5.2_-_IFB_-_Grace_-_Phase_2_STRUC_Plans_2026-05-08.pdf

301 West Cervantes St.301 West Cervantes St. Tel. 850.429.1951 Tel. 850.429.1951 Pensacola, FL 32501Pensacola, FL 32501

JOE DEREUIL ASSOCIATES, LLCJOE DEREUIL ASSOCIATES, LLC

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STATE OF FLORIDASTATE OF FLORIDA

P.E. NO. 54319 / C.A. NO. 9515P.E. NO. 54319 / C.A. NO. 9515

JDA JOB #: 21185JDA JOB #: 21185

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1.00 GENERAL NOTES

1.01 THESE DRAWINGS ADDRESS ONLY THE STRUCTURAL DESIGN OF THE STRUCTURE. THE DIMENSIONAL LAYOUT OF THE STRUCTURE HAS BEEN DICTATED TO JOE DEREUIL ASSOCIATES IN ORDER TO PRODUCE STRUCTURAL DESIGN DOCUMENTS. NO REPRESENTATION IS MADE REGARDING CODE CONFORMANCE OF NON-STRUCTURAL

ASPECTS OF THE STRUCTURE.

1.02 THESE STRUCTURAL NOTES SHALL BE APPLIED WITH THE TECHNICAL SPECIFICATIONS IN THE SPECIFICATIONS MANUAL. ANY CONFLICTING REQUIREMENTS SHALL BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER-OF-RECORD FOR RESOLUTION BEFORE PROCEEDING WITH FABRICATION OR CONSTRUCTION.

1.03 DRAWINGS SHOW TYPICAL AND CERTAIN SPECIFIC CONDITIONS ONLY. FOR DETAILS NOT

SPECIFICALLY SHOWN, PROVIDE DETAILS SIMILAR TO THOSE SHOWN.

1.04 THE DESIGN, ADEQUACY, AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS, ETC., ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. CONTRACTOR SHALL PROVIDE ALL TEMPORARY AND PERMANENT TIMBER TRUSS BRACING AS REQUIRED BY BCSI (BUILDING COMPONENT SAFETY INFORMATION, BY TPI AND WTCA).

1.05 COORDINATE STRUCTURAL CONTRACT DOCUMENTS WITH ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND CIVIL. NOTIFY STRUCTURAL ENGINEER OF ANY CONFLICT AND/OR OMISSION. CONTRACTOR SHALL MAKE NO DEVIATION FROM DESIGN DRAWINGS WITHOUT WRITTEN APPROVAL OF THE ARCHITECT. FOR ADDITIONAL OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS, SEE ARCHITECTURAL, MECHANICAL, AND PLUMBING DRAWINGS.

1.06 DESIGN CRITERIA:

THE STRUCTURE HAS BEEN DESIGNED UTILIZING THE FOLLOWING REFERENCES:

FLORIDA BUILDING CODE, 2023

ASCE 7-22, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES

ACI 302.1 R-15, CONCRETE FLOOR AND SLAB CONSTRUCTION

ACI 318-19, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

ACI 360 R-10, DESIGN OF SLABS-ON-GROUND

NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION, 2018

TMS 402/602-22, BUILDING CODE REQUIREMENTS AND SPECIFICATION FOR

MASONRY STRUCTURES

1.07 DESIGN LOADS

A. DEAD LOADS:

1. TRUSS TOP CHORD DEAD LOAD: 10 PSF (5 PSF FOR UPLIFT CONDITIONS)

2. TRUSS BOTTOM CHORD DEAD LOAD: 10 PSF (5 PSF FOR UPLIFT CONDITIONS)

B. LIVE LOADS: (MAY BE REDUCED PER CODE)

1. ROOFS: 20 PSF

2. SLAB-ON-GRADE: 150 PSF

C. WIND LOADS - STRUCTURE HAS BEEN DESIGNED TO CONFORM TO THE WIND PROVISIONS OF ASCE 7-22. SEE WIND

PRESSURE DIAGRAM & CHART FOR THE FOLLOWING:

