SHEET INDEX

SHEET # SHEET TITLE

C-001 COVER PAGE

M-001 MECHANICAL SYMBOLS, LEGEND, NOTES AND INDEX

M-101 MECHANICAL FLOOR PLAN LEVEL 2

M-102 MECHANICAL ROOF PLAN

S-001 STRUCTURAL ABBREVIATIONS, SYMBOLS, AND GENERAL NOTES

S-101 COOLING TOWER PLAN AND DETAILS

7370 Cabot Court, Suite 103 Melbourne, FL 32940

P 321.636.0274 www.tlc-engineers.com

© Copyright 2025 TLC Engineering Solutions, Inc.

TLC Project No.:

COA 15

Seal

Drawing No.:

Scale:

Revisions:

Drawing Title:

Approved By:

Issue Date:

Project No.:

Drawn By:

Consultants:

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Chelsea K. Simpson Florida License No. 88662

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COVER PAGE

C-001

525083

BREVARD COUNTY MERRITT ISLAND SERVICE

COMPLEX COOLING TOWER REFURBISHMENT

2575 N COURTENAY PKWY

MERRITT ISLAND, FL 32953

BID SET

MAY 19, 2026

VICINITY MAP SITE AREA PLAN

No. Date Description

ATTACHMENT C - STRUCTURAL PLAN

ABBREV ABBREVIATION

ACI AMERICAN CONCRETE INSTITUTE

ADD ADDITIVE

ADDL ADDITIONAL

AFF ABOVE FINISHED FLOOR

AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION

AISI AMERICAN IRON AND STEEL INSTITUTE

ALT ALTERNATE/ALTERNATIVE

ALUM ALUMINUM

ARCH ARCHITECTURE/ARCHITECTURAL

ASTM AMERICAN SOCIETY OF TESTING MATERIALS

AWS AMERICAN WELDING SOCIETY

B/ BOTTOM OF

BCX BOTTOM CHORD EXTENSION

BLDG BUILDING

BLK BLOCK

BM BEAM

BOT BOTTOM

BP BASE PLATE/BEARING PLATE

BRG BEARING

BTWN BETWEEN

C CHANNEL

CB CONCRETE BEAM

CC CONCRETE COLUMN

CF CUBIC FEET (FOOT)

CIP CAST IN PLACE

CJ CONTRACTION JOINT

CL CENTERLINE

CLR CLEAR/CLEARANCE

CM CONCRETE MASONRY

CMU CONCRETE MASONRY UNIT

CO COMPANY

COL COLUMN

CONC CONCRETE

CONT CONTINUOUS

CONN CONNECTION

CONST CONSTRUCTION

COORD COORDINATE

CSJ CONSTRUCTION JOINT

CTR CENTER

CTRD CENTERED

CY CUBIC YARD

DEPT DEPARTMENT

DET DETAIL

DIA DIAMETER

DIAG DIAGONAL

DIM DIMENSION

DIST DISTANCE

DL DEAD LOAD

DN DOWN

DWG DRAWING

EA EACH

EE EACH END

EF EACH FACE

EHPA EMERGENCY HURRICANE PROTECTION AREA

EJ EXPANSION JOINT

ELEC ELECTRIC/ELECTRICAL

EL, ELEV ELEVATION

ENGR ENGINEER

EOD EDGE OF DECK

EOR ENGINEER OF RECORD

EQ SP EQUAL SPACED

ES EACH SIDE

EW EACH WAY

EXIST EXISTING

EXP EXPANSION

EXT EXTERIOR

F FOUNDATION

FD FLOOR DRAIN

FDN FOUNDATION

FF FINISHED FLOOR

FIN FINISH

FIN GR FINISH GRADE

FLR FLOOR

FS FAR SIDE

FT FEET/FOOT

FTG FOOTING

GA GAGE/GAUGE

GALV GALVANIZED

GB GRADE BEAM

GC GENERAL CONTRACTOR

GEN GENERAL

GL GRID LINE

GS GALVANIZED STEEL

HD HOT DIPPED

HDG HOT DIPPED GALVANIZED

HORIZ HORIZONTAL

HSA HEADED STUD ANCHOR

HSS HOLLOW STRUCTURAL SECTION

HT HEIGHT

I MOMENT OF INERTIA

ID INSIDE DIAMETER

I.F. INSIDE FACE

IN. INCH

INT INTERIOR

JST JOIST

JT JOINT

K KIP (1000 LB)

