2025-12-17_MLB_Kalwall_Replacement_-_IFP_-_Structural_-_Unsigned.pdf

AFF ABOVE FINISHED FLOOR

AB ANCHOR BOLT

L ANGLE

APPROX APPROXIMATE

ARCH ARCHITECT; ARCHITECTURAL

@ AT

BM BEAM

BLT BOLT

B/; BOTT BOTTOM

CIP CAST-IN-PLACE

CL; C/L CENTERLINE

CLR CLEARANCE; CLEAR

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONT CONTINUOUS

COORD COORDINATE

CMU CONCRETE MASONRY UNIT

CJ CONTROL JOINT

CC-(XX) CONCRETE COLUMN

DET DETAIL

DIAG DIAGONAL

DIA DIAMETER

DWG DRAWING

DF DROPPED FOOTING

EA EACH

EL; ELEV ELEVATION

EQUIP; EQMT EQUIPMENT

EW EACH WAY

EXIST EXISTING

EXP EXPANSION

EJ; EXP JT EXPANSION JOINT

EXT EXTERIOR

FBA FLAT BAR ANCHOR

FBC FLORIDA BUILDING CODE

FT FOOT; FEET

FIN FINISH

FLR; FL FLOOR; FLOORING

FLD; FD FLOOR DRAIN

FOB FACE OF BRICK

FOF FACE OF FOOTING

FOW FACE OF WALL

FTG FOOTING

FDN FOUNDATION

F(XX) SPREAD FOOTING (TYPE)

GA GAGE

GALV GALVANIZED

GALV STL GALVANIZED STEEL

GEN GENERAL

HP HIGH POINT

HORIZ HORIZONTAL

INT INTERIOR

INFO INFORMATION

LG LONG

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LP LOW POINT

LT GA LIGHT GAGE

MATL MATERIAL

MAX MAXIMUM

MECH MECHANICAL

MFR MANUFACTURER

MID MIDDLE

MTL METAL

MIN MINIMUM

MISC MISCELLANEOUS

MCJ MASONRY CONTROL JOINT

MW(XX) MASONRY WALL REINFORCING (TYPE)

MP(XX) MASONRY PIER (TYPE)

MC(XX) MASONRY COLUMN (TYPE)

NA; N/A NOT APPLICABLE

NTS; N.T.S. NOT TO SCALE

OC; O.C. ON CENTER

OPNG OPENING

OPP OPPOSITE

OPP HND OPPOSITE HAND

QTY QUANTITY

PROJ PROJECTION

LB; # POUND

PLF POUNDS PER LINEAR FOOT

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

RAD RADIUS

REF REFERENCE

REINF REINFORCED; REINFORCING

REQD REQUIRED

SCHED SCHEDULE

SHT SHEET

SIM SIMILAR

SPEC SPECIFICATION

SQ SQUARE

SF SQUARE FEET

SQ IN SQUARE INCHES

SST; SS STAINLESS STEEL

STD STANDARD

STL STEEL

SC(XX) STEEL COLUMN (TYPE)

T&B TOP AND BOTTOM

THK THICK

THRU THROUGH

T/ CONC TOP OF CONCRETE

T/ FTG TOP OF FOOTING

T/ STL TOP OF STEEL

T&G TONGUE AND GROOVE

TS THICKENED SLAB

TYP TYPICAL

TSE; TE THICKENED SLAB EDGE

UNO; U.N.O. UNLESS NOTED OTHERWISE

VERT VERTICAL

W/ WITH

W/O WITHOUT

WWF WELDED WIRE FABRIC

WF(XX) WALL FOOTING (TYPE)

K KIPS

KSI KIPS PER SQUARE INCH

ABBREVIATIONS

AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION

AISI AMERICAN IRON AND STEEL INSTITUTE

ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS

AWS AMERICAN WELDING SOCIETY

ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS

ANSI AMERICAN NATIONAL STANDARDS INSTITUTE

ACI AMERICAN CONCRETE INSTITUTE

NGVD NATIONAL GEODETIC VERTICAL

DATUM

POINT OF REFERENCE

BENCHMARK / WORK POINT

EARTH

CONCRETE

CRUSHED STONE

SECTION LETTER

WHERE DRAWN

DETAIL NUMBER

WHERE DRAWN

ELEVATION

DESCRIPTIONSYMBOLDESCRIPTIONSYMBOL

SYMBOLS AND LEGEND

NORTH

KEY NOTENORTH ARROW

X

S-XXX

GIRDER BEAM

INFILL BEAM

JOIST

CMU WALL

CONCRETE WALL

WALL BELOW

S-XXX

X

GENERAL NOTES:

ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT, EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN.

THE CONTRACTOR SHALL WORK STRUCTURAL DRAWINGS TOGETHER WITH ARCHITECTURAL, MECHANICAL, PLUMBING, ELECTRICAL AND CIVIL DRAWINGS AS APPLICABLE TO LOCATE DEPRESSED SLABS, SLOPES, DRAINS, REGLETS, BOLT SETTINGS, GRADES, ETC. ANY DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE ARCHITECT/ENGINEER BEFORE PROCEEDING WITH THE WORK. DO NOT PENETRATE STRUCTURAL ELEMENTS (BEAMS, COLUMNS, WALLS, SLABS, STEEL DECKS, ETC.)

WITHOUT PRIOR WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER.

THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, CONNECTIONS, EMBED PLATE AND ANCHOR BOLT LOCATIONS FROM EQUIPMENT MANUFACTURER'S APPROVED DRAWINGS AND STEEL FABRICATOR'S ANCHOR BOLT AND EMBED PLATE SETTING

PLANS, WHICH HAVE BEEN APPROVED BY THE ARCHITECT/ENGINEER.

ALL MATERIALS AND WORKMANSHIP SHALL COMPLY WITH PROJECT DRAWINGS AND SPECIFICATIONS2.

3.

6.

9.

1. DESIGN IS BASED ON THE APPLICABLE CODES AND STANDARDS REFERENCED IN THE DESIGN STANDARDS.

THE CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, ELEVATIONS AND CONDITIONS PRIOR TO ORDERING ANY MATERIALS AND SHALL NOTIFY THE ARCHITECT/ENGINEER IF DIFFERENT FROM WHAT IS SHOWN ON THE DRAWINGS.

4.

THE CONTRACTOR SHALL REVIEW THESE DRAWINGS AND VISIT THE PROJECT SITE BEFORE CONSTRUCTION BEGINS TO COMPARE ALL EXISTING CONDITIONS WITH WHAT IS SHOWN ON THESE DRAWINGS. IF THERE ARE CONDITIONS WHICH ARE DIFFERENT FROM WHAT IS SHOWN, THE STRUCTURAL ENGINEER OF RECORD SHALL BE NOTIFIED.

THE CONTRACTOR SHALL ARRANGE A PRE-CONSTRUCTION MEETING WITH THE ARCHITECT/ENGINEER TO ENSURE THAT THE CONTRACTOR'S UNDERSTANDING OF THESE DRAWINGS AND PLAN FOR THE WORK IS IN ACCORDANCE WITH THE DESIGN INTENT

AND TO CLARIFY ANY QUESTIONS THAT THE CONTRACTOR MAY HAVE.