1. ULTIMATE WIND SPEED (3-SEC GUST)

2. NOMINAL WIND SPEED (3-SEC GUST)

3. BUILDING RISK CATEGORY

4. WIND EXPOSURE CATEGORY

5. INTERNAL PRESSURE COEFFICIENT

6. COMPONENT & CLADDING WIND PRESSURES

1.08 SHOP DRAWING SUBMITTALS:

A. THE REVIEW OF SUBMITTALS AND/OR SHOP DRAWINGS DONE BY THE STRUCTURAL ENGINEER DOES NOT RELIEVE THE CONTRACTOR OF THE RESPONSIBILITY TO REVIEW AND CHECK SHOP DRAWINGS BEFORE SUBMITTAL TO THE STRUCTURAL ENGINEER. THE REVIEW BY THE STRUCTURAL ENGINEER IS FOR GENERAL CONFORMANCE ONLY. IF SHOP DRAWINGS HAVE NOT BEEN REVIEWED AND APPROVED BEFORE SUBMITTAL TO THE STRUCTURAL ENGINEER, THEY SHALL

BE RETURNED WITHOUT APPROVAL.

B. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ANY AND ALL ERRORS AND OMISSIONS ASSOCIATED WITH THE PREPARATION OF ALL SHOP DRAWINGS AS THEY PERTAIN TO MEMBER SIZES, DETAILS, AND DIMENSIONS SPECIFIED

IN THE CONSTRUCTION DOCUMENTS.

C. ALL MODIFICATIONS MADE FOR SUBMITTALS THAT ARE RE-SUBMITTED SHALL CLEARLY NOTE ALL CHANGES.

D. REPRODUCING THE CONTRACT DOCUMENTS FOR USE AS SHOP DRAWINGS IS NOT ALLOWED, AND SHOP

DRAWINGS WILL BE RETURNED WITHOUT APPROVAL.

E. GENERAL SHOP DRAWING REQUIREMENTS:

1. SUBMIT SHOP DRAWINGS AND ANY OTHER SPECIAL INFORMATION NECCESSARY FOR PROPER FABRICATION, ERECTION, AND PLACEMENT OF STRUCTURAL FABRICATIONS. INCLUDE PLANS, ELEVATIONS, AND SECTIONS.

CLEARLY SHOW ANCHORAGES, CONNECTIONS, AND ACCESSORY ITEMS. THE DETAILER MUST INTERPRET THE CONTRACT DOCUMENTS AND CLEARLY CONVEY THIS INTERPRETATION TO THE FIELD IN THE FORM OF

PLACING OR ERECTION DRAWINGS.

1.09 SHOP DRAWINGS BY SPECIALTY ENGINEER:

A. THE FOLLOWING SYSTEMS AND COMPONENTS AS A MINIMUM REQUIRE SPECIALTY ENGINEERED ERECTION AND FABRICATION DRAWINGS WITH INPUT BY A SPECIALTY ENGINEER, BUT ARE NOT LIMITED TO: WINDOW SYSTEMS, DOOR SYSTEMS, AND ROOF TRUSSES.

B. THE SPECIALTY ENGINEER OR SUPPLIER SHALL DESIGN AND INSTALL THEIR COMPLETED SYSTEM IN ITS ENTIRETY TO THE PRIMARY STRUCTURE PER THE CRITERIA NOTED ON THESE CONSTRUCTION DOCUMENTS. THE SPECIALTY ENGINEER SHALL ADHERE TO ALL REQUIREMENTS OF THE APPLICABLE BUILDING CODE OR THESE NOTES, WHICHEVER IS MORE STRINGENT.

C. SHOP DRAWINGS SHALL BE PROVIDED TO THE ARCHITECT/E.O.R. AND CALCULATIONS SHALL REQUIRE THE SEAL, DATE, AND SIGNATURE OF THE SPECIALTY ENGINEER REGISTERED IN THE PROJECT STATE.