KLF KIPS PER LINEAL FOOT

KSI KIPS PER SQUARE INCH

KWY KEYWAY

LB POUND

LGTH LENGTH

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONG. LONGITUDINAL

LSL LAMINATED STRAND LUMBER

LT WT LIGHT WEIGHT

LVL LAMINATED VENEER LUMBER

MATL MATERIAL

MAX MAXIMUM

MB MASONRY BEAM

MC MISCELLANEOUS CHANNEL/MASONRY COLUMN

MECH MECHANICAL

MET METAL

MFR MANUFACTURE/MANUFACTURER

MID MIDDLE

MIN MINIMUM

MISC MISCELLANEOUS

MO MASONRY OPENING

MPH MILES PER HOUR

NGVD NATIONAL GEODETIC VERTICAL DATUM

NIC NOT IN CONTRACT

NO. NUMBER

NS NEAR SIDE

NTS NOT TO SCALE

OC ON CENTERS

OD OUTSIDE DIAMETER

O.F. OUTSIDE FACE

OPNG OPENING

OPP OPPOSITE

OSB ORIENTED STRAND BOARD

P/C PRECAST CONCRETE/PILE CAP

P/T POST TENSIONED

PAR PARALLEL

PCB PRECAST CONCRETE BEAM

PCC PRECAST CONCRETE COLUMN

PCF POUNDS PER CUBIC FEET

PEMB PRE-ENGINEERED METAL BUILDING

PEN PENETRATION

P.J. PANEL JOINT CENTERLINE

PL PLATE

PLF POUNDS PER LINEAR FOOT

PLMG PLUMBING

PLY. PLYWOOD

PREFAB PREFABRICATED

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PSL PARALLEL STRAND LUMBER

PT PRESSURE TREATED

R/W REINFORCED WITH

RD ROOF DRAIN

REF REFERENCE

REINF REINFORCING

REQD REQUIRED

REV REVISION

RTU ROOF TOP UNIT

SB SOFFIT BEAM

SCHED SCHEDULE

S.F. SQUARE FEET

SF STRIP FOUNDATION

SIM SIMILAR

SPC SPACE/SPACES

SPECS SPECIFICATIONS

SQ SQUARE

SS STAINLESS STEEL

STD STANDARD

STIFF STIFFENER

STL STEEL

STRUCT STRUCTURAL

SYM SYMMETRICAL

T/ TOP OF

TB TIE BEAM

T&B TOP AND BOTTOM

TCX TOP CHORD EXTENSION

TDS TURN DOWN SLAB

TE THICKENED EDGE

TEMP TEMPERATURE

TENS TENSION

THD THREAD/THREADED

THK THICK

TOL TOLERANCE

TRANS TRANSVERSE

TS TUBE STEEL

T.S. THICKENED SLAB

TWF THICKENED WALL FOUNDATION

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VERT VERTICAL

VIF VERIFY IN FIELD

VOL VOLUME

W WIDE FLANGE SECTION

W/ WITH

W/O WITHOUT

WD WOOD

WF WALL FOOTING

WP WATERPROOF

W.P. WORKING POINT

WS WELDED STUD

WT WEIGHT/STRUCTURAL TEE SECTION

WWF WELDED WIRE FABRIC

@ AT DESIGNATION

# POUNDS / REBAR SIZE NUMBER

+/- PLUS OR MINUS

L ANGLE

C.L. CENTER LINE

& AND

Sx SECTION MODULUS Ix MOMENT OF INERTIA

STRUCTURAL ABBREVIATIONS

X

X

STRUCTURAL SYMBOLS AND LEGEND

NORTH ARROW

SECTION / DETAIL MARK ELEVATION MARK

PLAN / DETAIL MARK

PLAN NOTE

DETAIL NUMBER

SHEET NUMBER

DETAIL NUMBER

SHEET NUMBER

NOTE: SYMBOLS AND LEGEND SHOWN ARE

GENERIC AND DO NOT NECESSARILY INDICATE

ACTUAL OCCURRENCES IN THESE DRAWINGS.

