2025.06.19-_Exist_Warehouse_to_Parks_Rec_-_Structural_Permit_Set_SS.pdf

STANDARD ABBREVIATIONS

AB ANCHOR BOLT

ACI AMERICAN CONCRETE INSTITUTE

AFF ABOVE FINISH FLOOR

ALT ALTERNATE

ARCH ARCHITECT

ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS

ASD ALLOWABLE STRESS DESIGN

ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS

AWS AMERICAN WELDING SOCIETY

@ AT

BLDG BUILDING

BLK BLOCKING

BOT BOTTOM

BP BASE PLATE

BRG BEARING

BTWN BETWEEN

CANT CANTILEVER

CG CENTER OF GRAVITY

CIP CAST IN PLACE

CJ CONTROL JOINT

CL CENTERLINE

CLR CLEAR, CLEARANCE

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONT CONTINUOUS

CTR CENTER

DEG DEGREES

DIA DIAMETER

DL DEAD LOAD

DN DOWN

DTL DETAIL

DWG DRAWING

DWL DOWEL

(E) EXISTING

EA EACH

EF EACH FACE

EJ EXPANSION JOINT

ELEV ELEVATOR

EQ EQUAL

EW EACH WAY

f’c CONCRETE STRENGTH

FBC FLORIDA BUILDING CODE

FIN FINISH

FND FOUNDATION

FTG FOOTING

Fy YIELD STRENGTH OF STEEL

GA GAUGE

GALV GALVANIZED

GC GENERAL CONTRACTOR

HORIZ HORIZONTAL

K KIPS

KLF KIPS PER LINEAR FOOT

KSF KIPS PER SQUARE FOOT

KSI KIPS PER SQUARE INCH

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LRFD LOAD AND RESISTANCE FACTOR DESIGN

Lr ROOF LIVE LOAD

LSH LONG SIDE HORIZONTAL

LSL LONG SLOTTED

LSV LONG SIDE VERTICAL

LW LIGHTWEIGHT

MAX MAXIMUM

MECH MECHANICAL

MEP MECHANICAL, ELECTRICAL AND PLUMBING

MEZZ MEZZANINE

MFR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

NDS NATIONAL DESIGN SPECIFICATION FOR

WOOD

NOM NOMINAL

NTS NOT TO SCALE

OC ON CENTER

OPP OPPOSITE

OWJ OPEN WEB JOIST

PCF POUNDS PER CUBIC FOOT

PCI PRECAST CONCRETE INSTITUTE

PL PLATE

PLF POUNDS PER LINEAR FOOT

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PT PRESSURE TREATED, POST-TENSION

REF REFERENCE

REINF REINFORCEMENT

REQD REQUIRED

REV REVISION

SDI STEEL DECK INSTITUTE

SF SQUARE FOOT

SIM SIMILAR

SOG SLAB ON GRADE

SPEC SPECIFICATION

SS STAINLESS STEEL

SSL SHORT SLOTTED

STD STANDARD

T&B TOP AND BOTTOM

T/REFERENCE TOP OF REFERENCE

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VERT VERTICAL

W/ WITH

W/O WITHOUT

WWF WELDED WIRE FABRIC

A101

SIM

CONCRETE TILT PANEL

STRUCTURAL MASONRY WALL

DETAIL SECTION NUMBER

STEP IN WALL/BEAM

ON SHEET REFERENCE

STEP IN SLAB ELEVATION

SLOPE IN SLAB

EBX EMBED TAG

W21x44 [22] <1 1/4"> 33K

UNFACTORED REACTION

CAMBER @ MIDSPAN

# OF 3/4" Ø x 4 1/2" HS

BEAM SIZE

SECTION MARK

SYMBOL DESCRIPTION

LEGEND

CONCRETE/PRECAST COLUMN

TAG - THROUGH

CONCRETE/PRECAST COLUMN

TAG - ABOVE

XX

XX

CONCRETE/PRECAST COLUMN

TAG - BELOW

XX

SPAN DIRECTION

SYMBOL DESCRIPTION

FOOTING STEP SYMBOL

MOMENT CONNECTION

REQUIRED

UP DOWN

STRUCTURAL WOOD WALL

METAL STUD WALL

EARTH FILL

EARTH UNDISTURBED

CAST IN PLACE CONCRETE

PRECAST CONCRETE

SOUTH BUILDING NORTH BUILDING

EXISTING ROOF EXISTING ROOF

CONDENSER

UNIT

PLATFORM

CONDENSER UNIT

PLATFORM

NEW STRUCTURE

NEW STRUCTURE

NEW STRUCTURE

S4.1

S4.1

SEE ARCH.

S E

E A

R C

H

SEE ARCH.

EX. SKYLIGHTS TO BE

REMOVED

ROOF TO BE REFRAMED

(TYP.)

EX. SKYLIGHTS TO BE REMOVED

ROOF TO BE REFRAMED

(TYP.)

S5.0

S5.0

TYP.

TYP.

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DATE:

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THE EXPRESSED WRITTEN CONSENT OF THE

ARCHITECT, GRACE HEBERT CURTIS ARCHITECTS, LLC.

COA: 31254Project Number: 24335

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GENERAL NOTES

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06/19/2025

PERMIT DOCUMENTS

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GENERAL STRUCTURAL NOTES

GENERAL: DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE TYPICAL AND APPLY TO SIMILAR SITUATIONS ELSEWHERE, EXCEPT AS OTHERWISE INDICATED. ADAPT REQUIREMENTS OF DETAILS, SECTIONS, PLANS, AND NOTES AT LOCATIONS WHERE CONDITIONS ARE SIMILAR.

CENTER ALL FOOTINGS AND PIERS UNDER COLUMNS ABOVE UNLESS SPECIFICALLY DIMENSIONED OTHERWISE.

STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, AND SITE DRAWINGS. CONSULT THESE DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN ON STRUCTURAL DRAWINGS.

CONTRACTOR SHALL LOCATE ALL BURIED UTILITIES PRIOR TO EXCAVATION FOR BUILDING FOUNDATIONS. THE STRUCTURAL ENGINEER SHALL BE NOTIFIED OF

POTENTIAL CONFLICTS BETWEEN FOUNDATIONS AND BURIED UTILITIES.

CODE REQUIREMENTS: THE BUILDING STRUCTURE IS DESIGNED IN ACCORDANCE WITH THE 2023 8th EDITION OF THE FLORIDA BUILDING CODE. FOLLOW ALL APPLICABLE PROVISIONS FOR ALL PHASES OF CONSTRUCTION. ADDITIONS ARE IN COMPLIANCE WITH THE 2023 EDITION OF THE FLORIDA EXISTING BUILDING

CODE.

DESIGN CRITERIA: DESIGN WAS BASED ON STRENGTH AND DEFLECTION CRITERIA OF THE 2023 FLORIDA BUILDING CODE. IN ADDITION TO THE DEAD LOADS, THE FOLLOWING LOADS AND ALLOWABLES WERE USED FOR DESIGN, WITH LIVE LOADS REDUCED PER THE 2023 FBC:

SUPERIMPOSED DEAD LOADS:

FLOORS: 20 PSF

CANOPY 20 PSF 300 POUND CONCENTRATED

INCLUDES AN ALLOWANCE OF 5 PSF AND A 250 LB POINT LOAD FOR WATER FILLED SPRINKLER PIPING.

CANOPY: 20 PSF

RAIN LOAD:

RAIN 20 PSF

RAINFALL INTENSITY 5.0 IN/HR

WIND SPEED (ASCE 7-22) 160 MPH (124 MPH ALLOWABLE)

RISK CATEGORY II

EXPOSURE D

INTERNAL PRESSURE COEFF +/- 0.18 ENCLOSED

ROOF TOP EQUIPMENT PRESSURES: HORIZONTAL 160 PSF/UPLIFT 126 PSF (ULTIMATE)

OPENINGS LOCATED WITHIN 30FT OF GRADE SHALL BE PROTECTED FROM WIND BORNE DEBRIS PER MISSILE LEVEL D OF ASTM E1996.