7.

8.

ALL STRUCTURES ARE DESIGNED TO BE STABLE AND SELF-SUPPORTING IN THEIR COMPLETED CONSTRUCTED STATE AT THE END OF CONSTRUCTION. IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND SEQUENCES THAT ENSURE THE STABILITY OF STRUCTURES AND ITS COMPONENTS DURING CONSTRUCTION. THIS INCLUDES BUT IS NOT LIMITED TO THE ADDITION OF SUPPORTS, BRACING, GUYS WIRES, TIE DOWNS, SHORING AND RE-SHORING. SUCH TEMPORARY SUPPORTS SHALL BE DESIGNED BY QUALIFIED REGISTERED PROFESSIONAL ENGINEERS RETAINED BY THE CONTRACTOR, IN ACCORDANCE WITH LOCAL STATUTES AND REGULATIONS. TEMPORARY SUPPORTS SHALL REMAIN THE PROPERTY OF THE CONTRACTOR AND INFORMATION RELATED TO THEM IS NOT INCLUDED IN THE CONTRACT DOCUMENTS.

5.

12. ELEVATIONS:

FINISHED GROUND FLOOR EL = 0'-0" (TYP. U.N.O.)

FINISHED GROUND FLOOR REF EL = SEE CIVIL DWGS FOR PROJECT SPECIFIC DATUM & ELEVATION

13. SHOP DRAWING SUBMITTALS:

A. CONTRACTOR SHALL SUBMIT TO BRPH FOR REVIEW SHOP DRAWINGS FOR ALL APPLICABLE TRADES IN ACCORDANCE WITH

THE REQUIREMENTS OF THE CONTRACT DOCUMENTS.

B. IN ORDER TO EXPEDITE REVIEW OF SHOP DRAWINGS BY BRPH AND AVOID ANY NEED FOR RE-SUBMITTAL BY THE CONTRACTOR, SUBMITTED SHOP DRAWINGS SHALL BE COMPLETE WITH ADEQUATE AND NECESSARY INFORMATION SHOWN

TO FACILITATE THEIR REVIEW.

C. CONTRACTOR SHALL REVIEW THE SHOP DRAWINGS THOROUGHLY AND VERIFY DIMENSIONS, ELEVATIONS, QUANTITIES, ETC. BEFORE SUBMITTING TO BRPH FOR REVIEW. SHOP DRAWINGS NOT REVIEWED AND MARKED APPROVED BY THE

CONTRACTOR WILL BE REJECTED AND RETURNED.

D. CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION BETWEEN SHOP DRAWINGS AND DRAWINGS OF DIFFERENT TRADES. ANY FIELD ISSUES AS A RESULT OF THE LACK OF SUCH COORDINATION SHALL BE THE

RESPONSIBILITY OF THE CONTRACTOR.

THAT WHICH IS REFERENCED AS BEING ON "HOLD" SHALL BE INCLUDED IN THE BID AND WORK, HOWEVER FABRICATION AND/OR

CONSTRUCTION SHALL NOT PROCEED UNTIL THE "HOLD" REFERENCE IS REMOVED.

10.

DO NOT SCALE THE STRUCTURAL DRAWINGS TO DETERMINE DIMENSIONS OR MATERIAL QUANTITIES.11.

DESIGN STANDARDS:

1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE BUILDING CODE AND PUBLICATIONS LISTED BELOW. IN THE CASE OF

CONFLICTING REQUIREMENTS, THE BUILDING CODE SHALL GOVERN.

2. APPLICABLE CODES AND STANDARDS:

BUILDING CODE

RCSC-20

AISC 360-16

AISI S100-16(2020) WITH SUPPLEMENT 2

ASCE 7-22

ASTM

ICC

AWS D1.1-D1.1M-2020

AISI S240-20

FLORIDA BUILDING CODE 2023 (FBC), 8TH EDITION

RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS,

"SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH

BOLTS"

AMERICAN INSTITUTE OF STEEL CONSTRUCTION, "SPECIFICATION

FOR STRUCTURAL STEEL BUILDINGS"

AMERICAN IRON AND STEEL INSTITUTE, "NORTH AMERICAN

SPECIFICATION FOR THE DESIGN OF COLD-FOMRED STEEL

STRUCTURAL MEMBERS"

AMERICAN SOCIETY OF CIVIL ENGINEERS, "MINIMUM DESIGN LOADS

AND ASSOCIATED CRITERIA FOR BUILDINGS AND OTHER

STRUCTURES"

AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM

INTERNATIONAL)

INTERNATIONAL CODE COUNCIL, INTERNATIONAL CODE COUNCIL -

EVALUATION SERVICES (ICC-ES)

AMERICAN WELDING SOCIETY, "STRUCTURAL WELDING

CODE - STEEL"

AMERICAN IRON AND STEEL INSTITUTE, "NORTH AMERICAN

STANDARD FOR COLD-FORMED STEEL STRUCTURAL FRAMING"

DESIGN CRITERIA:

DESIGN WIND LOAD: (PER ASCE 7)2.

OCCUPANCY RISK CATEGORY III

EXPOSURE CATEGORY C

ULTIMATE WIND SPEED, Vult 160 MPH

NOMINAL WIND SPEED, Vasd 124 MPH

ENCLOSURE CLASSIFICATION ENCLOSED

INTERNAL PRESSURE COEFFICIENT ±0.18

1. DESIGN DEAD LOADS:

ROOFS SELF WEIGHT

WALLS SELF WEIGHT

COMPONENTS & CLADDING SEE DIAGRAMS BELOW

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 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.

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 CONSTRUCTION WILL INTERFACE WITH EXISTING ELEMENTS, CUT THROUGH EXISTING STRUCTURE

IN STRAIGHT AND TRUE LINES TO ENSURE 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 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 CONSTRUCTION UNDER EACH PHASE, ALL DEMOLISHED AREAS SHALL BE RESTORED TO ACCEPTABLE USAGE ACCORDING TO THE CONTRACT DOCUMENTS AS DETERMINED BY THE ARCHITECT/ENGINEER.

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.

STRUCTURAL STEEL:

CUTS, HOLES AND THEIR REINFORCEMENT (REQUIRED BY OTHER TRADES) SHALL BE SHOWN ON THE STRUCTURAL STEEL SHOP DRAWINGS AND SHALL BE MADE IN THE SHOP. FIELD BURNING OF HOLES & CUTS IN STRUCTURAL STEEL SHALL NOT BE PERMITTED EXCEPT BY WRITTEN PERMISSION FROM THE STRUCTURAL ENGINEER OF RECORD, UNLESS NOTED

OTHERWISE ON THE DRAWINGS.

9.

8.

7.

6.

5.

4.

3.

UNO ALL BEAM CONNECTIONS SHALL BE BOLTED/WELDED CONNECTIONS SNUG TIGHT AND INSTALLED IN STANDARD HOLES.

ALL HOLES SHALL BE MADE IN THE SHOP. FIELD BURNING OF HOLES AND CUTS IN STRUCTURAL STEEL SHALL NOT BE

PERMITTED.