X

T/

X'-X" X

X

1. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH MECHANICAL

DRAWINGS. CONSULT THESE DRAWINGS FOR EQUIPMENT WEIGHTS AND LOCATIONS,

AND OTHER DETAILS NOT SHOWN ON STRUCTURAL DRAWINGS.

2. DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. ANY DISCREPANCIES

SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER OF RECORD BEFORE

PROCEEDING WITH THE AFFECTED PART OF THE WORK.

3. NO STRUCTURAL MEMBER OR COMPONENT SHALL BE CUT, NOTCHED, OR OTHERWISE

ALTERED UNLESS APPROVED IN WRITING BY THE ENGINEER OF RECORD. THE

CONTRACTOR SHALL BE RESPONSIBLE FOR ANY AND ALL COSTS INCURRED BY THE

ENGINEER OF RECORD FOR REVIEW OF ANY SUCH DEVIATIONS.

4. DO NOT SCALE DRAWINGS.

5. THE STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE

BUILDING IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE

ERECTION PROCEDURES AND SEQUENCE TO ENSURE SAFETY OF THE BUILDING AND

ITS COMPONENTS DURING ERECTION. THIS INCLUDES THE ADDITION OF NECESSARY

SHORING, SHEETING, TEMPORARY BRACING, GUYS OR TIE DOWNS.

6. DETAILS LABELED "TYPICAL DETAILS" ON THE DRAWINGS SHALL APPLY TO ALL

SITUATIONS OCCURRING ON THE PROJECT THAT ARE THE SAME OR SIMILAR TO THOSE

SPECIFICALLY DETAILED. THE APPLICABILITY OF THE DETAIL TO ITS LOCATION ON THE

DRAWINGS CAN BE DETERMINED BY THE TITLE OF DETAIL. SUCH DETAILS SHALL APPLY

WHETHER OR NOT THEY ARE REFERENCED AT EACH LOCATION. QUESTIONS

REGARDING APPLICABILITY OF TYPICAL DETAILS SHALL BE DETERMINED BY THE

ENGINEER OF RECORD.

7. THE GENERAL CONTRACTOR SHALL COMPARE THE MECHANICAL AND STRUCTURAL

DRAWINGS AND REPORT ANY DISCREPANCIES BETWEEN EACH SET OF DRAWINGS AND

WITHIN EACH SET OF DRAWINGS TO THE ARCHITECT AND ENGINEER OF RECORD PRIOR

TO THE FABRICATION AND INSTALLATION OF ANY STRUCTURAL MEMBERS.

8. THE CONTRACT STRUCTURAL DRAWINGS REPRESENT THE FINISHED STRUCTURE, AND

DO NOT INDICATE THE METHOD OR MEANS OF CONSTRUCTION. THE CONTRACTOR

SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR

ALL CONSTRUCTION MEANS, METHODS, PROCEDURES, TECHNIQUES, SEQUENCE AND

SAFETY. THE ENGINEER DOES NOT HAVE CONTROL OR CHARGE OF, AND SHALL NOT BE

RESPONSIBLE FOR, CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, OR

PROCEDURES, FOR SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE

WORK, FOR THE ACTS OR OMISSION OF THE CONTRACTOR, SUBCONTRACTOR OR ANY

OTHER PERSONS PERFORMING ANY OF THE WORK, OR FOR THE FAILURE OF ANY OF

THEM TO CARRY OUT THE WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.

9. THE STRUCTURAL ENGINEER'S OBLIGATIONS TO REVIEW SHOP DRAWINGS AND OTHER

SUBMITTALS AND TO RETURN THEM IN A TIMELY MANNER ARE CONDITIONED UPON THE

PRIOR REVIEW AND APPROVAL OF THE SHOP DRAWINGS OR SUBMITTALS BY THE

CONTRACTOR AS REQUIRED IN THE CONSTRUCTION CONTRACT AND THE

CONTRACTOR'S SUBMITTAL OF THE SHOP DRAWINGS AND OTHER SUBMITTALS IN

ACCORDANCE WITH A WRITTEN SCHEDULE DISTRIBUTED IN ADVANCE TO THE

ENGINEER IDENTIFYING THE DATES FOR THE SUBMITTAL OF THE VARIOUS SHOP

DRAWINGS AND SUBMITTALS.