OPENINGS LOCATED ABOVE 30FT OF GRADE SHALL BE PROTECTED FROM WIND BORNE DEBRIS PER MISSILE LEVEL A OF ASTM E1996.

FOUNDATIONS: FOUNDATIONS ARE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,500 PSF ON COMPACTED FILL. BEFORE CONSTRUCTION COMMENCES, SOIL BEARING CAPACITY SHALL BE VERIFIED BY A SUBSURFACE INVESTIGATION, AS WELL AS FIELD AND LABORATORY TESTS PERFORMED BY A CERTIFIED TESTING LABORATORY, WHOSE REPORT SHALL INCLUDE ANALYSIS AND RECOMMENDATIONS FOR SITE PREPARATION IN ORDER TO BEAR THE FOUNDATION LOADS. ABOVE REPORT SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW

BEFORE FOUNDATION CONSTRUCTION BEGINS.

SUBMITTALS: SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO FABRICATION AND CONSTRUCTION REGARDING ALL STRUCTURAL ITEMS

INCLUDING THE FOLLOWING:

1. CONCRETE MIX DESIGNS

2. CONCRETE AND MASONRY REINFORCING

3. STRUCTURAL STEEL

4. ROOF METAL DECK

SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR PRIOR TO SUBMITTAL TO THE ARCHITECT/ENGINEER. DRAWINGS SUBMITTED WITHOUT REVIEW

WILL BE RETURNED UNCHECKED.

IF THE SHOP DRAWINGS DIFFER FROM OR ADD TO THE DESIGN OF THE STRUCTURAL DRAWINGS, THEY SHALL BEAR THE SEAL AND SIGNATURE OF A STRUCTURAL ENGINEER REGISTERED IN THE STATE OF PROJECT LOCATION. ANY CHANGES TO THE STRUCTURAL DRAWINGS SHALL BE SUBMITTED TO THE

ARCHITECT AND ARE SUBJECT TO THE REVIEW AND ACCEPTANCE OF THE ENGINEER.

DESIGN DRAWINGS, SHOP DRAWINGS, AND CALCULATIONS FOR THE DESIGN AND FABRICATION OF ITEMS THAT ARE DESIGNED BY OTHERS, INCLUDING:

1. STRUCTURAL STEEL CONNECTIONS,

2. PREENGINEERED STAIRS,

3. MECHANICAL EQUIPMENT STANDS.

SHALL BEAR THE SEAL AND SIGNATURE OF A STRUCTURAL ENGINEER REGISTERED IN THE STATE OF PROJECT LOCATION, AND SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO FABRICATION. CALCULATIONS SHALL BE INCLUDED FOR ALL CONNECTIONS TO THE STRUCTURE, CONSIDERING LOCALIZED EFFECTS ON THE STRUCTURAL ELEMENTS INDUCED BY THE CONNECTION LOADS. DESIGN SHALL BE BASED ON THE REQUIREMENTS OF THE 2023 FBC.

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.

CONTRACTOR SHALL NOT BE RELIEVED FROM RESPONSIBILITY FOR ERRORS OR OMISSIONS IN SHOP DRAWINGS OR MIX DESIGNS BY THE ENGINEER’S

REVIEW.

CONCRETE: REINFORCED CONCRETE CONSTRUCTION SHALL CONFORM TO THE FBC AND ACI 318 "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE". CONCRETE STRENGTHS SHALL BE VERIFIED BY STANDARD 28-DAY CYLINDER TESTS PER ASTM C39, AND SHALL BE AS FOLLOWS:

f’c USE

3000 PSI FOUNDATIONS/SLAB ON GRADE

4000 PSI ALL USES, U.N.O.

CEMENT SHALL CONFORM TO ASTM C150, TYPE 1. FLY ASH CONFORMING TO ASTM C618, TYPE F OR TYPE C, MAY BE USED TO REPLACE UP TO 20% OF THE CEMENT CONTENT, PROVIDED THAT THE MIX STRENGTH IS SUBSTANTIATED BY TEST DATA. COARSE AGGREGATE SHALL CONFORM TO ASTM C33 WITH A MAXIMUM SIZE OF 3/4". FINE AGGREGATE SHALL BE CLEAN, DURABLE, NATURAL SAND CONFORMING TO ASTM C33.

A WATER-REDUCING ADMIXTURE, IF USED, SHALL CONFORM TO ASTM C494 AND USED IN STRICT ACCORDANCE WITH THE MANUFACTURER’S RECOMMENDATIONS, SHALL BE INCORPORATED IN CONCRETE DESIGN MIXES. A HIGH-RANGE WATER-REDUCING ADMIXTURE CONFORMING TO ASTM C494, TYPE F OR G, MAY BE USED IN CONCRETE MIXES, PROVIDING THAT THE SLUMP DOES NOT EXCEED 8”.

SLEEVES, OPENINGS, CONDUIT, AND OTHER EMBEDDED ITEMS NOT SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE APPROVED BY THE STRUCTURAL ENGINEER BEFORE POURING. NO SLEEVE, OPENING, OR INSERT MAY BE PLACED IN BEAMS, JOISTS, OR COLUMNS UNLESS APPROVED BY THE ENGINEER.

CONDUITS EMBEDDED IN SLABS SHALL NOT BE LARGER IN OUTSIDE DIMENSION THAN ONE THIRD OF THE THICKNESS OF THE SLAB AND SHALL NOT BE SPACED

CLOSER THAN THREE DIAMETERS ON CENTER.

PROVIDE 3/4” CHAMFERS ON ALL EXPOSED CONCRETE EDGES, UNLESS NOTED OTHERWISE. WHERE INDICATED OR REQUIRED, SLOPE CONCRETE SLABS TO

DRAINS SHOWN ON PLUMBING AND/OR ARCHITECTURAL DRAWINGS.

ALL CONCRETE SHALL BE CURED IMMEDIATELY AFTER FINISHING OPERATIONS.

REINFORCING STEEL: REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60, FOR DEFORMED BAR AND ASTM A1064 FOR SMOOTH WELDED WIRE FABRIC (WWF), UNLESS OTHERWISE NOTED. REINFORCING STEEL TO BE WELDED SHALL CONFORM TO ASTM A706. REINFORCING STEEL SHALL

BE SECURELY TIED IN PLACE WITH #16 ANNEALED IRON WIRE..

ALL DETAILING AND ACCESSORIES SHALL CONFORM TO ACI DETAILING MANUAL SP-66. PROVIDE CHAIRS, SPACERS, BOLSTERS, AND ITEMS IN CONTACT WITH FORMS WITH HOT-DIP GALVANIZED LEGS OR PLASTIC LEGS. ACCURATELY POSITION, SUPPORT, AND SECURE REINFORCEMENT AGAINST DISPLACEMENT BY FORMWORK CONSTRUCTION OR CONCRETE PLACEMENT OPERATIONS. "WET-STICKING" OF REINFORCING IS PROHIBITED.

REQUIRED CONCRETE COVER FOR REINFORCING STEEL (UNLESS NOTED OTHERWISE):

FOOTINGS 3" BOTTOM AND SIDES, 2" TOP

SLABS 3/4"

WALLS 1-1/2”

LAP SPLICE CONTINUOUS VERTICAL OR HORIZONTAL BARS IN CONCRETE MEMBERS IN ACCORDANCE WITH ACI 318, LATEST EDITION, FOR CLASS "B" TENSION LAP SPLICES. DO NOT SPLICE CONTINUOUS TOP BARS IN BEAMS AT ENDS OF CLEAR SPANS. DO NOT SPLICE CONTINUOUS BOTTOM BARS IN BEAMS IN CLEAR SPANS BETWEEN SUPPORTS. SHOW ALL SPLICES ON SHOP DRAWINGS. SPLICE LOCATIONS AND METHODS SUBJECT TO APPROVAL OF STRUCTURAL

ENGINEER.

