

LOCATION, AND DIMENSIONS OF THE

CONCRETE MEMBER BEING FORMED

OBSERVE

Y

9. VERIFY MAINTENANCE OF SPECIFIED

CURING TEMPERATURE AND TECHNIQUE

OBSERVE

INSPECT CURING, COLD WEATHER PROTECTION, AND HOT

WEATHER PROTECTION PROCEDURES

Y

8. INSPECT CONCRETE PLACEMENT FOR

PROPER APPLICATION TECHNIQUES

CONTINUOUS

VERIFY PROPER APPLICATION TECHNIQUES ARE USED

DURING CONCRETE CONVEYANCE AND DEPOSITING AVOIDS

SEGREGATION OR CONTAMINATION. VERIFY THAT CONCRETE

IS PROPERLY CONSOLIDATED

Y

7. PRIOR TO CONCRETE PLACEMENT,

FABRICATE SPECIMENS FOR STRENGTH

TESTS, PERFORM SLUMP AND AIR

CONTENT TESTS, AND DETERMINE THE

TEMPERATURE OF THE CONCRETE

CONTINUOUS

AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE

SPECIMENS FOR STRENGTH TEST VERIFY THESE TESTS ARE

PERFORMED BY QUALIFIED TECHNICIANS

Y 6. VERIFY USE OF REQUIRED MIX DESIGN OBSERVE

VERIFY THAT ALL MIXES USED COMPLY WITH THE APPROVED

CONSTRUCTION DOCUMENTS

Y

5. POST-INSTALLED ADHESIVE ANCHORS IN

HORIZONTAL OR UPWARD INCLINED

ORIENTATION

CONTINUOUS

& DOCUMENT

-INSPECT AS REQUIRED PER APPROVED ICC-ES REPORT

-VERIFY THAT INSTALLER IS CERTIFIED FOR INSTALLATION OF

HORIZONTAL AND OVERHEAD APPLICATIONS

-INSPECT PROOF LOADING AS REQUIRED BY THE CONTRACT

DOCUMENTS

Y 4.

CAST IN PLACE ANCHORS AND POST

INSTALLED DRILLED ANCHORS

(DOWNWARD INCLINED)

OBSERVE

VERIFY PRIOR TO PLACING CONCRETE THAT CAST IN PLACE

ANCHOR AND POST INSTALLED DRILLED ANCHORS HAVE

PROPER EMBEDMENT, SPACING, AND EDGE DISTANCE

N

3. ALL OTHER WELDING

CONTINUOUS

VISUALLY INSPECT ALL WELDS IN ACCORDANCE WITH AWS

D1.4

N

2. REINFORCING BAR WELDING

OBSERVE

-VERIFY WELDABILITY OF REINFORCING BARS OTHER THAN

ASTM A 706

-INSPECT SINGLE-PASS FILLET WELDS, MAXIMUM 5/16" IN

ACCORDANCE WITH AWS D1.4

Y

1. INSPECT REINFORCEMENT AND VERIFY

PLACEMENT

OBSERVE

VERIFY PRIOR TO PLACING CONCRETE THAT REINFORCING IS

OF SPECIFIED TYPE, GRADE AND SIZE; THAT IT IS FREE OF

OIL, DIRT AND UNACCEPTABLE RUST; THAT IS LOCATED AND

SPACED PROPERLY; THAT HOOKS, BENDS, TIES, STIRRUPS

AND SUPPLEMENTAL REINFORCEMENT ARE PLACED

CORRECTLY; THAT LAP LENGTHS, STAGGER AND OFFSETS

ARE PROVIDED; AND THAT ALL MECHANICAL CONNECTIONS

ARE INSTALLED PER THE MANUFACTURER'S INSTRUCTIONS

AND/OR EVALUATION REPORT

INSPECTION

REQ (Y/N)

TASK

INSPECTION

TYPE

DESCRIPTION

CONCRETE CONSTRUCTION, INCLUDING COMPOSITE DECK - VERIFY THE FOLLOWING ARE IN COMPLIANCE

IBC 1705.3, 1(ACI 318 REFERENCES NOTED IN IBC TABLE)

STRUCTURAL - CONCRETE CONSTRUCTION SECTION

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NOTE:

CONTRACTOR IS RESPONSIBLE TO HIRE A THIRD PARTY/INDEPENDENT SPECIAL INSPECTOR AT CONTRACTOR'S EXPENSE. SPECIAL INSPECTOR MUST BE NOTIFIED ONE WEEK PRIOR TO BEGINNING ANY WORK REQUIRING INSPECTION. ANY WORK COMPLETED WITHOUT PROPER INSPECTION IS SUBJECT TO REMOVAL. IT WILL BE AT THE COR'S DISCRETION ON WHETHER ADDITIONAL TESTING MUST BE CONDUCTED AT THE CONTRACTOR'S EXPENSE OR IF WORK MUST BE REMOVED AND RECONSTRUCTED.

REPORTS MUST BE COMPLETED AND ISSUED TO THE COR FOR REVIEW WITHIN A WEEK OF THE INSPECTION.

ACCEPTABLE INSPECTOR AVAILABLE, BUT NOT LIMITED TO:

NOVA ENGINEERING & ENVIRONMENTAL, 201 SOUTH BISCAYNE BOULEVARD, 28TH FLOOR, MIAMI, FLORIDA 33131 - OFFICE 954-424-2520

SPECIAL INSPECTOR QUALIFICATIONS MUST BE SUBMITTED TO COR FOR REVIEW PRIOR TO INSPECTIONS BEING CONDUCTED. SPECIAL INSPECTOR MUST HAVE A MINIMUM

OF FIVE (5) YEARS SPECIAL INSPECTION EXPERIENCE.

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