10. PERIODIC SITE OBSERVATION BY FIELD REPRESENTATIVES OF TLC ENGINEERING

SOLUTIONS, INC IS SOLELY FOR THE PURPOSE OF DETERMINING IF THE WORK OF THE

CONTRACTOR IS PROCEEDING IN GENERAL ACCORDANCE WITH THE STRUCTURAL

CONTRACT DOCUMENTS. THIS LIMITED SITE OBSERVATION SHALL NOT BE CONSTRUED

AS EXHAUSTIVE OR CONTINUOUS TO CHECK THE QUALITY OR QUANTITY OF THE WORK.

11. ALL STRUCTURES REQUIRE PERIODIC MAINTENANCE TO EXCEED LIFE SPAN AND TO

ENSURE STRUCTURAL INTEGRITY FROM EXPOSURE TO THE ENVIRONMENT. A PLANNED

PROGRAM OF MAINTENANCE SHALL BE ESTABLISHED BY THE OWNER. THIS PROGRAM

SHALL INCLUDE ITEMS SUCH AS, BUT NOT LIMITED TO, PAINTING OF STRUCTURAL

STEEL, PROTECTIVE COATINGS FOR CONCRETE, SEALANTS, CAULKED JOINTS,

EXPANSION JOINTS, CONTROL JOINTS, SPALLS AND CRACKS IN CONCRETE, AND

PRESSURE WASHING OF EXPOSED STRUCTURAL ELEMENTS EXPOSED TO SALT

ENVIRONMENT OR OTHER HARSH CHEMICALS.

12. IN THE PROFESSIONAL OPINION OF TLC ENGINEERING SOLUTIONS, INC. THE

STRUCTURAL CONTRACT DOCUMENTS FOR THIS PROJECT HAVE BEEN PREPARED IN

ACCORDANCE WITH THE DESIGN CRITERIA AS SET FORTH IN THENFLORIDA BUILDING

CODE (FBC) 8th EDITION (2023).

13. NO PROVISIONS HAVE BEEN MADE FOR VERTICAL OR HORIZONTAL EXPANSION EXCEPT

AS SHOWN ON CONTRACT DOCUMENTS.

14. THE USE OF REPRODUCTIONS OF THESE CONTRACT DOCUMENTS AND USE OF CAD

FILES BY ANY CONTRACTOR, SUBCONTRACTOR, ERECTOR, FABRICATOR OR MATERIAL

SUPPLIER IN LIEU OF PREPARATION OF SHOP DRAWINGS SIGNIFY HIS ACCEPTANCE OF

ALL INFORMATION SHOWN HEREON AS CORRECT, AND OBLIGATES HIMSELF TO ANY

JOB EXPENSE, REAL OR IMPLIED, ARISING DUE TO ANY ERRORS THAT MAY OCCUR

HEREON.

010000 GENERAL NOTES

1. THE STRUCTURAL SYSTEM FOR THIS BUILDING HAS BEEN DESIGNED IN ACCORDANCE

WITH THE FLORIDA BUILDING CODE, 8th EDITION (2023), AND AS SUPPLEMENTED BY

LOCAL AMENDMENTS.

2. THE FOLLOWING SUPERIMPOSED LOADINGS HAVE BEEN UTILIZED:

A. DEAD LOADS:

COOLING TOWER 3900 LBS

B. WIND LOADS: PER FLORIDA BUILDING CODE, SECTION 1609.

ULTIMATE DESIGN WIND SPEED, Vult 156 MPH (3 SEC. GUST) NOMINAL DESIGN WIND SPEED, Vasd 121 MPH (3 SEC. GUST)

RISK CATEGORY III

EXPOSURE B

010002 DESIGN LOADS

1. RFI SHALL ORIGINATE WITH CONTRACTOR AND SHALL BE SUBMITTED IN THE FORM

SPECIFIED WITHIN CONTRACT DOCUMENTS. RFI SHALL BE SUBMITTED IN A PROMPT

MANNER AS TO AVOID DELAYS IN CONTRACTORS WORK.

2. RFI SHALL BE SUBMITTED AS SPECIFIED WITHIN THE CONTRACT DOCUMENTS AND

SHALL BE FORWARDED TO THE ENGINEER VIA THE ARCHITECT OR DIRECTLY TO THE

ENGINEER BY THE CONTRACTOR WHEN APPROVED BY THE ARCHITECT.