AT SLAB RE-ENTRANT CORNERS, PROVIDE (2) #5 X 4’-0” DIAGONAL BARS. AT SLAB AND WALL OPENINGS PROVIDE A MINIMUM OF (2) #5 BARS ALL FOUR SIDES AND DIAGONALLY; EXTEND THESE BARS A LAP DISTANCE OR A MINIMUM OF 24” PAST THE OPENING OR HOOK BARS IF DISCONTINUOUS.

DOWEL ALL WALLS AND COLUMNS TO FOOTINGS WITH BAR SIZE AND SPACING TO MATCH VERTICAL REINFORCING UNLESS OTHERWISE SHOWN.

SLABS ON GRADE: PREPARE SUBGRADE AS PER THE RECOMMENDATIONS OUTLINED IN THE GEOTECHNICAL REPORT. CHAIR WIRE FABRIC DURING CONCRETE PLACEMENT TO INSURE PROPER POSITION IN SLAB. USE VAPOR BARRIER UNDER ALL ENCLOSED INTERIOR SPACES, PER ARCHITECTURAL DRAWINGS.

PLACE CRACK CONTROL JOINTS AS SHOWN ON PLAN OR AT 12 FEET MAXIMUM FOR 4” SLAB. JOINT SPACING SHALL NOT EXCEED A 1.5 TO 1 WIDTH TO LENGTH RATIO. CONTRACTOR SHALL SUBMIT A CONTROL JOINT LAYOUT FOR ENGINEER’S AND ARCHITECT’S REVIEW PRIOR TO CONCRETE PLACEMENT. LOCATE CONTROL JOINTS AT COLUMN LINES AND RE-ENTRANT CORNERS TYPICAL. PROVIDE (1) #5 X 4’-0” DIAGONAL BARS AT SLAB RE-ENTRANT CORNERS.

FOR 4” THICK SLABS ON GRADE, PROVIDE 6X6 W1.4XW1.4 WELDED WIRE FABRIC OR 1.5 POUNDS PER CUBIC YARD OF MICRO SYNTHETIC FIBERS (FRC

MONO-150 OR EQUAL), UNLESS NOTED OTHERWISE.

CONCRETE ACCESSORIES: HEADED SHEAR STUDS SHALL BE NELSON HEADED ANCHORS WITH FLUXED ENDS OR APPROVED EQUAL. DEFORMED BAR ANCHORS (DBA) SHALL BE NELSON, TYPE D2L, OR APPROVED. STUDS AND DBA SHALL BE AUTOMATICALLY END WELDED WITH THE MANUFACTURER'S STANDARD EQUIPMENT IN ACCORDANCE WITH THEIR RECOMMENDATIONS. HAND WELDING NOT PERMITTED.

PERMANENTLY EXPOSED EMBEDDED PLATES AND ANGLES SHALL BE HOT-DIPPED GALVANIZED AFTER FABRICATION. ACCURATELY POSITION, SUPPORT, AND SECURE EMBEDDED ITEMS AGAINST DISPLACEMENT BY FORMWORK CONSTRUCTION OR CONCRETE PLACEMENT OPERATIONS. SECURELY ATTACH EMBEDDED ITEMS TO FORMWORK PRIOR TO START OF CONCRETE PLACEMENT. “WET-STICKING" OF EMBEDDED ITEMS IS PROHIBITED. NO LOADS OR WELDS SHALL BE PLACED ON EMBEDDED PLATES OR ANGLES FOR A MINIMUM OF 7 DAYS AFTER CASTING

WHERE NEW CONCRETE IS PLACED AGAINST EXISTING CONCRETE, THE EXISTING CONCRETE SURFACE SHOULD BE CLEANED AND ROUGHENED TO A MINIMUM

1/4” AMPLITUDE

MECHANICAL ANCHORS: MECHANICAL ANCHORS SHALL HAVE THE ICC ES EVALUATION REPORT INDICATING CONFORMANCE WITH CURRENT APPLICABLE ICC ES ACCEPTANCE CRITERIA. MECHANICAL ANCHORS SHALL BE EXPANSION TYPE OR SCREW TYPE AS NOTED ON THE DRAWINGS.

UNLESS OTHERWISE NOTED, PROVIDE CARBON STEEL ANCHORS, ZINC PLATED IN ACCORDANCE WITH ASTM B633 OR HOT-DIPPED GALVANIZED ACCORDING TO ASTM A153. PERMANENTLY EXPOSED ANCHORS SHALL BE STAINLESS STEEL. USE 316 STAINLESS STEEL FOR MECHANICAL EQUIPMENT AND FOR ALUMINUM

AND FIBERGLASS STRUCTURES AND ASSEMBLIES.

ACCEPTABLE MECHANICAL ANCHORS FOR ANCHORAGE TO CONCRETE SHALL BE AS FOLLOWS, OR AS NOTED ON THE DRAWINGS:

1. HILTI KWIK HUS EZ AND KWIK HUS EZ-I SCREW ANCHORS PER ICC ESR-3027

2. POWERS WEDGE BOLT SCREW ANCHOR PER ICC ESR-2526

3. SIMPSON TITEN HD SCREW ANCHOR PER ICC ESR-2713

MINIMUM EMBEDMENT FOR CONCRETE ANCHORS SHALL BE AS FOLLOWS, OR AS NOTED ON THE DRAWINGS:

1. 1/2” DIAMETER – 3 3/4” EMBEDMENT

2. 5/8” DIAMETER – 5” EMBEDMENT

3. 3/4" DIAMETER – 5 3/4” EMBEDMENT

FOR ANCHORAGE TO SOLID GROUTED CMU PROVIDE ONE OF THE FOLLOWING ANCHORS, OR AS NOTED ON THE DRAWINGS:

1. HILTI KWIK HUS EZ AND KWIK HUS EZ-I SCREW ANCHORS PER ICC ESR-3056

2. POWERS WEDGE BOLT SCREW ANCHOR PER ICC ESR-1678

3. SIMPSON TITEN HD SCREW ANCHOR PER ICC ESR-1056

MINIMUM EMBEDMENT FOR SOLID GROUTED CMU ANCHORS SHALL BE AS FOLLOWS, OR AS NOTED ON THE DRAWINGS: ANCHORS NOT ALLOWED WITHIN 1 1/2"

OF HEAD JOINTS

1. 1/2” DIAMETER – 3 3/4” EMBEDMENT

2. 5/8” DIAMETER – 5” EMBEDMENT

3. 3/4" DIAMETER – 5 3/4” EMBEDMENT

IDENTIFY POSITION OF REINFORCING STEEL AND OTHER EMBEDDED ITEMS PRIOR TO DRILLING HOLES FOR ANCHORS. EXERCISE CARE IN CORING OR DRILLING TO AVOID DAMAGING EXISTING REINFORCING OR EMBEDDED ITEMS. NOTIFY THE ENGINEER IF REINFORCING STEEL OR OTHER EMBEDDED ITEMS

ARE ENCOUNTERED DURING DRILLING.

MASONRY WALLS: MASONRY UNITS SHALL MEET ASTM C90, TYPE 2. ASSEMBLIES SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF f’m= 1500. MORTAR SHALL BE TYPE "M" OR "S" AND MEET ASTM C270. GROUT SHALL BE 2000 PSI MINIMUM COMPRESSIVE STRENGTH AND MEET ASTM C476. GROUT SHALL CONSIST OF A MIXTURE OF CEMENTITIOUS MATERIALS AND AGGREGATE TO WHICH SUFFICIENT WATER HAS BEEN ADDED TO CAUSE THE MIXTURE TO FLOW WITHOUT SEGREGATION OF THE CONSTITUENTS. ALL CELLS CONTAINING VERTICAL BARS, BOND BEAMS, AND ALL CELLS BELOW GRADE SHALL BE FILLED

WITH GROUT. MAXIMUM HEIGHT OF GROUT POUR ALLOWED IS 4'-0" UNLESS CLEAN-OUT OPENING IS PROVIDED AT BOTTOM OF CELLS TO BE FILLED. LOCATE

CLEAN-OUT OPENINGS IN AREAS NOT EXPOSED TO VIEW.