ALL STRUCTURAL STEEL SHALL HAVE THE FOLLOWING ASTM SPECIFICATION AND YIELD STRENGTHS UNO:

W & WT SHAPES FY = 50 KSI (A992, GRADE 50)

RECTANGULAR & SQUARE HSS FY = 46 KSI (A500, GRADE B)

ANGLES FY = 36 KSI (A36)

ALL OTHER SHAPES (U.N.O.) FY = 36 KSI (A36)

PLATES (U.N.O) FY = 36 KSI (A36)

ALL DETAILING, FABRICATION AND ERECTION SHALL CONFORM TO THE LATEST EDITION OF THE AISC STEEL CONSTRUCTION MANUAL AND THE APPLICABLE CODES AND STANDARDS REFERENCED IN THE DESIGN STANDARDS.

ALL BOLTS SHALL BE GROUP A HIGH STRENGTH, UNO. ALL NUTS SHALL BE A563, UNO. ALL WASHERS SHALL BE F436, UNO.

ALL FILLET WELDS SHALL BE AS INDICATED, BUT NOT LESS THAN AISC MINIMUM. SEE CHART BELOW:

ALL WELDING ELECTRODES SHALL BE E70XX, UNO. ALL WELDING SHALL BE PERFORMED BY AWS CERTIFIED WELDERS AND

SHALL CONFORM TO AWS D1.1/D1.1M STRUCTURAL WELDING CODE - STEEL, LATEST EDITION.

THE FABRICATOR SHALL FURNISH A STRUCTURAL SUBMITTAL WHICH SHALL BE CHECKED BY THE CONTRACTOR FOR COMPLETENESS AND CONTENT PRIOR TO SUBMITTAL TO THE STRUCTURAL ENGINEER OF RECORD FOR REVIEW. THE SUBMITTAL SHOULD INCLUDE FABRICATION AND ERECTION DRAWINGS. FABRICATION SHALL NOT COMMENCE UNTIL THIS

REVIEW IS COMPLETED.

MINIMUM SIZE FOR FILLET WELDS

MATERIAL THICKNESS OF THINNER

PART JOINED (INCHES)

TO 1/4" INCLUSIVE

MINIMUM SIZE OF

FILLET WELD (INCHES)

1/8"

OVER 1/4" TO 1/2" 3/16"

OVER 1/2" TO 3/4" 1/4"

OVER 3/4" 5/16"

NOMINAL BOLT HOLE DIMENSIONS (INCHES)

1/2 9/16 5/8 9/16 x 11/16 9/16 x 1 1/4

5/8 11/16 13/16 11/16 x 7/8 11/16 x 1 9/16

3/4 13/16 15/16 13/16 x 1 13/16 x 1 7/8

7/8 15/16 1 1/16 15/16 x 1 1/8 15/16 x 2 3/16

1 1 1/8 1 1/4 1 1/8 x 1 5/16 1 1/8 x 2 1/2

> 1 1/8 d + 1/8 d + 5/16 (d + 1/8)x(d + 3/8) (d + 1/8)x(2.5 * d)

12. AFTER ERECTION, ALL STEEL SHALL BE CLEANED OF ALL RUST, LOOSE MILL, SCALE, AND OTHER FOREIGN MATERIAL.

SCUFFS AND ABRASIONS SHALL BE FIELD TOUCHED-UP.

11. SIZE AND SHAPE OF STRUCTURAL STEEL SHALL BE AS SHOWN ON DRAWINGS. SUBSTITUTES MAY BE USED IF PRE-

APPROVED IN WRITING BY THE STRUCTURAL ENGINEER OF RECORD.

10.

ALL STRUCTURAL STEEL TO BE PRIMED AND PAINTED. ALL FIELD CONNECTIONS ARE TO BE PAINTED TO MATCH

ATTACHED COMPONENTS.

13.

BOLT

DIAMETER

STANDARD

(DIA)

OVERSIZE

(DIA)

SHORT-SLOT

(WIDTHxLENGTH)

LONG-SLOT

(WIDTHxLENGTH)

1. DESIGN, FABRICATION AND ERECTION OF ALL STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE LATEST ADOPTED

EDITION OF THE AISC STEEL CONSTRUCTION MANUAL.

14. ALL WELDING WORK SHALL FOLLOW INFORMATION IN AN APPROVED WELDING PROCEDURE SPECIFICATION SUPPORTED BY A PRE-QUALIFICATION RECORD, FOLLOWING REQUIREMENTS IN THE CURRENT BUILDING CODE ADOPTED VERSION OF THE AMERICAN WELDING SOCIETY (AWS) D1.1 - STRUCTURAL WELDING CODE STEEL. ALL WELDING WORK SHALL BE PERFORMED BY WELDERS CERTIFIED TO PERFORM WELDING WORK IN ACCORDANCE WITH THE GOVERNING WPS.

THE STRUCTURAL FRAME FABRICATOR SHALL BE AISC CERTIFIED FOR STEEL BUILDING STRUCTURES (STD) OR INCLUDE, AT THE FABRICATORS EXPENSE, INSPECTION SERVICES NECESSARY TO INSURE THAT THE SHOP PROCEDURES AND FABRICATION COMPLIES WITH DRAWINGS AND SPECIFICATIONS. SPECIFICALLY, ALL BOLTED AND WELDED CONNECTIONS FOR TRUSSES, MOMENT CONNECTIONS AND VERTICAL BRACED FRAME COMPONENTS SHALL BE INSPECTED AND TESTED BY A CERTIFIED TESTING AGENCY RETAINED BY THE FABRICATOR. COMPLIANCE REPORTS SHALL BE SENT TO THE STRUCTURAL

ENGINEER OF RECORD.

2.

ADHESIVE ANCHORS:

FOR POST-INSTALLED ADHESIVE ANCHORS INTO CRACKED CONCRETE, PRODUCTS SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ACI355.4 AND ICC-ES AC308. INSTALLATION SHALL COMPLY WITH MANUFACTURE'S LATEST

ICCC-ES APPROVAL. PRE-APPROVED ADHESIVES INCLUDE:

1.

SUBSTITUTION REQUESTS FOR PRODUCTS OTHER THAN THOSE LISTED ABOVE MAY BE SUBMITTED BY THE CONTRACTOR TO THE ENGINEER-OF-RECORD (EOR) FOR REVIEW. SUBSTITUTIONS WILL ONLY BE CONSIDERED FOR PRODUCTS HAVING A CODE REPORT RECOGNIZING THE PRODUCT FOR THE APPROPRIATE APPLICATION. SUBSTITUTION REQUESTS SHALL INCLUDE CALCULATIONS DEMONSTRATING THE SUBSTITUTION IS THE EQUIVALENT CAPABLE OF ACHIEVING PERFORMANCE

VALUES OF THE PRE-APPROVED PRODUCTS.

2.