3. ENGINEER SHALL TAKE UP TO 5 BUSINESS DAYS TO REVIEW AND RETURN RFI'S.

HOWEVER, THE ENGINEER WILL ATTEMPT TO EXPEDITE THE REVIEW OF ALL RFI'S

WITHIN A REASONABLE TIME FRAME.

4. RFI RESPONSES ARE NOT INTENDED TO AUTHORIZE ANY INCREASE IN CONSTRUCTION

COST, SCHEDULE OR TIME EXTENSIONS, OR CONSTRUCTION IN CONFLICT WITH ANY

APPLICABLE CODES OR SPECIFIED DESIGN STANDARDS. IT IS THE RESPONSIBILITY OF

THE CONTRACTOR TO NOTIFY THE DESIGN TEAM IMMEDIATELY OF ANY PERCEIVED

SCOPE, SCHEDULE, OR COST IMPACTS OR ADJUSTMENTS. IF CONTRACTOR REQUESTS

ANY ADDITIONAL COST, INCREASE IN SCHEDULE OR ADJUSTMENT IN SCOPE, THE

CONTRACTOR SHALL NOT PROCEED WITH ADDITIONAL WORK UNTIL APPROVED IN

WRITING BY THE CONSTRUCTION ADMINISTRATOR.

013100 REQUEST FOR INTERPRETATION

1. SHOP DRAWINGS SHALL ADEQUATELY DEPICT THE STRUCTURAL ELEMENTS AND

CONNECTIONS SHOWN ON THE CONTRACT DOCUMENTS. SHOP DRAWINGS WILL BE

REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT OF THE CONTRACT

DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY

COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH,

ELEVATIONS, DIMENSIONS, ETC. REVIEW OF SUBMITTALS AND SHOP DRAWINGS DOES

NOT RELIEVE THE CONTRACTOR OF FULL RESPONSIBILITY FOR ERRORS AND

OMISSIONS ASSOCIATED WITH THE PREPARATION OF THE SHOP DRAWINGS.

2. SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR AND MARKED

"APPROVED" PRIOR TO SUBMITTAL TO THE ARCHITECT/ENGINEER. NON-CONFORMING

DRAWING SUBMITTALS WILL BE RETURNED WITHOUT REVIEW.

3. THE CONTRACT DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS UNLESS

OTHERWISE SPECIFIED IN WRITING BY THE ENGINEER OF RECORD.

4. CHANGES AND ADDITIONS MADE ON RE-SUBMITTALS SHALL BE CLEARLY FLAGGED AND

NOTED. THE PURPOSE OF THE RE-SUBMITTALS SHALL BE CLEARLY NOTED ON THE

LETTER OF TRANSMITTAL. ARCHITECT/ENGINEER OF RECORD REVIEW WILL BE LIMITED

TO THOSE ITEMS CAUSING THE RE-SUBMITTAL. CONTRACTOR IS RESPONSIBLE FOR

COSTS CAUSED BY MULTIPLE RE-SUBMITTALS (MORE THAN ONE) AT

ARCHITECT/ENGINEERS' CURRENT HOURLY RATES.

013301 SHOP DRAWING REVIEW

1. ALL SHOP DRAWINGS MUST BE REVIEWED AND STAMPED APPROVED BY THE GENERAL

CONTRACTOR PRIOR TO SUBMITTAL.

2. THE GENERAL CONTRACTOR SHALL SUBMIT FOR ENGINEER REVIEW SHOP DRAWINGS

FOR THE FOLLOWING ITEMS:

• ITEMS MARKED (D) SHALL HAVE SHOP DRAWINGS SEALED BY A

PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF FLORIDA.

• ITEMS MARKED (#) SHALL BE SUBMITTED FOR ENGINEERS RECORD

ONLY.

A. STRUCTURAL STEEL

3. MANUFACTURER'S LITERATURE. SUBMIT TWO COPIES OF MANUFACTURER'S

LITERATURE FOR ALL MATERIALS AND PRODUCTS USED IN CONSTRUCTION ON THE

PROJECT.