UNLESS NOTED OTHERWISE EIGHT INCH MASONRY WALLS SHALL BE PARTIALLY REINFORCED MASONRY WALL CONSTRUCTION WITH #5 AT 48 INCH O.C. IN GROUT FILLED CELLS. ADD (1) #5 REINFORCING BAR EACH SIDE OF OPENINGS EXCEEDING 3 FEET.

PROVIDE REINFORCING BARS AT CORNERS, INTERSECTIONS, AND EACH SIDE OF OPENINGS. PROVIDE (2) REINFORCING BARS EACH SIDE OF OPENINGS OVER 4 FEET WIDE, AND AS SHOWN ON THE PLANS. PROVIDE HOOKED DOWELS INTO FOOTINGS AND STRUCTURE ABOVE AND/OR BELOW TO PROVIDE CONTINUITY.

PROVIDE 9 GAGE GALVANIZED HORIZONTAL JOINT REINFORCING (DUR-O-WAL OR ENGINEER-APPROVED EQUAL) AT 16” O.C. REINFORCING LAPS TO BE 48 BAR

DIAMETERS.

DO NOT PLACE CONDUITS, PIPES, ETC., IN CELLS WITH VERTICAL REINFORCING. DO NOT RUN CONDUITS, PIPES, ETC., HORIZONTALLY IN CMU WALLS PARALLEL TO LENGTH OF WALL. WHERE MASONRY WALLS ABUT CONCRETE COLUMNS TO BE PLACED PRIOR TO ERECTION OF MASONRY WALLS, PROVIDE DOVETAIL SLOTS BETWEEN COLUMN AND WALLS AND GROUT THE CMU CELL CONTAINING THE DOVETAIL ANCHORS. OTHERWISE, EXTEND CMU HORIZONTAL

JOINT REINFORCING THROUGH CONCRETE COLUMN.

CONTROL JOINTS SHALL BE PROVIDED IN ALL CONCRETE MASONRY CONSTRUCTION AT LOCATIONS INDICATED ON THE ARCHITECTURAL DRAWINGS.

HORIZONTAL WALL REINFORCING SHALL BE STOPPED EACH SIDE OF CONTROL JOINTS. SEE ARCHITECTURAL DRAWINGS FOR SEALANT REQUIREMENTS AT

CONTROL JOINTS.

USE METAL LATH OR WIRE SCREEN FOR CAVITY CAPS. SHEET METAL, FELT, BUILDING PAPER, OR LIKE MATERIALS ARE PROHIBITED.

STRUCTURAL STEEL: STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING:

W-SHAPES ASTM A992 GRADE 50.

CHANNELS, PLATES AND ANGLES ASTM A36.

RECTANGULAR AND SQUARE TUBES ASTM A500 GRADE C (Fy = 50KSI).

DESIGN, FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE "AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF

STRUCTURAL STEEL FOR BUILDINGS".

BOLTS SHALL CONFORM TO THE ASTM SPECIFICATION FOR A325 OR A490, HIGH STRENGTH BOLTS.

WELDING SHALL CONFORM TO THE AWS CODES FOR ARC AND GAS WELDING IN BUILDING CONSTRUCTION. WELDS SHALL BE MADE USING E70XX ELECTRODES AND SHALL BE 3/16” MINIMUM UNLESS OTHERWISE NOTED. WELDING SHALL BE BY AWS CERTIFIED WELDERS. PREQUALIFIED WELDING PROCEDURES ARE TO BE USED, UNLESS AWS QUALIFICATION IS SUBMITTED TO THE ENGINEER PRIOR TO FABRICATION.

STEEL TO RECEIVE ONE SHOP COAT AND ONE FIELD TOUCH UP COAT OF APPROVED PAINT, EXCEPT WHERE GALVANIZING IS INDICATED ON THE DRAWINGS.

ALL BOLTED CONNECTIONS SHALL CONSIST OF MINIMUM 3/4 INCH DIAMETER ASTM A325 HIGH STRENGTH BOLTS. BEAM CONNECTIONS SHALL BE DESIGNED BY THE FABRICATOR FOR THE REACTIONS SHOWN ON THE PLANS. IF NOT SHOWN, THE FABRICATOR SHALL DESIGN THE BEAM CONNECTIONS TO SUPPORT AN END REACTION OF 1/2 THE ALLOWABLE UNIFORM LOAD CAPACITY WITH A MINIMUM OF 2 BOLTS.

STEEL STUDS AND RUNNER TRACK MEMBERS SHALL CONFORM TO ASTM A653 GRADE C (MINIMUM YIELD POINT 40,000 PSI) WITH HOT DIPPED GALVANIZED

COATING CONFORMING TO ASTM A525 (CLASS G90).

ALL FRAMING MEMBERS SHALL BE CUT SQUARELY. MEMBERS SHALL BE HELD FIRMLY IN PLACE UNTIL PROPERLY JOINED. JOINING OF MEMBERS SHALL BE MADE WITH SELF-DRILLING SCREWS OR WELDING. WIRE TYING OF FRAMING MEMBERS SHALL NOT BE PERMITTED. ATTACHMENT OF MATERIALS TO FRAMING

MEMBERS SHALL BE MADE WITH SELF DRILLING SCREWS.

STUDS SHALL SIT SQUARELY IN THE TOP AND BOTTOM RUNNER TRACKS WITH FIRM ABUTMENT AGAINST TRACK WELDS. STUDS SHALL BE PLUMB AND

SECURELY FASTENED TO THE FLANGES OF BOTH TOP AND BOTTOM RUNNER TRACKS.

SUBMIT COMPLETE SHOP DRAWINGS AND DESIGN CALCULATIONS, PREPARED, SIGNED, AND SEALED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE

OF FLORIDA, SUBSTANTIATING ALL STRENGTH AND SERVICEABILITY CRITERIA.

SCALE: 1" = 20'-0"

KEY PLAN1 N.T.S.

NO. DESCRIPTION DATE

06/23/2025

THIS ITEM HAS BEEN ELECTRONICALLY SIGNED AND

SEALED USING A DIGITAL SIGNATURE.

PRINTED COPIES OF THIS DOCUMENT ARE NOT

CONSIDERED SIGNED AND SEALED AND THE

SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC

COPIES.

UP

DN

(E) COLUMN TO

REMAIN, TYP.

(E) COLUMN TO

REMAIN, TYP.

(E) WALL TO

REMAIN, TYP. (E) WALL TO

REMAIN, TYP.

(E) OPENING TO

REMAIN, TYP.

F W

F W

F20W

F20W

F W

6" CONCRETE

SLAB ON GRADE

W/ 6X6

W2.9XW2.9 WWF TYP.

6" CONCRETE

SLAB ON GRADE

W/ 6X6

W2.9XW2.9 WWF TYP.

4" CONCRETE

SLAB ON GRADE

W/ 6X6

W1.4XW1.4 WWF

6" CONCRETE

SLAB ON GRADE

W/ 6X6

W2.9XW2.9 WWF TYP.

S4.0

S4.1

N-4N-4

N-3N-3

N-A

N-A

N-B

N-B

N-C

N-C

N-D

N-D N-5

N-5 N-E

N-E

N-F

N-F

N-G

N-G

20' - 0" 18' - 10" 1' - 2" 20' - 0" 20' - 0" 20' - 0"

1' - 2" 7' - 0 5/8" 6' - 5 3/8" 8' - 9" 5' - 0" 12' - 9" 20' - 0"

/8

(E) RAMP TO

REMAIN, TYP.

(E) WALL TO

REMAIN, TYP.

S4.1

RAMP GEOMETRY -

SEE ARCH DWGS

(TYPICAL.)