ADHESIVE ANCHORS SHALL BE INSTALLED PER THE MANUFACTURER'S INSTRUCTIONS. THE CONTRACTOR SHALL CONTACT THE MANUFACTURER FOR PRODUCT INSTALLATION TRAINING. MANUFACTURER'S FIELD REPRESENTATIVE SHALL PROVIDE INSTALLATION TRAINING FOR ALL PRODUCTS TO BE USED, PRIOR TO COMMENCEMENT OF WORK. ONLY TRAINED INSTALLERS SHALL PERFORM POST INSTALLED ANCHOR INSTALLATION. A RECORD OF TRAINING SHALL BE KEPT ON SITE

AND BE MADE AVAILABLE TO THE EOR AS REQUESTED.

3.

INSTALLATION OF ADHESIVE ANCHORS IN HORIZONTAL TO VERTICALLY OVERHEAD ORIENTATION, OR OTHER CONFIGURATION THAT RESULTS IN SUSTAINED TENSION, SHALL BE DONE BY A CERTIFIED ADHESIVE ANCHOR INSTALLER (AAI), AS CERTIFIED THROUGH ACI AND IN ACCORDANCE WITH ACI 318. PROOF OF CURRENT CERTIFICATION SHALL BE

SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO COMMENCEMENT OF INSTALLATION.

4.

ADHESIVE ANCHORS SHALL BE INSTALLED IN CONCRETE HAVING A MINIMUM AGE OF 21 DAYS AT THE TIME OF ANCHOR

INSTALLATION, IN ACCORDANCE WITH ACI 318.

5.

A. SIMPSON STRONG-TIE SET-3G

B. HILTI HIT-RE 500 V3 SLOW CURE A (APPROVED FOR DYNAMIC LOADING)

C. HILTI HIT-HY 200 A/R V3 FAST CURE.

D. DEWALT PURE110+

E. DEWALT AC200+ FAST CURE.

THE CONTRACTOR SHALL ARRANGE AN ANCHOR MANUFACTURER’S REPRESENTATIVE TO PROVIDE ONSITE INSTALLATION TRAINING FOR ALL ANCHOR PRODUCTS SPECIFIED. THE STRUCTURAL ENGINEER OF RECORD MUST RECEIVE DOCUMENTED CONFIRMATION THAT ALL PERSONNEL WHO INSTALL ANCHORS ARE TRAINED PRIOR TO THE COMMENCEMENT OF ANCHOR

INSTALLATION.

6.

THE CONTRACTOR SHALL ARRANGE AN ANCHOR MANUFACTURER’S REPRESENTATIVE TO PROVIDE ONSITE INSTALLATION TRAINING FOR ALL ANCHOR PRODUCTS SPECIFIED. THE STRUCTURAL ENGINEER OF RECORD MUST RECEIVE DOCUMENTED CONFIRMATION THAT ALL PERSONNEL WHO INSTALL ANCHORS ARE TRAINED PRIOR TO THE COMMENCEMENT OF ANCHOR

INSTALLATION.

7.

ADHESIVE ANCHOR RODS SHALL BE PRECUT THREADED ROD SUPPLIED WITH NUT AND WASHER MEETING AISI 304

STAINLESS STEEL.

9.

SECTION AT ALCOVE SECTION AT ROOF OVERHANG

ROOF

OVERHANG

ZONE 4/5 WALL

PRESSURE

ZONE 4/5 WALL

PRESSURE

ZONE 4 WALL

PRESSURE OR

1.15 x ZONE 5

WALL PRESSURE

ZONE 4 OR ZONE 5

WALL PRESSURE

ALCOVE WIND PRESSURE DIAGRAM

SCALE: NTS

ZONE 2 ROOF PRESSURE

OR 1.15x ZONE 3 ROOF

PRESSURE

NOTE: PARAPETS SHALL BE DESIGNED FOR THE WIND PRESSURE LOAD CASES SHOWN ABOVE:

CASE 1 & CASE 2 WIND PRESSURES ARE APPLIED INDEPENDENTLY.

PARAPET LOAD CASE 1 PARAPET LOAD CASE 2

O U

T S

ID

E

IN

S

ID

E

O U

T S

ID

E

IN

S

ID

E

WALL ZONE

4/5

WALL ZONE

4/5

ROOF ZONE

2/3

WALL ZONE

4/5

PARAPET WIND PRESSURE DIAGRAM

SCALE: NTS

FOR NET ROOF UPLIFT, 5 PSF DEAD LOAD SHALL BE PERMISSIBLE.

PLUS & MINUS SIGNS SIGNIFY PRESSURE ACTING TOWARD AND AWAY FROM THE SURFACE.

ZONE 4 = WALL AREAS OTHER THAN ZONE 5 & ZONE 5 = WALL AREAS WITHIN "a" = 6'-0" OF EACH CORNER.

PRESSURES SHOWN ARE BASED ON ASCE 7-22 ULTIMATE WIND SPEED. FOR SERVICE LEVEL PRESSURES, MULTIPLY VALUES IN TABLE BY 0.6.

GROSS PRESSURES ARE FOR JOINTS, WINDOWS, DOORS, VENEER, LIGHT GAGE METAL FRAMING, METAL

DECK ATTACHMENTS, ROOFING, ROOFING ACCESSORIES AND OTHER BUILDING COMPONENTS AND

CLADDING.

AT ALCOVES AND CANOPIES, THE TOTAL PRESSURE ON THE ALCOVE SOFFIT OR CANOPY SHALL EQUAL

THE WALL PRESSURE IN THAT AREA.

1.

2.

3.

4.

5.

6.

COMPONENT & CLADDING ROOF WIND PRESSURES (PSF)

ZONE

EFFECTIVE WIND AREA (SF)

20 50 100 200+

+34.7/-88.61

+34.7/-106.6

+34.7/184.4

+33.5/-87.4

+33.5/-100.6

+33.5/-166.5

+30.5/-79.6

+30.5/-88.6

+30.5/-148.5

+28.7/-76.7

+28.7/-82.6

+28.7/-130.5

COMPONENT & CLADDING WALL WIND PRESSURES (PSF)

ZONE

EFFECTIVE WIND AREA (SF)

20 50 100 200+

+70.7/-76.74

+62.3/-69.5 +59.9/-65.9 +57.5/-63.5

+70.7/-94.6 +80.8/-62.3 +59.9/-73.7 +57.5/-67.1

+28.7/-76.7

+28.7/-82.6

+28.7/-130.5

+67.7/-73.7

+67.7/-88.5

* = SEE PARAPET WIND PRESSURE

DIAGRAM FOR DESIGN WIND

PRESSURE.

4 55

"a" "a"

GROUND LEVEL

ROOF LEVEL

T.O. PARAPET

LEVEL

CORNER CORNER

SCALE: NTS

WIND LOAD WALL ZONE DIAGRAM

3 3

6' - 0"

6'

6'

6' - 0"

6' - 0"

6'

6' - 0"

6' - 0"

6' - 0"

24' - 0" 24' - 0"

ROOF WINDZONES DIAGRAM

SCALE: NTS

F L O R I D

A

P R

O F

E

S S

I O N A L E N G

I N

E E

R

A

NDREW H . M I L L ERL

I C E N S E

No. 38161

STATE OF

Architects Engineers, Inc.

www.brph.com Copyright © 2025

5700 North Harbor City Blvd, Suite 400 Melbourne, Florida 32940 T 321-254-7666

Florida Architectural Business Qualifier #AR95381 Board of Professional Engineers License #1439

These plans are protected by Federal Copyright protection. Unauthorized use may result in an infringement action.