013303 SUBMITTALS

1. THE CONTRACTOR IS REQUIRED TO PROVIDE ALL TEMPORARY SCAFFOLDING,

PLATFORMS, BARRICADES, RAILINGS, SCREENING, ETC. NECESSARY TO PROTECT

EXISTING FACILITIES, STRUCTURES AND THE PUBLIC DURING DEMOLITION AND

ERECTION OF THE NEW CONSTRUCTION, AS WELL AS FOR JOB SAFETY. JOB SAFETY,

CONSTRUCTION AND DEMOLITION PROCEDURES ARE THE SOLE RESPONSIBILITY OF

THE CONTRACTOR. THE CONTRACTOR IS REQUIRED TO TAKE ALL PRECAUTIONS TO

MINIMIZE VIBRATION, NOISE, DUST AND DEBRIS IN ALL AREAS ADJACENT TO AREAS OF

DEMOLITION.

2. THE CONTRACTOR IS REQUIRED TO COORDINATE WITH THE OWNER FOR THE

TEMPORARY SUSPENSION OF USE OF ANY FACILITY OR PORTION THEREOF, AND THE

ASSOCIATED BARRICADING REQUIREMENTS WITHIN A MINIMUM OF 7 DAYS PRIOR TO

COMMENCING WORK.

3. THE CONTRACTOR IS REQUIRED TO PERFORM HIS WORK IN A MANNER, WHICH WILL

NOT CONFLICT WITH ANY OPERATION, WHICH IS TO REMAIN FUNCTIONAL DURING THE

COURSE OF THE PROJECT, UNTIL SUCH OPERATION IS SCHEDULED TO BE SHUT DOWN.

4. THE CONTRACTOR IS REQUIRED TO COORDINATE WITH OWNER FOR THE TEMPORARY

SUSPENSION OF USE OF ANY UTILITY SYSTEM, A MINIMUM OF 3 DAYS PRIOR TO

COMMENCING WORK.

5. AT ALL LOCATIONS WHERE NEW CONSTRUCTION WILL INTERFACE WITH EXISTING

ELEMENTS, CUT THROUGH EXISTING STRUCTURE IN STRAIGHT AND TRUE LINES TO

INSURE A NEAT INTERFACE.

6. BEFORE DEMOLISHING ANY STRUCTURAL ELEMENT, INSTALL ALL REQUIRED

TEMPORARY AND/OR PERMANENT BRACING AND SUPPORTS.

7. PROVIDE TEMPORARY CLOSURE OF ALL ROOF FASCIA, WALL AND OTHER OPENINGS TO

PROTECT BUILDING FROM EXPOSURE TO UNDESIRABLE ELEMENTS UNTIL NEW

CONSTRUCTION IS WEATHERPROOFED, AT WHICH TIME SUCH TEMPORARY

CONSTRUCTION SHALL BE REMOVED. ALL TEMPORARY EXTERIOR WALLS THAT ARE

SUBJECT TO WIND LOADS ARE TO BE DESIGNED BY A DELEGATED ENGINEER.

8. UPON COMPLETION OF NEW CONSTRUCTION UNDER EACH PHASE, ALL DEMOLISHED

AREAS SHALL BE RESTORED TO ACCEPTABLE USAGE ACCORDING TO THE CONTRACT

DOCUMENTS AS DETERMINED BY THE A/E.

9. REMOVE COMPLETELY FROM THE SITE AND LEGALLY DISPOSE ALL DEBRIS GENERATED

BY THE DEMOLITION WORK AS THE WORK PROGRESSES. STOCKPILING OF DEBRIS AND

BURNING OF DEBRIS ON THE PREMISES IS STRICTLY PROHIBITED.

024116 DEMOLITION NOTES

1. INFORMATION SHOWN FOR THE EXISTING STRUCTURE IS BASED ON A SITE WALK

PERFORMED BY TLC ENGINEERING SOLUTIONS ON MARCH 25, 2025. IT SHALL BE THE

RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE CONDITIONS RELATING TO THE

EXISTING STRUCTURE AND TO NOTIFY THE ENGINEER IMMEDIATELY OF ANY

DISCREPANCIES OR CONFLICTS.

024117 EXISTING STRUCTURE

1. STEEL WORK SHALL BE NEW AND CONFORM TO THE ANSI/AISC 360-16 SPECIFICATION

FOR STRUCTURAL STEEL BUILDINGS.