FOUNDATION PLAN NOTES:

1. REFER TO ARCHITECTURAL DRAWINGS FOR VAPOR BARRIER REQUIREMENTS, SLOPES, STEPS, AND DRAIN LOCATIONS IN FLOOR SLABS.

2. REFER TO GEOTECHNICAL RECOMMENDATIONS FOR SUBGRADE COMPACTION AND DRAINAGE REQUIREMENTS.

3. DO NOT SCALE DRAWINGS. VERIFY/COORDINATE ALL DIMENSIONS AND ELEVATIONS WITH ARCHITECTURAL DRAWINGS BEFORE COMMENCING CONSTRUCTION. NOTIFY THE STRUCTURAL ENGINEER AND ARCHITECT OF RECORD OF ANY DISCREPANCIES BEFORE PROCEEDING WITH CONSTRUCTION.

4. CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS, DIMENSIONS AND ELEVATIONS PRIOR TO COMMENCING CONSTRUCTION. NOTIFY THE ENGINEER OF

RECORD OF ANY DISCREPANCIES.

5. VERIFY/COORDINATE THE LOCATION OF ALL UNDERGROUND PIPING WITH THE FOUNDATION.

6. VERIFY/COORDINATE EDGE OF SLAB DETAILS AT EXTERIOR DOORS, SILL HEIGHTS AND DETAILS OF WALL OPENINGS WITH ARCHITECTURAL DRAWINGS.

7. FX INDICATES FOOTING TYPE, REFER TO FOOTING SCHEDULE ON THIS SHEET. TOP OF FOOTING ELEVATION SHALL BE AT LEAST -1'-4" BELOW ADJCAENT

FINISHED GRADE, UNLESS NOTED OTHERWISE.

8. INDICATES 8" CMU WALLS W/ #5 VERTICALS AT 48" OC MAX, AND AT CORNERS, INTERSECTIONS AND BOTH SIDES OF OPENINGS, UNLESS

NOTED OTHERWISE.

(E) COLUMN TO

REMAIN, TYP.

(E) WALL TO

REMAIN, TYP.

(E) WALL TO

REMAIN, TYP.

NEW CMU INFILL

F20WF20W

F W

F20W

F W

F W

6" CONCRETE

SLAB ON GRADE

W/ 6X6

W1.4XW1.4 WWF

4" CONCRETE

SLAB ON GRADE

W/ 6X6

W1.4XW1.4 WWF

S4.0

S4.1

6" CONCRETE

SLAB ON GRADE

W/ 6X6

W2.9XW2.9 WWF TYP.

6" CONCRETE

SLAB ON GRADE

W/ 6X6

W1.4XW1.4 WWF

S-1S-1

S-A

S-A

S-B

S-B

S-C

S-C

S-D

S-D

S-2 S-2

16' - 8" 7' - 0" 5' - 0"

35' - 2" 30' - 0" 34' - 0"

'-0

12' - 0" 7' - 0" 29' - 6"

NEW WINDOW OPENING

IN EXISTING WALLNEW DOOR OPENING

IN EXISTING WALL

NEW WINDOW OPENING

IN EXISTING WALL

17' - 0" 5' - 11" 13' - 4" 24' - 0" 4' - 11" 3' - 9" 8' - 0"

MC1

F20W

F W

RAMP GEOMETRY -

SEE ARCH DWGS

(TYP.)

PLANTER WALL -

SEE ARCH. DWGS

S-A

S-A

S-B

S-B

S-C

S-C

S-5S-5

F W

F W

F30W

S4.1

S4.1

(E) WALL TO

REMAIN, TYP.(E) COLUMN TO

REMAIN, TYP.

NEW DOOR OPENING

IN EXISTING WALL

6" CONCRETE

SLAB ON GRADE

W/ 6X6

W2.9XW2.9 WWF TYP.

(E) SLAB TO

REMAIN, TYP.

(E ) C

O

L (E) CO

L

BASE PL 1/2"X12"X16" FOR

(4) 3/4" TITEN HD SCREWS

(TYP.)

S4.0

(E) FOOTING TO

REMAIN, TYP.

(E) FOOTING TO

REMAIN, TYP.

(E) FOOTING TO

REMAIN, TYP.

6" CONCRETE

SLAB ON GRADE

W/ 6X6

W2.9XW2.9 WWF TYP.

6" CONCRETE

SLAB ON GRADE

W/ 6X6

W2.9XW2.9 WWF TYP.

GS SHALL PRICE FOR MEASURES

THAT WOULD ALLOW TO VERIFY

IN FIELD IF THE EXISTING BASE IS

SUITABLE TO INSTALL NEW

COLUMNS IN THE LOCATION OF

DEMOLISHED COLUMNS.

RAMP GEOMETRY -

SEE ARCH DWGS

(TYPICAL.)

DRILL & EPOXY #5 x 2'-0" DOWEL W/

6" EMBED - TYP TOP & BOTTOM

AT EACH NEW VERT.

EXISTING CMU WALL

#5 VERT IN GROUT FILLED CELL EA

SIDE OF OPENING AND @ 32" OC

EXISTING FOOTING OR

WINDOW SILL

DRILL AND EPOXY #3 x 9" @ 16" OC

W' 3" EMBED OR BRICK TIE @ 16" OC

#5 VERT IN GROUTED

FILLED CELL EACH SIDE

OF OPENING, DRILL &

EPOXY LAP BAR 30" LAP,

6" EMBED MIN USE HILTI

HIT HY 150 OR SIMPSON

EPOXY TIE SET EPOXY

INTO EXISTING TIE

BEAM

EXISTING

MASONRY WALL

OPENING

NEW PRECAST

CONCRETE LINTEL

8" BEARING

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DISTRIBUTED OR USED FOR CONSTRUCTION WITHOUT

THE EXPRESSED WRITTEN CONSENT OF GRACE

HEBERT CURTIS ARCHITECTS, LLC. NO PLAN ROOM,

ELECTRONIC PLAN SERVICE (INTERNET PLAN

SERVICE), NOR REPRODUCTION COMPANY SHALL BE

PERMITTED TO POST THESE DOCUMENTS WITHOUT

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PLANS

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FOUNDATION PLAN - NORTH BUILDING

WALL FOUNDATION SCHEDULE NORTH BLDG

MARK WIDTH THICKNESS REINFORCEMENT COMMENTS

F20W 2' - 0" 1' - 0" (3) #5 CONT. BOT -

F30W 3' - 0" 1' - 0" (4) #5 CONT. BOT -

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

FOUNDATION PLAN - SOUTH BUILDING

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

FOUNDATION PLAN - SOUTH BUILDING

WALL FOUNDATION SCHEDULE SOUTH BLDG

MARK WIDTH THICKNESS REINFORCEMENT COMMENTS

F20W 2' - 0" 1' - 0" (3) #5 CONT. BOT -

F30W 3' - 0" 1' - 0" (4) #5 CONT. BOT -

F40W-R 4' - 0 3/8" 1' - 0" (5) #5 CONT. BOT & #4 @ 12"

OC TRANSVERSE T&B

RETAINING WALL FOOTING

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

CMU INFILL DETAIL1 SCALE: 3/4" = 1'-0"

NEW OPENING IN CMU WALL2

NO. DESCRIPTION DATE

06/23/2025

N-4N-4

N-3N-3

N-A

N-A

N-B

N-B

N-C

N-C

N-D

N-D N-5

N-5 N-E

N-E

N-F

N-F

N-G

N-G

6' - 5" 6' - 10" 19' - 8 3/8"

ALUMINUM CANOPY BY

OTHERS. (TYP.)

W.O. BELOW

5' - 0"

HSS6X6X3/8

EX. DOOR JAMB MEMBER AND GIRT

BEAM AT NEW HANGER ATTACHEMENT

TO BE TO BE REINFORCED W/ L6X6X3/8.

3/16 WELDS.

GRIND EX. MEMBERS AS REQUIRED.

S5.0

(N) C8X11.5 B18'-0" EXT.

(N) C8X11.5 B18'-0" INT.