2.00 FOUNDATIONS AND SLAB-ON-GRADE

2.01 THE DESIGN OF FOUNDATIONS AND SLAB ON GRADE IS BASED ON THE CRITERIA ESTABLISHED IN THE GEOTECHNICAL REPORT BY TIERRA ENGINEERING, PENSACOLA, FL; PROJECT #4511-20-031, DATED APRIL 14, 2021. THE RECOMMENDATIONS OF THAT REPORT SHALL BE CONSIDERED AN INTEGRAL PART OF THE CONTRACT DOCUMENTS.

2.02 SHALLOW FOUNDATIONS HAVE BEEN DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 1500 PSF.

2.03 A QUALIFIED GEOTECHNICAL ENGINEER SHALL VERIFY CONDITION AND/OR ADEQUACY OF ALL SUBGRADES, FILLS AND BACKFILLS BEFORE PLACEMENT OF FOUNDATIONS, FOOTINGS, SLABS, WALLS, FILLS, BACKFILLS, ETC. SHOULD THE CONTRACTOR FIND UNDESIRABLE SOILS, HE SHALL STOP WORK AND IMMEDIATELY CONTACT THE ENGINEER OF RECORD. ALL FOOTINGS SHALL REST EITHER ON UNDISTURBED SOIL OR A MANUALLY OPERATED VIBRATORY SLED OR TAMPER SHOULD BE USED TO DENSIFY ANY SOILS IN THE BOTTOM OF THE

FOOTING TRENCHES LOOSENED DURING THE EXCAVATION OPERATION.

2.04 SIDES OF FOUNDATIONS SHALL BE FORMED UNLESS CONDITIONS PERMIT EARTH FORMING. FOUNDATIONS POURED AGAINST THE EARTH REQUIRE THE FOLLOWING PRECAUTIONS: SLOPE SIDES OF EXCAVATIONS AS APPROVED BY GEOTECHNICAL ENGINEER AND CLEAN UP SLOUGHING BEFORE AND DURING CONCRETE PLACEMENT.

2.05 CONTRACTOR IS RESPONSIBLE FOR ADEQUATELY PROTECTING ALL EXCAVATION SLOPES.

2.06 DEWATER TO AT LEAST TWO FEET BELOW BOTTOM OF LOWEST FOUNDATION IF GROUNDWATER IS ENCOUNTERED, UNLESS ANOTHER METHOD HAS BEEN APPROVED BY THE GEOTECHNICAL ENGINEER OF RECORD FOR THIS PROJECT.

2.07 SLAB-ON-GRADE REQUIREMENTS:

A. UNLESS NOTED OTHERWISE, THE SLAB-ON-GRADE SHALL BE A MINIMUM OF :

4 INCHES THICK, PLACED ON COMPACTED SUBGRADE, AND REINFORCED WITH 6x6 W2.0xW2.0 WWF IN FLAT SHEETS (ROLLS ARE NOT PERMITTED). PROVIDE POSITIVE SUPPORT 2 ” CLEAR FROM BOTTOM

OF SLAB. LAP MESH 12 ”.

B. PLACE CONTRACTION OR CONSTRUCTION JOINTS AT LOCATIONS INDICATED BY “S.C.J.” SAWCUT CONTROL JOINTS AS SOON AFTER POURING AS POSSIBLE, WHEN CONCRETE WILL NOT RAVEL; 12 HRS.

MAX. CURE CONCRETE IN ACCORDANCE WITH ACI 301. BEGIN CURING IMMEDIATELY AFTER POURING TO

LIMIT CRACKING PRIOR TO SAWCUTTING CONTROL JOINTS.

C. SUBGRADE SHALL BE PREPARED AS RECOMMENDED IN THE GEOTECHNICAL REPORT.

D. VAPOR RETARDER SHALL CONFORM TO ASTM E1745, CLASS A, 15 MIL MINIMUM THICKNESS. THE VAPOR RETARDER SHOULD BE PLACED OVER THE PREPARED SUBGRADE. VAPOR RETARDER SHOULD BE OVERLAPPED 8 IN. AND TAPED AT THE JOINTS AND CAREFULLY FITTED AROUND SERVICE OPENINGS.