2. MATERIAL SHALL CONFORM TO THE FOLLOWING, EXCEPT AS NOTED:

WIDE FLANGE SHAPES ASTM A992 (Fy=50 KSI) ANGLES, CHANNELS AND PLATES ASTM A36 (Fy=36 KSI)

HIGH STRENGTH BOLTS ASTM A325 OR A490

HEAVY HEX NUTS ASTM A563

HARDENED STEEL WASHERS ASTM F436

3. CONNECTIONS:

A. BOLTS SHALL BE HIGH-STRENGTH, BEARING TYPE IN SNUG TIGHT CONDITION,

U.N.O. TIGHTEN BY AN AISC APPROVED METHOD.

B. FIELD CONNECTIONS SHALL BE BOLTED, EXCEPT AS NOTED OTHERWISE.

4. HIGH STRENGTH BOLTS IN BEARING CONDITION SUPPORTING SIMPLE SPAN BEAMS NOT

SUBJECT TO AXIAL LOADS MAY BE INSTALLED TO "SNUG TIGHT" CONDITION IF NORMAL,

OR SHORT SLOTTED HOLES ARE USED. THE ENGINEER OF RECORD WILL BE THE

ULTIMATE AUTHORITY IN THE USE OF "SNUG TIGHT" BOLTS. IF LONG SLOTTED OR

OVERSIZED HOLES ARE USED, BOLTS MUST BE FULLY PRETENSIONED AND SLIP

CRITICAL. PROPER SURFACE PREPARATION IS REQUIRED FOR SLIP CRITICAL BOLTS,

INCLUDING OMISSION OF PRIMER OR FIRE PROOFING, AS APPROPRIATE.

5. ALL STRUCTURAL STEEL EXPOSED TO EXTERIOR CONDITIONS SHALL BE HOT DIPPED

GALVANIZED PER ASTM A123 AND ALL FASTENERS AND HARDWARE SHALL BE HOT

DIPPED GALVANIZED PER ASTM A153.

051200 STRUCTURAL STEEL

7370 Cabot Court, Suite 103 Melbourne, FL 32940

P 321.636.0274 www.tlc-engineers.com

© Copyright 2025 TLC Engineering Solutions, Inc.

TLC Project No.:

COA 15

Seal

Drawing No.:

Scale:

Revisions:

Drawing Title:

Approved By:

Issue Date:

Project No.:

Drawn By:

Consultants:

B

ID

S E

T

Chelsea K. Simpson Florida License No. 88662

As indicated

/1

/2

:3

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525083

05/19/2026

VL

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STRUCTURAL

ABBREVIATIONS,

SYMBOLS, AND

GENERAL NOTES

S-001

525083

± 16' - 0"

W8X18

W8X18

W8X18

(E

W

(E

W

(E ) H

SS5X

(E ) H

SS5X

(E ) H

SS5X

(E ) H

SS5X

EXISTING

COOLING

TOWER

(REFER TO

MECHANICAL

DWGS)

S-101

TYP

(HDG)

(HDG)

(HDG)

1. CONTRACTOR TO FIELD VERIFY ALL EXISTING

CONDITIONS AND DIMENSIONS.

GENERAL NOTES

± 16' - 0"

(E

W

(E

W

(E ) H

SS5X

(E ) H

SS5X

(E ) H

SS5X

(E ) H

SS5X

EXISTING

COOLING

TOWER

(E) W8X18

(E) W8X18

(E) W8X18

T/ BEAM

EL. (VIF)

NEW W8 BEAM

EXISTING CAP

PLATE W/ (4) 3/4"

BOLTS TO REMAIN.

CLEAN AND RECOAT

PER DETAIL 5/S-101.

EXISTING HSS5X5 TO

REMAIN, TYP.

CLEAN AND RECOAT

EXPOSED PORTION

OF POST PER

DETAIL 5/S-101

EXISTING W10

TO REMAIN.

CLEAN AND

RECOAT PER

DETAIL 5/S-101

ROOFING NOT

SHOWN FOR CLARITY.

EXISTING BOLTS

TO REMAIN

EXISTING ROOF STEEL

JOIST TO REMAIN

NOTE:

ALL STEEL EXPOSED TO THE WEATHER

TO BE HOT DIPPED GALVANIZED.