S5.0

STRUCTURAL PLAN NOTES

1. REFER TO ARCHITECTURAL DRAWINGS FOR SLOPES, STEPS, AND DRAIN LOCATIONS IN FLOOR SLABS.

2. BX INDICATES CONCRETE BEAM TYPE, REFER TO CONCRETE BEAM SCHEDULE ON THIS SHEET.

3. TX'-X" INDICATES TOP OF BEAM ELEVATION, 11'-10" UNLESS NOTED OTHERWISE.

S-1S-1

S-A

S-A

S-B

S-B

S-C

S-C

S-D

S-D

S-2 S-2

ALUMINUM CANOPY

DESIGNED BY OTHERS

(TYP.)MC1

VIF

17' - 0"

W.O. BELOW

5' - 11"

VIF

1' - 1"

W.O. BELOW

24' - 0"

VIF

4' - 11" 3' - 9"

W.O. BELOW

8' - 0"

W.O. BELOW

8' - 0" 6' - 3"

(N) C8X11.5 B17'-4" INT.(N) C8X11.5 B17'-4" INT.(N) C12X30 B17'-4" INT.(N) C8X11.5 B17'-4" INT.

(N) HSS12X4X1/4 (FLAT) T20'-6"

(E) METAL WALL

TO REMAIN, TYP.

S5.0

(E ) C

O L

(E ) C

O L

(E ) C

O L

(E ) C

O L.

(E ) C

O L.

(N) HSS12X4X1/4 (FLAT) T20'-6" (N) HSS12X4X1/4 (FLAT) T20'-6"

WELD TO EX.

COLUMN USING

L6X6X3/8 T&B

TYP.

H S

S X

X

/4

(N) C8X11.5 B17'-4" EXT.

(N) C8X11.5 B17'-4" EXT. (N) C8X11.5 B17'-4" EXT. (N) C8X11.5 B17'-4" EXT.

S5.0

S5.0

S-A

S-A

S-B

S-B

S-C

S-C

S-5S-5

EXISTING CANOPY TO BE

DEMOLISHED & NEW ALUMINUM

CANOPY DESIGNED BY OTHERS

3' - 4 1/2"

W.O. BELOW

2' - 10"

S5.0

(E ) C

O L

(E ) C

O L

(N) HSS12X6X1/4 B/12' - 0"EX. TIE BEAM

EX. TIE BEAM

TOP ELEVATION TO MATCH

TOP OF, TIE BEAM VIF.

ATTACH HSS TO EX. WALL

USING

3/8"x4"x12" x 6" WIDE

BENT PL @ 32" OC.

WELDED TO HSS AND

BOLTED TO CMU USING (2)

3/4" TITEN HD SCREWS (TYP.)

(N

HSS12

X6X

3/

(E) WALL ABOVE SHORE,

CUT AND RECONNECT

13' - 4"

CONNECT BOTH HSS

POSTS W 3/8"x4"x12" x

6" WIDE BENT PL @ 32"

OC WELDED TO WEBS

(TYP.)

(N) HSS 8X6X1/4 FLAT

EL. VIF.(N

HSS12

X6X

3/ engineering consultants 12573 New Brittany Blvd. | Fort Myers, FL 33907

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PROJECT NO:

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BE COPIED, SCANNED, NOR ELECTRONICALLY

DISTRIBUTED OR USED FOR CONSTRUCTION WITHOUT

THE EXPRESSED WRITTEN CONSENT OF GRACE

HEBERT CURTIS ARCHITECTS, LLC. NO PLAN ROOM,

ELECTRONIC PLAN SERVICE (INTERNET PLAN

SERVICE), NOR REPRODUCTION COMPANY SHALL BE

PERMITTED TO POST THESE DOCUMENTS WITHOUT

THE EXPRESSED WRITTEN CONSENT OF THE

ARCHITECT, GRACE HEBERT CURTIS ARCHITECTS, LLC.

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PLANS

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CANOPY FRAMING PLAN - NORTH BUILDING1

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

CANOPY FRAMING PLAN - SOUTH BUILDING2 SCALE: 3/16" = 1'-0"

CANOPY FRAMING PLAN - SOUTH BUILDING3

N-4N-4

N-3N-3

N-A

N-A

N-B

N-B

N-C

N-C

N-D

N-D N-5

N-5

S

-4

O C

S

-4

O C

S-1S-1

S-A

S-A

S-B

S-B

S-C

S-C

S-D

S-D

S-2 S-2

S-3S-3

S-4 S-4

S-5S-5

ALUMINUM CANOPY BY

OTHERS. (TYP.)

ALUMINUM CANOPY BY

OTHERS. (TYP.)

ALUMINUM CANOPY BY

OTHERS. (TYP.) ALUMINUM CANOPY BY

OTHERS. (TYP.)

MC1

17' - 0"

W.O. BELOW

5' - 11"

1' - 1"

W.O. BELOW

24' - 0" 4' - 11" 3' - 9"

W.O. BELOW

8' - 0"

W.O. BELOW

8' - 0" 6' - 3"

(N) C8X11.5 B/ 17'-4" (N) C8X11.5 B/ 17'-4" (N) C12X30 B/ 17'-4" (N) C8X11.5 B/ 17'-4"

HSS 12X4X1/4 FLAT T/ 20'-6"

(E) METAL WALL

TO REMAIN, TYP.

S5.0

(E ) C

O L

(E ) C

O L

(E ) C

O L

(E ) C

O L.

(E ) C

O L.

HSS 12X4X1/4 FLAT T/ 20'-6" HSS 12X4X1/4 FLAT T/ 20'-6"

WELD TO EX.

COLUMN USING

L6X6X3/8 T&B

TYP.H

S

S X

X

/4

(2

S

-4

S

-4

O C

800S162-43 @ 16" OC

(2) 1000S162-43

800S162-43

800S162-43

S

-4

O C

1000S162-43 @ 16" OC

800S162-43 @ 16" OC

S

-4

S

-4

S

-4

S

-4

S

-4

O C

1000S162-43 @ 16" OC

800S162-43 @ 16" OC

(2

S

-4

S

-4

O C

S

-4

O C

S5.0

FLOOR FRAMING PLAN NOTES

1. REFER TO ARCHITECTURAL DRAWINGS FOR SLOPES, STEPS, AND DRAIN LOCATIONS IN FLOOR SLABS.

4. TX'-X" INDICATES TOP OF BEAM ELEVATION, [X'-X"] UNLESS NOTED OTHERWISE.

3. INDICATES 4" METAL STUD WALLS W/ 16" STUD SPACING.

engineering consultants 12573 New Brittany Blvd. | Fort Myers, FL 33907

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HEBERT CURTIS ARCHITECTS, LLC. NO PLAN ROOM,

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SERVICE), NOR REPRODUCTION COMPANY SHALL BE

PERMITTED TO POST THESE DOCUMENTS WITHOUT

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CEILING FRAMING PLAN - NORTH BUILDING1

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

CEILING FRAMING PLAN - SOUTH BUILDING2

KEYED JOINT

CONSTRUCTION JOINT

CONTROL JOINT

POSITION

REINFORCEMENT IN

CENTER OF SLAB

SUBGRADE PER

GEOTECHNICAL

RECOMMENDATIONS

T H

IC

K

N E

S S

/4

S

L A

B

VAPOR BARRIER

PER ARCH

S L A

B T

H

IC

K N

E S

S

SAW CUT JOINT POSITION

REINFORCEMENT IN

CENTER OF SLAB

SUBGRADE PER

GEOTECHNICAL

RECOMMENDATIONS

VAPOR BARRIER

PER ARCH

#4 @ 16" OC

EPOXIED INTO EX.

SLAB W/ 6" MIN.

EMBED. EX. SLAB TO

REMAIN

SUBGRADE PER

GEOTECHNICAL

RECOMMENDATIONS

POSITION

REINFORCEMENT IN

CENTER OF SLAB

RECESS PER

ARCH. DWGS

1' - 0" MIN.

V .I .F

OVERLAP

1' - 0" MIN.