3.00 REINFORCED CONCRETE

3.01 ALL CONCRETE WORK SHALL CONFORM TO ACI 301-16, SPECIFICATIONS FOR STRUCTURAL CONCRETE. DESIGN IS BASED ON ACI 318-19, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE. DETAIL CONCRETE REINFORCEMENT AND ACCESSORIES IN ACCORDANCE WITH ACI 315R-18, GUIDE TO PRESENTING REINFORCING STEEL DESIGN DETAILS. SUBMIT SHOP DRAWINGS FOR APPROVAL, SHOWING ALL FABRICATION DIMENSIONS AND LOCATIONS FOR PLACING REINFORCING STEEL AND ACCESSORIES. DO NOT BEGIN FABRICATION UNTIL SHOP DRAWINGS ARE

COMPLETED AND REVIEWED.

3.02 UNLESS NOTED OTHERWISE, ALL CONCRETE SHALL BE NORMAL WEIGHT AND HAVE THE FOLLOWING MINIMUM 28 DAY COMPRESSIVE STRENGTHS (Fc ’), WATER TO CEMENTITIOUS CONTENT (W/CM) AND AIR CONTENT

ACCORDING TO EXPOSURE CLASS (EC):

Fc’ MAX. W/CM AIR CONTENT

A. FOUNDATIONS

(EC)-F0, S0, W0, C0) 3500 PSI 0.50 N/A

B. SLAB-ON-GRADE – INTERIOR

(EC-F0, S0, W0, C0) 3500 PSI 0.50 N/A

CONCRETE MAY CONTAIN A PROPERLY DESIGNED SUPERPLASTICIZER FOR WORKABILITY.

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

3.04 REASONABLE MEASURES HAVE BEEN TAKEN TO MITIGATE SHRINKAGE CRACKING THROUGH THE USE OF JUDICIOUS DETAILING AND REINFORCING. HOWEVER SOME VISIBLE CRACKING IS TO BE EXPECTED AS A RESULT OF CONCRETE SHRINKAGE RESTRAINT. FURTHER MEASURES COULD BE TAKEN TO ELIMINATE ALL VISIBLE CRACKING, BUT THESE WOULD COME AT A COST IN THE FORM OF ADDITIONAL REINFORCING. ANY CRACKING THAT DOES OCCUR

SHALL BE REPAIRED WITH APPROPRIATE PROCEDURES.

3.05 THE PROPOSED MATERIALS AND MIX DESIGN SHALL BE FULLY DOCUMENTED AND REVIEWED BY THE OWNER'S TESTING LABORATORY. RESPONSIBILITY FOR OBTAINING THE REQUIRED DESIGN STRENGTH IS THE CONTRACTOR'S.

3.06 USE OF CALCIUM CHLORIDE, CHLORIDE IONS, OR OTHER SALTS IN CONCRETE IS NOT PERMITTED.

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Joe DeReuil FL PE Board Statement

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301 West Cervantes St.301 West Cervantes St. Tel. 850.429.1951 Tel. 850.429.1951 Pensacola, FL 32501Pensacola, FL 32501

JOE DEREUIL ASSOCIATES, LLCJOE DEREUIL ASSOCIATES, LLC

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3.07 TIE ALL REINFORCING STEEL AND EMBEDMENTS SECURELY IN PLACE PRIOR TO PLACING CONCRETE. PROVIDE SUFFICIENT SUPPORTS TO MAINTAIN THE POSITION OF REINFORCEMENT WITHIN SPECIFIED TOLERANCE DURING ALL CONSTRUCTION ACTIVITIES. "STICKING ”

DOWELS INTO WET CONCRETE IS NOT PERMITTED.

3.08 PROVIDE CONTINUOUS REINFORCEMENT WHEREVER POSSIBLE; SPLICE ONLY AS SHOWN OR APPROVED; STAGGER SPLICE WHERE POSSIBLE; USE FULL TENSION SPLICE (CLASS "B") UNLESS NOTED OTHERWISE. DOWELS SHALL MATCH THE SIZE AND SPACING OF THE SPECIFIED REINFORCEMENT AND SHALL BE LAPPED WITH FULL TENSION SPLICES (CLASS "B") UNLESS NOTED OTHERWISE. PROVIDE CLASS B LAP SPLICE CORNER BARS AT

ALL CORNERS AND INTERSECTIONS OF BEAMS AND FOUNDATIONS.