Offices in Melbourne, Orlando, Atlanta, Lynnwood, Charleston and Huntsville

DOCUMENT HISTORY

DRAWING NO.

TITLE

PROJECT NUMBER

DRAWN BY

DESIGNED BY

ARCH/ENGR OF RECORD

DATE

ISSUE FOR PERMIT

54321 6

A

B

C

D

E

If this item has been electronically signed and sealed by the licensed professional named above using a digital signature and date. Printed copies of this document are not considered signed and sealed, and the signature must be verified on electronic copies.

01/16/2025

U :\R ev it

P ro je ct

F ile s\

\C

_S _2

3_

C en tra l_ kp at te rs on A

A U

N K

.rv t

/1

7/

:4 5:

P

M

M E

L B

O U

R N

E A

IR

P

O R

T K

A L

W A

L L

R E

P L A

C E

M E

N T

PATTERSON

NORDIN

M E

L B

O U

R N

E F

L O

R

ID

A

M E

L B

O U

R N

E A

IR

P

O R

T A

U T

H O

R

IT

Y

C09525.002

S-001

12/17/2025

GENERAL NOTES

& WINDZONES

DIAGRAMS

ANDREW H. MILLER

FL PE 38161

53.5 4 4.5 5.5 6 6.5 7 7.5

U.5

U

T.5

T

S.5

S-201

H S

S 8X

4X 5/

H

S S

8X 4X

5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

S-501

D

S-501

G

S-501

K

S-501

K

S-501

B

S-501

C

S-501

A

S-501

H

S-501

D

S-501

D

S-501

D

S-501

D

S-501

H

S-501

G

S-501

G

S-501

G

S-501

A

S-501

A

S-501

C

S-501

C

S-501

B

S-501

B

SIM

S-501

G

SIM

OPP

HND

S-501

G

OPP

HND

S-501

G

OPP

HND

S-501

G

OPP

HND

S-501

C

OPP

HND

S-501

C

S-501

C

OPP

HND

OPP

HND

S-501

A

SIM

S-201

A

14.14'(REF)

14' - 1 11/16" (REF)

14.14'(REF)

14' - 1 11/16" (REF)

14.14'(REF)

14' - 1 11/16" (REF)

14.14'(REF)

14' - 1 11/16" (REF)

14.14'(REF)

14' - 1 11/16" (REF)

14.14'(REF)

14' - 1 11/16" (REF)

14.14'(REF)

14' - 1 11/16" (REF)

14.14'(REF)

14' - 1 11/16" (REF)

.1

4' (R

E F

1/

(R

E F

.1

4' (R

E F

1/

(R

E F

.1

4' (R

E F

1/

(R

E F

.1

4' (R

E F

1/

(R

E F

[W8x35] [W8X48] [W8x35]

EXIST TRUSS

SPLICE

EXIST TRUSS

SPLICE

[W8X31]

[W8X18]

EXIST TRUSS

SPLICE

EXIST TRUSS

SPLICE

[W10x49] [W10X60] [W10x49]

S-501

F

S-501

E

S-501

E

S-501

E

S-501

E

S-501

E

S-501

E

(4) EQ SPACES

1 TYP

[W8X24]

[W8X18] [W8X18]

[W8X18] [W8X18]

[W 8X

[W 8X

[W 8X

[W 8X

[W8X18] [W8X18]

[W 8X

[W 8X

(4) EQ SPACES (4) EQ SPACES (4) EQ SPACES (4) EQ SPACES (4) EQ SPACES (4) EQ SPACES(4) EQ SPACES

0.

'(R E

F

1/

(R E

F

0.

'(R E

F

1/

(R E

F

0.

'(R E

F

1/

(R E

F

0.

'(R E

F

1/

(R E

F

0.

'(R E

F

1/

(R E

F

0.

'(R E

F

1/

(R E

F

0.

'(R E

F

1/

(R E

F

0.

'(R E

F

1/

(R E

F

0.42'(REF)

5 1/16" (REF)

0.42'(REF)

5 1/16" (REF)

0.42'(REF)

5 1/16" (REF)

0.42'(REF)

5 1/16" (REF)

0.42'(REF)

5 1/16" (REF)

0.42'(REF)

5 1/16" (REF)

0.42'(REF)

5 1/16" (REF)

0.42'(REF)

5 1/16" (REF)

0.

'(R E

F

1/

(R E

F

0.

'(R E

F

1/

(R E

F

S-501

M

S-501

M

S-501

M

S-501

M

S-501

K

S-501

J

S-501

J

S-501

J

S-501

J

OPP

HND

S-501

J

OPP

HND

S-501

J

OPP

HND

WT4X12

L4 X

4X 5/

L4 X

4X 5/

S-501

L

S-501

L

OPP

HND

L3-1/2X2-1/2X5/16

SIM

SIM

S-501

D

S-501

D

S-501

D

SIM

S-501

D

SIM

[W 8X

[W 8X

SIM

S-501

D

S-501

D

SIM

S-501

D

SIM

S-501

D

SIM

S-501

D

SIM

TYP

UNO

TYP

UNO

TYP

UNO

0.36'(REF)

4 5/16" (REF)

0.

'(R E

F

9/

(R E

F

LEGEND:

NOTES:

1. SEE SHEET S-001 FOR GENERAL NOTES AND ABBREVIATIONS.

2. COORDINATE ALL WALL DIMENSIONS AND OPENING LOCATIONS WITH

ARCHITECTURAL DRAWINGS.

3. T/ STEEL ELEV = AS INDICATED ON PLAN

4. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS AND CONDITIONS

PRIOR TO FABRICATION AND SHALL NOTIFY THE EOR IF ANY DIFFER THAN

WHAT IS SHOWN ON THESE DRAWINGS.

1. EXISTING PRECAST CONCRETE WALL.

2. EXISTING TRUSS TOP CHORD. CUT AND REMOVE ALL EXISTING VERTICAL

ANGLES AND EXISTING BLOCKING ATTACHED TO TOP CHORD THAT

INTERFERE WITH NEW CONSTRUCTION.

3. FIELD WELD WT TO UNDERSIDE OF EXISTING BEAM. SEE SECTION F/S-501.

KEY NOTES:

HSS(X)x(X)x(X/XX)

BEAM SIZE

[W(XX)x(XX)]

EXISTING BEAM SIZE

F L O R I D

A

P R

O F

E

S S

I O N A L E N G

I N

E E

R

A

NDREW H . M I L L ERL

I C E N S E

No. 38161

STATE OF

Architects Engineers, Inc.

www.brph.com Copyright © 2025

5700 North Harbor City Blvd, Suite 400 Melbourne, Florida 32940 T 321-254-7666

Florida Architectural Business Qualifier #AR95381 Board of Professional Engineers License #1439

These plans are protected by Federal Copyright protection. Unauthorized use may result in an infringement action.