EXIST. VAPOR

BARRIER TO

SALVAGE AND

OVERLAP W/ NEW

SLAB ON GRADE

PER PLAN

#4 @ 16" OC

(2) #5 CONT

1' - 0"

#4 NOSING BAR

TYP

#3 @ 18" OC EACH WAY

SEE ARCH DWGS FOR

STAIR LAYOUT

6"

1' - 0"

FINISH GRADE

1' - 0"

SLAB ON GRADE

PER PLAN

TYPE-1

TYPE-2

TYPE-3

/- T Y

P

STUD OR

JOIST

#10 SCREWS @ 12" O.C.

TYP. @ TOP AND BOTTOM

BUILT-UP BEAM PER

PLAN

CONT. CLOSURE METAL

TRACK @ TOP AND

BOTTOM (SIZE AND GAGE

MATCH TO STUDS)

#10 SCREWS @ 12"

O.C. TYP. @ TOP

AND BOTTOM

BUILT-UP BEAM

PER PLAN

BUILT-UP BEAM

PER PLAN

#10 SCREWS @ 12" O.C.

TYP. @ TOP AND BOTTOM

(STAGGERED 6")

NOTE:-

MEMBER SHOWN AS

HORIZONTAL BEAMS, HOWEVER,

THIS DETAIL ALSO APPLIES TO

VERTICAL POST.

CFS STUD WALL PER

PLAN

EXTERIOR SIDE

INTERIOR SIDE 1 3/4" LONG STRONG-DRIVE PPSD #10 SCREWS @

12" O.C. FOR SHEATHING-TO-CFS OR EQ.

CFS STUD AS

PER PLAN

FINISHES AS PER ARCH.

FINISHES AS PER ARCH.

FINISHES AS PER

ARCH.

FINISHES AS PER

ARCH. EXISTING BEAM

OPENING

1/4

L4X4X1/4 x 12" LG

BOLTED TO EX. TIE

BEAM USING (2) 3/4"

ANCHORS W/ 4" MIN

EMBED.

L4X4X1/4 (TYP.)

WELDED TOGETHER

EX. TIE BEAM

1/4

TYP.

SCALE: NOT TO SCALE

RAMP AT SLAB ON GRADE3 SCALE: 3/4" = 1'-0"

CAST IN PLACE STAIR ON GRADE4SCALE: NOT TO SCALE

TYPICAL SLAB ON GRADE JOINTS1 SCALE: NOT TO SCALE

TYPICAL NEW AND EXISTING SLAB INTERFACE2

engineering consultants 12573 New Brittany Blvd. | Fort Myers, FL 33907

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SERVICE), NOR REPRODUCTION COMPANY SHALL BE

PERMITTED TO POST THESE DOCUMENTS WITHOUT

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TYPICAL BUILT-UP MEMBER CONFIGURATIONS6

SCALE: 6" = 1'-0"

EXTERIOR WALL SECTION IN PLAN5

SCALE: 6" = 1'-0"

TYP. DETAIL @ CORNER7 SCALE: 3/4" = 1'-0"

EXISTING STEEL PROFILE WALL OPENING DETAIL8

CONCRETE FOOTING

PER PLAN

GROUT CMU SOLID

BELOW GRADE

SLAB ON GRADE

PER PLAN

#4x2'-0" HOOKED BAR @ 18" OC

TYP.

(1) #5 CONT.

TYP.

8" CMU WALL W/ #5 VERTS

@ 48" OC MAX

8" CMU WALL W/ #5 VERTS

@ 48" OC MAX

EXISTING CONCRETE

FOOTING

EXISTING CMU WALL

SLAB ON GRADE

PER PLAN

#4x2'-0" HOOKED BAR @ 18" OC

TYP.

CONCRETE

FOOTING PER PLAN

1' - 6"

#4x2'-0" HOOKED BAR @ 18" OC

TYP.

DRILL AND EPOXY #5

DOWEL W/ 6" EMBED

MATCH WALL

REINFORCING.

B

A R

D

IA

L A

P

CONCRETE FOOTING

PER PLAN

SLAB ON GRADE

PER PLAN

#4x2'-0" HOOKED BAR @ 18" OC

TYP.

(1) #5 CONT.

TYP.

8" CMU WALL W/ #5 VERTS

@ 48" OC MAX

GROUT CMU SOLID

BELOW GRADE

8" CMU WALL W/ #5 VERTS

@ 48" OC MAX

EXISTING CONCRETE

FOOTING

EXISTING CMU WALL

SLAB ON GRADE

PER PLAN

#4x2'-0" HOOKED BAR @ 18" OC

TYP.

CONCRETE

FOOTING PER PLAN

1' - 6"

#4x2'-0" HOOKED BAR @ 18" OC

TYP.

DRILL AND EPOXY #5

DOWEL W/ 6" EMBED

MATCH WALL

REINFORCING.

B

A R

D

IA

L A

P

SEE ARCH.

CONCRETE FOOTING

PER PLAN

(1) COURSE BOND BEAM

W/ (1) #5 CONT

CMU WALL FULLY GROUTED

W/ #5 VERTS @ 24" OC

CONCRETE SLAB ON

GRADE PER PLAN

FINISH GRADE

1' - 0"

D

IA

O

F R

E B

A R

GROUT CMU SOLID

BELOW GRADE

8" CMU WALL W/ #5 VERTS

@ 24" OC MAX

EPOXIED INTO FTG. BELOW

W/ 6" EMBED

EXISTING CONCRETE

FOOTING

EXISTING CMU WALL

SLAB ON GRADE

PER PLAN

#4x2'-0" HOOKED BAR

@ 18" OC TYP.

GROUT CMU SOLID

BELOW GRADE

8" CMU WALL W/ #5 VERTS

@ 48" OC MAX

EXISTING CONCRETE

FOOTING

EXISTING CMU WALL

ALIGN

#4x2'-0" HOOKED BAR @ 18" OC

TYP.

CONCRETE

FOOTING PER PLAN

1' - 6"

#4x2'-0" HOOKED BAR @ 18" OC

TYP.

DRILL AND EPOXY #5

DOWEL W/ 6" EMBED

MATCH WALL

REINFORCING.

B

A R

D

IA

L A

P

SLAB ON GRADE

PER PLANSEE ARCH.

(5) #4 CONT. TYP. 1

#4 @ 16" OC

DOWELS EPOXIED

INTO EXISTING SLAB

(TYP.)

PROVIDE MIN. 12" WIDE

OVERLAP OF NEW & OLD

VAPOUR BARRIER (TYP.)

MEP LINES - SEE MEP

DWGS.

MAX.

2' - 0"

NEW VAPOUR BARRIER -

SEE ARCH, 10 MIL MIN.

M A

X

#4 @ 12" OC

EXISTING SLAB ON GRADE

VAPOUR BARRIER - VIF

ALIGN (TYP.)

SLOPE AS REQUIRED

(5) #4 CONT. TYP. 1

#4 @ 16" OC

DOWELS EPOXIED

INTO EXISTING SLAB

(TYP.)

PROVIDE MIN. 12" WIDE

OVERLAP OF NEW & OLD

VAPOUR BARRIER (TYP.)

2' - 0"

NEW VAPOUR BARRIER -

SEE ARCH, 10 MIL MIN.

M A

X

#4 @ 12" OC

EXISTING SLAB ON GRADE

VAPOUR BARRIER - VIF

ALIGN (TYP.)

SLOPE AS REQUIRED

HSS POST AND BASE PLATE

DESIGNED BY STAIR

MANUFACTURER

BASE PLATE DESIGNED BY

OTHERS ATT'D TO NEW

FOUNDATION USING (4) 3/4"

TITEN HD SCREWS W/ 6"

MIN. EMBED.

engineering consultants 12573 New Brittany Blvd. | Fort Myers, FL 33907

T: 239.210.5090 : www.rtmassociates.com

PROJECT NO:

DATE:

PHASE:

ISSUED FOR

SEAL:

GRACE HEBERT CURTIS ARCHITECTS, LLC

SHEET NUMBER

© THIS SET OF DOCUMENTS INCLUSIVE OF

DRAWINGS,SPECIFICATIONS, AND ADDENDA MAY NOT

BE COPIED, SCANNED, NOR ELECTRONICALLY

DISTRIBUTED OR USED FOR CONSTRUCTION WITHOUT

THE EXPRESSED WRITTEN CONSENT OF GRACE

HEBERT CURTIS ARCHITECTS, LLC. NO PLAN ROOM,

ELECTRONIC PLAN SERVICE (INTERNET PLAN

SERVICE), NOR REPRODUCTION COMPANY SHALL BE

PERMITTED TO POST THESE DOCUMENTS WITHOUT

THE EXPRESSED WRITTEN CONSENT OF THE

ARCHITECT, GRACE HEBERT CURTIS ARCHITECTS, LLC.