3.09 REINFORCING STEEL SHALL HAVE THE FOLLOWING CONCRETE COVER UNLESS NOTED OTHERWISE (PER ACI 318-19 TABLE 20.6.1.3.1):

A. CONCRETE AGAINST EARTH (NOT FORMED): 3"

B. FORMED CONCRETE EXPOSED TO THE EARTH OR WEATHER:

1. #6 THROUGH #18 BARS: 2"

2. #5 BARS AND SMALLER: 1-1/2"

C. CONCRETE NOT EXPOSED TO EARTH OR WEATHER:

1. SLABS AND WALLS: 3/4"

2. BEAMS (STIRRUPS) AND COLUMNS (TIES): 1-1/2"

3.10 DO NOT PLACE DUCTS EXCEEDING ONE-THIRD THE SLAB OR WALL THICKNESS WITHIN THE SLAB OR WALL UNLESS SPECIFICALLY SHOWN AND

DETAILED ON STRUCTURAL DRAWINGS.

3.11 DO NOT WELD OR TACK WELD REINFORCING STEEL UNLESS APPROVED OR DIRECTED BY THE STRUCTURAL ENGINEER.

3.12 SHORING SHALL REMAIN IN PLACE UNTIL CONCRETE HAS ATTAINED 75% OF ITS 28-DAY STRENGTH.

3.13 THE LICENSED DESIGN PROFESSIONAL, A PERSON UNDER THE SUPERVISION OF A LICENSED DESIGN PROFESSIONAL, OR A QUALIFIED INSPECTOR SHALL VERIFY COMPLIANCE WITH CONSTRUCTION DOCUMENTS. (ACI 318-19 PAR. 26.13.1.3)

4.00 MASONRY

4.01 CONCRETE MASONRY DESIGN, CONSTRUCTION AND TESTING SHALL CONFORM TO TMS 402/602-16, BUILDING CODE REQUIREMENTS AND

SPECIFICATION FOR MASONRY STRUCTURES.

4.02 PROVIDE LIGHTWEIGHT, HOLLOW, LOAD-BEARING CONCRETE MASONRY UNITS (CMU) CONFORMING TO ASTM C90, UNLESS NOTED OTHERWISE.

4.03 PROVIDE MASONRY CONSTRUCTION WITH MINIMUM COMPRESSIVE STRENGTH, f'm = 2,000 PSI.

4.04 PROVIDE TYPE "M" OR “S” MORTAR IN ACCORDANCE WITH ASTM C270 BY PROPORTION REQUIREMENTS, UNLESS NOTED OTHERWISE.

4.05 VERTICAL CELLS SHALL BE REINFORCED WITH #5 BARS AT 48" O.C. MINIMUM, UNLESS NOTED OTHERWISE (U.N.O.) IN THE CONTRACT DRAWINGS. VERTICAL REINFORCING SHALL BE CONTINUOUS (LAPPED 64 BAR DIAMETERS MINIMUM AT SPLICES, U.N.O.) AND HELD IN POSITION AT THE TOP AND BOTTOM OF THE GROUT POUR. U.N.O., POSITION VERTICAL REINFORCING IN THE CENTER OF THE CELL. REFER TO SECTIONS

AND DETAILS FOR ADDITIONAL REINFORCING.

4.06 PROVIDE GROUT FOR REINFORCED MASONRY IN ACCORDANCE WITH ASTM C476. GROUT SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2,500 PSI UNLESS NOTED OTHERWISE. GROUT SHALL BE FLUID CONSISTENCY. FLUID CONSISTENCY SHALL MEAN THAT CONSISTENCY IS AS FLUID AS POSSIBLE FOR POURING WITHOUT SEGREGATION OF THE CONSTITUENT PARTS. FILL ALL CELLS BELOW GRADE WITH GROUT. ALL GROUT SHALL BE CONSOLIDATED AT THE TIME OF POURING BY VIBRATING AND THEN RECONSOLIDATED BY AGAIN PUDDLING LATER, BEFORE PLASTICITY IS LOST. WHEN GROUTING IS STOPPED FOR ONE HOUR OR LONGER, CONSTRUCTION JOINTS SHALL BE FORMED BY STOPPING THE POUR OF THE GROUT 1-1/2 INCHES BELOW THE TOP OF THE UPPERMOST UNIT.