Offices in Melbourne, Orlando, Atlanta, Lynnwood, Charleston and Huntsville

DOCUMENT HISTORY

DRAWING NO.

TITLE

PROJECT NUMBER

DRAWN BY

DESIGNED BY

ARCH/ENGR OF RECORD

DATE

ISSUE FOR PERMIT

54321 6

A

B

C

D

E

If this item has been electronically signed and sealed by the licensed professional named above using a digital signature and date. Printed copies of this document are not considered signed and sealed, and the signature must be verified on electronic copies.

01/16/2025

U :\R ev it

P ro je ct

F ile s\

\C

_S _2

3_

C en tra l_ kp at te rs on A

A U

N K

.rv t

/1

7/

:4 5:

P

M

M E

L B

O U

R N

E A

IR

P

O R

T K

A L

W A

L L

R E

P L A

C E

M E

N T

PATTERSON

NORDIN

M E

L B

O U

R N

E F

L O

R

ID

A

M E

L B

O U

R N

E A

IR

P

O R

T A

U T

H O

R

IT

Y

C09525.002

S-101

12/17/2025

ATRIUM ROOF

FRAMING PLAN

ANDREW H. MILLER

FL PE 38161

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

ATRIUM ROOF FRAMING PLAN

0 2' 4' 8' 12'

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

NORTH

T/ EXIST CONC CURB

25' - 6 13/16"(REF)

25.57'(REF)

53.5 4 4.5 5.5 6 6.5 7 7.5

T/ EXIST PRECAST PARAPET

62' - 6 13/16"(REF)

62.57'(REF)

3' - 6 9/16"

EQEQ

(14) SPCS @ 3'-6 9/16" = 49' - 7 7/8"(14) SPCS @ 3'-6 9/16" = 49' - 7 7/8"

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

H S

S 8X

4X 5/

S-501

P

S-501

N

S-201

A

EXISTING TRUSS

BEYOND

14.14'(REF)

14' - 1 11/16" (REF)

14.14'(REF)

14' - 1 11/16" (REF)

14.14'(REF)

14' - 1 11/16" (REF)

14.14'(REF)

14' - 1 11/16" (REF)

14.14'(REF)

14' - 1 11/16" (REF)

14.14'(REF)

14' - 1 11/16" (REF)

14.14'(REF)

14' - 1 11/16" (REF)

14.14'(REF)

14' - 1 11/16" (REF)

S-501

M

S-501

M

S-501

M

S-501

M

S-501

L

S-501

L

S-501

K

S-501

K

TYP

UNO

TYP

UNO

OPP

HND

T/ EXIST CONC CURB

25' - 6 13/16"(REF)

25.57'(REF)

U.5 U T.5 T S.5

CL EXIST TRUSS 4 CHORD

59' - 5 5/8"(REF)

59.47'(REF)

CL EXIST TRUSS 3 CHORD

52' - 5 5/8"(REF)

52.47'(REF)

CL EXIST TRUSS 2 CHORD

45' - 5 5/8"(REF)

45.47'(REF)

CL EXIST TRUSS 1 CHORD

38' - 5 5/8"(REF)

38.47'(REF)

CL EXIST BEAM AT GRID S.5

31' - 5 5/8"(REF)

31.47'(REF)

T/ EXIST PRECAST PARAPET

62' - 6 13/16"(REF)

62.57'(REF)

BOT/ OF EXIST PRECAST AT TRUSS 4

44' - 5 3/16"(REF)

44.43'(REF)

T/ EXIST PRECAST AT GRID S.5

32' - 6 13/16"(REF)

32.57'(REF)

1' - 3 1/8"

15' - 9 5/16"

15' - 9 5/16"

15' - 9 5/16"

16' - 2 7/16"

KALWALL WP

KALWALL WP

KALWALL WP

KALWALL WP

S-501

K

S-501

N

S-501

P S-501

F

14.14'(REF)

14' - 1 11/16" (REF)

14.14'(REF)

14' - 1 11/16" (REF)

14.14'(REF)

14' - 1 11/16" (REF)

14.14'(REF)

14' - 1 11/16" (REF)

S-501

A

S-501

A

S-501

A

KALWALL WP

HSS8X4X5/16

HSS8X4X5/16

HSS8X4X5/16

HSS8X4X5/16

NOTES:

1. SEE SHEET S-001 FOR GENERAL NOTES AND ABBREVIATIONS.

2. COORDINATE ALL WALL DIMENSIONS AND OPENING LOCATIONS WITH

ARCHITECTURAL DRAWINGS.

3. T/ STEEL ELEV = AS INDICATED ON ELEVATION

4. CONTRACTOR SHALL VERIFTY ALL EXISTING DIMENSIONS AND

CONDITIONS PRIOR TO FABRICATION AND SHALL NOTIFY THE EOR IF ANY

DIFFER THAN WHAT IS SHOWN ON THESE DRAWINGS.

1. EXISTING PRECAST CONCRETE WALL.

2. TRANSLUCENT PANEL BY KALWALL.

KEY NOTES:

F L O R I D

A

P R

O F

E

S S

I O N A L E N G

I N

E E

R

A

NDREW H . M I L L ERL

I C E N S E

No. 38161

STATE OF

Architects Engineers, Inc.

www.brph.com Copyright © 2025

5700 North Harbor City Blvd, Suite 400 Melbourne, Florida 32940 T 321-254-7666

Florida Architectural Business Qualifier #AR95381 Board of Professional Engineers License #1439

These plans are protected by Federal Copyright protection. Unauthorized use may result in an infringement action.

Offices in Melbourne, Orlando, Atlanta, Lynnwood, Charleston and Huntsville

DOCUMENT HISTORY

DRAWING NO.

TITLE

PROJECT NUMBER

DRAWN BY

DESIGNED BY

ARCH/ENGR OF RECORD

DATE

ISSUE FOR PERMIT

54321 6

A

B

C

D

E

If this item has been electronically signed and sealed by the licensed professional named above using a digital signature and date. Printed copies of this document are not considered signed and sealed, and the signature must be verified on electronic copies.

01/16/2025

U :\R ev it

P ro je ct

F ile s\

\C

_S _2

3_

C en tra l_ kp at te rs on A

A U

N K

.rv t

/1

7/

:4 5:

P

M

M E

L B

O U

R N

E A

IR

P

O R

T K

A L

W A

L L

R E

P L A

C E

M E

N T

PATTERSON

NORDIN

M E

L B

O U

R N

E F

L O

R

ID

A

M E

L B

O U

R N

E A

IR

P

O R

T A

U T

H O

R

IT

Y

C09525.002

S-201

12/17/2025

STRUCTURAL

FRAMING

ELEVATIONS

ANDREW H. MILLER

FL PE 38161

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

ATRIUM ELEVATION

0 2' 4' 8' 12'

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

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

SECTION AT GIRD 5.5

SPLICE LOCATION

1' - 0"

L3x3x5/16 x 1'-5"

LONG ANGLE

L3x3x5/16 x 1'-3"

LONG ANGLE

(2)8" x 11" x 1/2"