COA: 31254Project Number: 24335

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

SECTION THRU RAMP4SCALE: 3/4" = 1'-0"

SECTION THRU RAMP2 SCALE: 3/4" = 1'-0"

SECTION THRU RAMP3

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

CMU RETAINING WALL5

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

SECTION THRU RAMP1

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

SECTION AT CONDENSER UNIT PLATFORM6 SCALE: 3/4" = 1'-0"

TYPICAL TRENCH DETAIL AT EXISTING SOG7 SCALE: 3/4" = 1'-0"

TYPICAL TRENCH DETAIL AT EXISTING SOG Copy 18

(E) OPENING TO REMAIN

(N) HSS BEAM PER PLAN

CANOPY FRAMING BY

OTHERS

CONNECT NEW ALUMINUM

CANOPY TO NEW HSS AS

REQUIRED

NEW EXTERIOR WALL PROFILE

TO MATCH EXISTING - SEE

ARCH. DWGS

CONNECT TO HSS AS REQUIRED

SEE ARCH DWGS FOR DETAILS

COLUMN BEYOND

(E) WALL PER PLAN

L4X4X1/4 T&B

(E) BEAM V.I.F.

BENT PL 1/2"X12"X12"

x 16" LG BOTH SIDES

FOR 3/4" THREADED

RODS IN LONG-

SLOTTED HOLES

(VERTICAL)

VIF

1/4

TYP.

(N) COILING DOOR NOT

SHOWN FOR CLARITY -

SEE ARCH. DWGS

CLCL

(E) CMU WALL PER PLAN

NEW OPENING PER

PLAN

T.O. WALL

VIF

CHANNEL PER PLAN

(E) METAL WALL

PER PLAN

HSS BEAM PER

PLAN

L4x4x1/4 x 12" LG @32"

OC W/ (2) 1/2" TITEN

HD , 4" EMBED. T&B

T.O. BM

VIF

1/4

TYP.

L4X4X1/4 x 12" LG TO EXISTING

TIE BEAM USING 1/2" DIA. MECH

ANCHORS @ 24" OC.

PLACEMENT TO COORDINTAE

W/ ARCH DRAWINGS

ATTACHMENT TO EX.

STRUCTURE DESIGNED BY

OTHERS

ALUMINUM CANOPY DESIGNED

BY OTHERS

V.I.F

T.O. NEW OPENINGS

DRY PACK SOLID

CONNECTION PER 8/S5.0

EXISTING

CMU WALL V.I.F

1/2" X12"X12" PL

ATTACHED TO EX. CMU

WALL USING (4) 1/2"

TITEN HD SCREWS W/

4" MIN EMBED

HSS BEAM PER PLAN

FILL CELLS W/ GROUT

1/4

1/4

L4X4X1/4 B.S.

1/4

3 SIDES SHEAR CONNECTION BY

FABRICATOR

HSS BEAM PER PLAN

EX. STEEL COL

V.I.F.

5/8

L6X4X1/4 T&B

1"

EXISTING

COLUMN V.I.F

HSS BEAM PER PLAN

1/4

TYP.

5/16

TYP.

L6X4X1/4

W/ 2" MIN OVERLAP

ON EA. FL OF EX.

COLUMN TO ALLOW

WELDING

EXISTING

COLUMN V.I.F

HSS BEAM PER PLAN

1/4

3 SIDES

1/4

3 SIDES

1/4

3 SIDES

TYP.

L4X4X1/4 x 12" LG AT

TOP & BOTT. OF HSS

BEAM

L4X4X1/4 x 12" LG AT

TOP & BOTT. OF HSS

BEAM

HSS BEAM PER PLAN

NEW ROOF DECKING TO

MATCH EX. OR BETTER

EX. ROOF METAL DECK

V.I.F.

GRIND GALVANIZATION OF EXISTING PURLINS

AS REQUIRED TO ALLOW FOR PROPER

WELDING, PAINT BACK AS REQUIRED.

NEW L5X5 OR L6X6 CROSS MEMBERS SPANNED

BETWEEN NEW SUB-GIRDERS TO PROVIDE

SUPPORT FOR BOTH EX. AND NEW METAL DECK

W/ MIN. 2" BEARING. E.S.

PROVIDE FASTENERS FROM METAL DECK TO

NEW FRAMING BELOW TO MATCH EXIST.

FASTENING PATTERN AND SIZE.

NEW SUB-GIRDER: L6X6 @

4'-0" MAX SPACING AND AT

OPENING SHORT EDGES

LOWER IT TO CLEAR LIP OF

EX. PURLIN

3/16

TYP.

EX. PURLIN

V.I.F.

PROVIDE 3/8"x4"x6" SHEAR

TUBS AS REQUIRED

COORD. W/ ARCH. DWGS

NEW WALL OPENING

MIN. JAMB

1' - 4"

MIN. JAMB

1' - 4"

6" 8" 8" 1' - 6" 1' - 4" 8" 6"

NOTE: CMU BETWEEN CHANNELS AND AT JAMBS MUST BE

SOLID GROUTED. CHANNELS MUST BE INSTALLED

BEFORE CMU IS REMOVED.

CHANNEL PER PLAN W/ 3/4" DIA.

TITEN HD EA. SIDE

EX. MASONRY PROPOSED JAMBS TO BE FULLY FROUTED

EXISTING CONCRETE BEAM

OR MASONRY ABOVE NEW

OPENING

STEEL CHANNEL

W/ 3/4" O THRU

BOLTS

MIN.

1' - 0" engineering consultants 12573 New Brittany Blvd. | Fort Myers, FL 33907

T: 239.210.5090 : www.rtmassociates.com

PROJECT NO:

DATE:

PHASE:

ISSUED FOR

SEAL:

GRACE HEBERT CURTIS ARCHITECTS, LLC

SHEET NUMBER

© THIS SET OF DOCUMENTS INCLUSIVE OF

DRAWINGS,SPECIFICATIONS, AND ADDENDA MAY NOT

BE COPIED, SCANNED, NOR ELECTRONICALLY

DISTRIBUTED OR USED FOR CONSTRUCTION WITHOUT

THE EXPRESSED WRITTEN CONSENT OF GRACE

HEBERT CURTIS ARCHITECTS, LLC. NO PLAN ROOM,

ELECTRONIC PLAN SERVICE (INTERNET PLAN

SERVICE), NOR REPRODUCTION COMPANY SHALL BE

PERMITTED TO POST THESE DOCUMENTS WITHOUT

THE EXPRESSED WRITTEN CONSENT OF THE

ARCHITECT, GRACE HEBERT CURTIS ARCHITECTS, LLC.

COA: 31254Project Number: 24335

/2

/2

:3

:0

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M

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

CANOPY DETAIL1 SCALE: 3/4" = 1'-0"

CANOPY DETAIL2 SCALE: NOT TO SCALE

HSS BEAM TO EXISTING CMU WALL CONNECTION3 SCALE: NOT TO SCALE

HSS BEAM TO EXISTING COLUMN4

SCALE: NOT TO SCALE

HSS BEAM TO CONNECTS AT WEB ON EXISTING COLUMN5 SCALE: NOT TO SCALE

HSS BEAM TO EXISTING COLUMN DETAILS6 SCALE: 3/4" = 1'-0"

TYP. EXISTING ROOF INFILL DETAIL AT FORMER SKYLIGHT7

NO. DESCRIPTION DATE

SCALE: NOT TO SCALE

NEW OPENING IN CMU WALL8