S-101

(4) - 3/4"Ø A325 BOLTS THROUGH

FLANGE TYP. AT EACH LOCATION.

FIELD VERIFY BOLT HOLE LOCATIONS

IN EXISTING W10 TO REMAIN.

NOTE:

ALL STEEL EXPOSED TO THE WEATHER

TO BE HOT DIPPED GALVANIZED.

(E

W

NEW W8 (SEE PLAN)

B E

A M

BEAM

1. STEEL SHALL BE CLEANED BY USING A POWERED WIRE BRUSH, ABRASIVE

BLASTING, OR WATER BLASTING TO REMOVE ALL RUST, DEBRIS AND FOREIGN

MATERIAL.

2. NOTIFY EOR OF ANY APPARENT SECTION LOSS PRIOR TO PRIMING AND PAINTING.

3. PRIME THE STEEL SURFACE WITH AN ALKYD, ANTI-CORROSIVE METAL PRIMER THAT

IS COMPATIBLE WITH THE TOP COAT PAINT.

4. APPLY EXTERIOR GRADE PAINT TO THE EXPOSED STEEL, MATCHING THE COLOR OF

THE EXISTING PAINT. THE STEEL SURFACE SHOULD BE CLEANED IN ACCORDANCE

WITH THE PAINT MANUFACTURER’S INSTRUCTIONS.

PRODUCTS:

1. PRIMER:

A. DURON INC., DURACLAD 62 UNIVERSAL ACRYLIC METAL PRIMER.

B. BENJAMIN MOORE & CO., IRON CLAD LATEX LOW LUSTRE ENAMEL 363/C363.

C. SHERWIN WILLIAMS CO., PRO-CRYL UNIVERSAL PRIMER – B66-310 SERIES.

2. LATEX ACRYLIC:

A. DURON INC., UTRA GUARD EXTERIOR ACRYLIC LATEX.

B. BENJAMIN MOORE & CO., IRON CLAD LATEX LOW LUSTER ENAMEL 363/C363.

C. SHERWIN WILLIAMS CO., HIGH-PERFORMANCE EPOXY B67-200 SERIES.

GENERAL STEEL REPAIR NOTES

1. CONTRACTOR TO FIELD VERIFY ALL EXISTING

CONDITIONS AND DIMENSIONS.

2. ALL STEEL EXPOSED TO WEATHER TO BE HOT

DIPPED GALVANIZED.

GENERAL NOTES

1. EXISTING W10 STEEL BEAM TO REMAIN.

2. EXISTING W8 STEEL BEAM TO BE REMOVED AND

REPLACED.

3. EXISTING COOLING TOWER TO BE TEMPORARILY

REMOVED AND REFURBISHED, REFER TO

MECHANICAL DRAWINGS FOR ADDITIONAL

INFORMATION NOT SHOWN.

#KEYNOTE LEGEND

1. EXISTING W10 STEEL BEAM TO REMAIN. CLEAN

ALL EXISTING STEEL TO REMAIN, INCLUDING

BEAMS, SUPPORT POSTS, PLATES, BOLTS, ETC

AND REPAINT. REFER TO STEEL REPAIR NOTES

IN DETAIL 5/S-101.

2. NEW W8X18 STEEL BEAM. FIELD VERIFY EXISTING

BOLT HOLE LOCATIONS IN EXISTING W10 TO

REMAIN TO FACILITATE CONNECTION TO

EXISTING STEEL.

#KEYNOTE LEGEND

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P 321.636.0274 www.tlc-engineers.com

© Copyright 2025 TLC Engineering Solutions, Inc.

TLC Project No.:

COA 15

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Chelsea K. Simpson Florida License No. 88662

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525083

05/19/2026

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COOLING TOWER

PLAN AND DETAILS

S-101

525083

1/2" = 1'-0"

COOLING TOWER SUPPORT FRAMING PLAN

1/2" = 1'-0"

COOLING TOWER SUPPORT FRAMING - DEMO PLAN

1" = 1'-0"

CONNECTION DETAIL

1 1/2" = 1'-0"

W8 TO W10 CONNECTION DETAIL

3/4" = 1'-0"

TYPICAL STEEL REPAIR NOTES