THICK SPLICE PL

1/4

1/4

TYPTRANSLUCENT

PANEL BY

KALWALL

FASTENERS AND

HARDWARE BY

KALWALL

EXIST W8 TRUSS

TOP CHORD,

SEE PLAN

3/16

3/16

TYP

3/16

TYP

L4x4x5/16

HSS8x4 TUBE, SEE PLAN

CL

COL

FASTENING OF

BATTON TO ANGLE

BY KALWALL

5 7/8"

CL EXIST TRUSS CHORD

SEE ELEV

(6) 3/4"Ø BOLTS

1/

2"

1/ 2"

1/

2"

1/ 2"

1 1/2" TYP

KALWALL WP

3 7/8"

FASTENERS

AND HARDWARE

BY KALWALL

HSS8x4 TUBE, SEE PLAN

EXIST W8 TRUSS

TOP CHORD,

SEE PLAN

L4x4x5/16, TYP

1/2" 1 1/2" 2 1/2" 1 1/2"

1/

4"

1/ 4"

1/4" THICK PL W/ (2)

3/4"Ø BOLTS, TYP

TRANSLUCENT

PANEL BY KALWALL

3/16

3/16

TYP

L3x3x5/16 x 1'-5"

LONG ANGLE

L3x3x5/16 x 1'-3"

LONG ANGLE

FASTENING OF

BATTON TO HSS

BY KALWALL

CL EXIST TRUSS CHORD

SEE ELEV

TRANSLUCENT

PANEL BY

KALWALL

FASTENERS

AND HARDWARE

BY KALWALL

EXIST W8 TRUSS

TOP CHORD,

SEE PLAN

3/16

3/16

3/16

TYP

L4x4x5/16

HSS8x4 TUBE, SEE PLAN

EXIST W8 COL

EXIST

W6x20 BEAM

EXIST W8,

SEE PLAN

BEAM

EXIST W8 COL

STUB

L3x3x5/16 x 1'-5"

LONG ANGLE

L3x3x5/16 x 1'-3"

LONG ANGLE

CL

COL

1/4" WELDED

END PL

4 1/2"

EXIST CONC

WALL BEYOND

FASTENING OF

BATTON TO ANGLE

BY KALWALL

5 7/8"

CL EXIST TRUSS CHORD

SEE ELEV

SEE PLAN SEE PLAN

KALWALL WP

3 7/8"

3/16

TYP

U5

EXIST W10 TRUSS TOP

CHORD, SEE PLAN

HSS8x4x5/16 x 14"

LONG TUBE WITH 1/4"

WELDED END PL'S

3/16

3/16

TYP2"

3/16

TYP

L3x3x5/16 x 1'-0"

LONG ANGLE

NS & FS1/4

1/4

ALUM

FLASHING

BY KALWALLEXIST CONC

WALL

1/4" WELDED

END PL

1/2"

FASTENERS AND

HARDWARE BY

KALWALL

TRANSLUCENT

PANEL BY

KALWALL

L3-1/2x2-1/2x

5/16 LLH

3/16

1/2"

FASTENING OF

BATTON TO ANGLE

BY KALWALL

9"KALWALL WP

1/4" WELDED

END PL

HSS8x4 TUBE, SEE PLAN. COPE

AROUND CONC

EYEBROW.

T/ EXIST PRECAST PARAPET

SEE ELEV

CL EXIST TRUSS CHORD

SEE ELEV

GRIND FLUSH

SEE PLAN SEE PLAN

TRUSS

CHORD

0.13'(REF)

1 9/16" (REF)

0.50'(REF)

6" (REF)

1/2" THICK EXP

JOINT MATL

BETWEEN HSS8x4

AND CONC

TRANSLUCENT

PANEL BY

KALWALL

FASTENERS AND

HARDWARE BY

KALWALL

EXIST W8 BEAM,

SEE PLAN

BEAM

EXIST CONC WALL

CL

COL

FASTENING OF

BATTON TO WALL

BY KALWALL

2 1/2"

SEE PLAN SEE PLAN

4 1/2"

L4x4x5/16

L3x3x5/16 x 1'-0"

LONG ANGLE (FIELD

VERIFY LENGTH)3/16

3/16

FS

ALUM

FLASHING

BY KALWALL

FASTENERS AND

HARDWARE BY

KALWALL

EXIST W8 BEAM,

SEE PLAN

BEAM

EXIST CONC WALL

BLOCKING,

SEE ARCH

DWGS

TRANSLUCENT

PANEL BY

KALWALL

L4x4x5/16

EXIST ANGLE BRACE

EXIST W8 COL

EXIST W8 BEAM,

SEE PLAN

CL

COL

FASTENING OF

BATTON TO ANGLE

BY KALWALL

L3x3x5/16 x 1'-0"

LONG ANGLE (FIELD

VERIFY LENGTH) 5 7/8"

3 7/8"

KALWALL WP

SEE PLAN SEE PLAN

3/16

3/16

EXIST W10

TRUSS TOP

CHORD, SEE

PLAN

L3x3x5/16 x 1'-0"

LONG ANGLE

NS & FS

EXIST CONC

WALL

L3-1/2x2-1/2x

5/16 LLH

1/4" WELDED

END PL

1/2"

3/16

BOTH LEGS, ONE

SIDE EA, TYP

EXIST W6x20 BEAM

TRUSS

CHORD

T/ EXIST PRECAST PARAPET

SEE ELEV

1/2"

ALUM

FLASHING

BY KALWALL

FASTENERS AND

HARDWARE BY

KALWALL

FASTENING OF

BATTON TO ANGLE

BY KALWALL

CL EXIST TRUSS CHORD

SEE ELEV

3/16

TYP

TRANSLUCENT

PANEL BY

KALWALL

3/16

GRIND FLUSH

U5

SEE PLAN SEE PLAN

0.13'(REF)

1 9/16" (REF)

0.50'(REF)

6" (REF)

EXIST ANGLE BRACE

TRIM EXIST PL

TO MISS NEW

HSS8x4 IF REQD

9"KALWALL WP

1/4" WELDED

END PL

HSS8x4 TUBE, SEE PLAN. COPE

AROUND CONC

EYEBROW.

1/2" THICK EXP

JOINT MATL

BETWEEN HSS8x4

AND CONC

U5

EXIST CONC

ROOF

HSS8x4 TUBE W/ 1/4"

WELDED END AND

CLOSURE PL'S, SEE

ELEV. COPE AT CONC

PARAPET.

1/2"

TRANSLUCENT

PANEL BY

KALWALL

L3x3x5/16 x 3"

LONG ANGLE

W/ 3/4"Ø EPOXY

ANCHOR (4 1/2"

MIN EMBED)

BOTH SIDES

3/16

3 SIDES TYP

T/ EXIST CONC CURB

SEE ELEV

3/

4"

0.67'(REF)

8" (REF)

0.17'(REF)

2" (REF)

6"

U5

EXIST W10 TRUSS

BOTTOM CHORD

HSS8x4x5/16 x 7" LONG

TUBE WITH 1/4"

WELDED END PL'S

1/4

1/4

1/4

1/4

HSS8x4 TUBE W/ 1/4"

WELDED END AND

CLOSURE PL'S, SEE

ELEV. COPE AT CONC

OVERHANG.

EXIST CONC

WALL

TRANSLUCENT

PANEL BY

KALWALL

2"

BOT/ OF EXIST

PRECAST AT TRUSS 4

SEE ELEV

CL EXIST TRUSS CHORD

SEE ELEV

SEE PLAN SEE PLAN

TRUSS

CHORD

0.75'(REF)

9" (REF)

0.13'(REF)

1 9/16" (REF)

ALUM

FLASHING

BY KALWALL

FASTENERS AND

HARDWARE BY

KALWALL

EXIST W8 BEAM,

SEE PLAN

BEAM

3/16

BOTH LEGS,

ONE SIDE EA,

TYP

EXIST CONC WALL

BLOCKING,

SEE ARCH

DWGS

TRANSLUCENT

PANEL BY

KALWALL

L4x4x5/16

3/16

TYP

L3x3x5/16 x 1'-0"

LONG ANGLE

NS & FS

CL

COL

1/4" WELDED

END PL

5 7/8"

FASTENING OF

BATTON TO ANGLE

BY KALWALL

1/2"

3 7/8"

KALWALL WP

SEE PLAN SEE PLAN

1 1/2"

ALUM

FLASHING

BY KALWALL

FASTENERS AND

HARDWARE BY

KALWALL

EXIST W8 BEAM,

SEE PLAN

BEAM

3/16

BOTH LEGS,

ONE SIDE EA,

TYP

EXIST CONC WALL

BLOCKING,

SEE ARCH

DWGS

TRANSLUCENT

PANEL BY

KALWALL

L4x4x5/16

3/16

TYP

L3x3x5/16 x 1'-0"

LONG ANGLE

NS & FS

CL

COL

1/4" WELDED

END PL

L6x4x5/16 x 3" LONG ANGLE

BETWEEN L3X3 VERT

ANGLES W/ 3/4"Ø EPOXY

ANCHOR (2 1/2" MIN

EMBED). FIRST NUT ON

ANCHOR SHALL BE FINGER

TIGHT AND SECURED W/ A

SECOND NUT. ANGLE

SHALL HAVE LONG-

SLOTTED HOLE ORIENTED

VERTICALLY, TYP

3/16

5 7/8"

FASTENING OF

BATTON TO ANGLE

BY KALWALL

1/2"

3 7/8"

KALWALL WP

3/16

3 SIDES, TYP

O F

H O

LE

, T

Y P

3/

4" T

O C

E T

N E

R

WT4x12

SPANNING FROM

COL LINE 5 TO 6,

SEE PLAN

SEE PLAN SEE PLAN

1 1/2"

NOTES:

1. SEE SHEET S-001 FOR GENERAL NOTES AND ABBREVIATIONS.

2. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS AND CONDITIONS

PRIOR TO FABRICATION AND SHALL NOTIFY THE EOR IF ANY DIFFER THAN

WHAT IS SHOWN ON THESE DRAWINGS.

TRANSLUCENT

PANEL BY

KALWALL

FASTENERS AND

HARDWARE BY

KALWALL

EXIST W8 BEAM,

SEE PLAN

BEAM

L4x4x5/16 x

CONT ANGLE

3/4"Ø EPOXY

ANCHOR (2 1/2"

MIN EMBED) @

18" OC MAX

EXIST CONC WALL

CL

COL

T/ EXIST PRECAST PARAPET

SEE ELEV

SEE PLAN SEE PLAN

FASTENING OF

BATTON TO ANGLE

BY KALWALL

3/

4"

EXIST ANGLE BRACE

CL EXIST TRUSS CHORD

SEE ELEV

1.20'(REF)

1' - 2 3/8" (REF)

CL

COL

0.47'(REF)

5 5/8" (REF)

S-501

B

EXIST W8 BEAM,

SEE PLAN

EXIST W8 COL

EXIST W8 TRUSS

TOP CHORD,

SEE PLAN

3/16

3/16

PL

3/16

COPE ANGLE

L3x3 ANGLE, SEE

SECTION C/S-501

U5

ALUM

FLASHING

BY KALWALLEXIST CONC

WALL

FASTENERS AND

HARDWARE BY

KALWALL

TRANSLUCENT

PANEL BY

KALWALL

L3-1/2x2-1/2x

5/16 LLH

3/16

1/2"

FASTENING OF

BATTON TO ANGLE

BY KALWALL

9"

KALWALL WP

L4x4x5/16 ANGLE.

COPE AROUND

CONC EYEBROW.

T/ EXIST PRECAST PARAPET

SEE ELEV

CL EXIST TRUSS CHORD

SEE ELEV

3/16

GRIND FLUSH

SEE PLAN SEE PLAN

COL

0.13'(REF)

1 9/16" (REF)

0.50'(REF)

6" (REF)

1 1/2"

3/4"Ø EPOXY

ANCHOR (2 1/2"

MIN EMBED) @

18" OC MAX

EXIST W10

TRUSS TOP

CHORD, SEE

PLAN

EXIST W8 COL

EXIST W6x20 BEAM

EXIST CONC WALL

BEYOND

1/2"

1/ 2" F

L O R I D A

P R

O F

E

S S

I O N A L E N G

I N

E E

R

A

NDREW H . M I L L ERL

I C E N S E

No. 38161

STATE OF

Architects Engineers, Inc.

www.brph.com Copyright © 2025

5700 North Harbor City Blvd, Suite 400 Melbourne, Florida 32940 T 321-254-7666

Florida Architectural Business Qualifier #AR95381 Board of Professional Engineers License #1439

These plans are protected by Federal Copyright protection. Unauthorized use may result in an infringement action.

Offices in Melbourne, Orlando, Atlanta, Lynnwood, Charleston and Huntsville

DOCUMENT HISTORY

DRAWING NO.

TITLE

PROJECT NUMBER

DRAWN BY

DESIGNED BY

ARCH/ENGR OF RECORD

DATE

ISSUE FOR PERMIT

54321 6

A

B

C

D

E

If this item has been electronically signed and sealed by the licensed professional named above using a digital signature and date. Printed copies of this document are not considered signed and sealed, and the signature must be verified on electronic copies.

01/16/2025

U :\R ev it

P ro je ct

F ile s\

\C

_S _2

3_

C en tra l_ kp at te rs on A

A U

N K

.rv t

/1

7/

:4 5:

P

M

M E

L B

O U

R N

E A

IR

P

O R

T K

A L

W A

L L

R E

P L A

C E

M E

N T

PATTERSON

PATTERSON

M E

L B

O U

R N

E F

L O

R

ID

A

M E

L B

O U

R N

E A

IR

P

O R

T A

U T

H O

R

IT

Y

C09525.002

S-501

12/17/2025

SECTIONS &

DETAILS

ANDREW H. MILLER

FL PE 38161

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

SECTION

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

SECTION

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

SECTION

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

SECTION

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

SECTION

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

SECTION

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

SECTION

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

SECTION

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

SECTION

0 1/2' 1' 1 1/2' 2'

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

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

SECTION

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

SECTION

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

SECTION

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

SECTION

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

SECTION