4.07 PROVIDE HORIZONTAL JOINT REINFORCEMENT COMPLYING WITH ASTM A82, NO. 9 GAUGE OR HEAVIER, ZINC COATED, PLACED 16 INCHES

ON CENTER UNLESS NOTED OTHERWISE.

4.08 PROVIDE RUNNING BONDS WITH VERTICAL JOINTS LOCATED AT CENTER OF MASONRY UNITS IN THE ALTERNATE COURSE BELOW, UNLESS NOTED OTHERWISE.

4.09 ALL MASONRY UNITS SHALL BE FREE OF EXCESSIVE DUST AND DIRT AT THE TIME THEY ARE LAYED BY THE MASON.

4.10 ALL REINFORCED HOLLOW UNIT MASONRY SHALL BE BUILT TO PRESERVE THE UNOBSTRUCTED VERTICAL CONTINUITY OF THE CELLS TO BE FILLED. WALLS AND CROSS WEBS IN ALL REINFORCED MASONRY WALLS SHALL BE FULLY BEDDED IN MORTAR. ALL HEAD (OR END) JOINTS SHALL BE SOLIDLY FILLED WITH MORTAR FOR A DISTANCE IN FROM EACH FACE OF THE UNIT NOT LESS THAN THE THICKNESS OF THE LONGITUDINAL FACE SHELLS, BOND SHALL BE PROVIDED BY LAPPING UNITS IN SUCCESSIVE VERTICAL COURSES.

4.11 PROVIDE VERTICAL CONTROL JOINTS WHERE SHOWN ON THE CONTRACT DRAWINGS.

4.12 SAMPLE AND TEST MASONRY MATERIAL IN ACCORDANCE WITH TMS 602-22, TABLE 3, QUALITY ASSURANCE LEVEL 2.

4.13 INSPECT MASONRY CONSTRUCTION IN ACCORDANCE WITH TMS 602-22, TABLE 4, QUALITY ASSURANCE LEVEL 2.

5.00 STRUCTURAL TIMBER:

5.01 MATERIALS:

A. SUBMIT THE FOLLOWING PRODUCT DATA TO ENGINEER FOR REVIEW:

1. STAINLESS STEEL NAILS USED TO FASTEN SHEATHING – SIZE & DIA.

2. LVL BEAMS - DESIGN STRENGTH AND MODULUS OF ELASTICITY.

3. STAINLESS STEEL TRUSS TO PLATE CONNECTORS – DESIGN STRENGTH (GRAVITY AND WIND LOADS)

B. ALL TIMBER: KILN DRIED NO. 2 SOUTHERN PINE OR BETTER,

C. ALL TIMBER, EXPOSED TO WEATHER OR IN DIRECT CONTRACT WITH CMU OR CONCRETE SHALL BE PRESSURE TREATED.

D. ALL METAL BASE PLATES, CAPS, BRACKETS, HANGERS AND BOLTS SHALL BE STAINLESS STEEL.

E. ALL TIMBER CONNECTORS INDICATED ARE SIMPSON FASTENERS. EQUIVALENT FASTENERS BY OTHER MANUFACTURERS MAY BE SUBMITTED FOR REVIEW. ALL HOLES IN CONNECTORS SHALL BE FILLED WITH THE RECOMMENDED NUMBER OF FASTENERS. WHEN MULTIPLE CONNECTORS ARE USED, THEY MUST BE INSTALLED SO FASTENER LOCATIONS DO NOT OVERLAP. INSTALL ALL SPECIFIED FASTENERS BEFORE LOADING THE CONNECTION.

F. ALL NAILS ON PROJECT SHALL BE TYPE 304 OR 316 STAINLESS STEEL.

5.02 ALL BOLTS INCLUDING EMBEDDED ANCHOR BOLTS IN GROUT FILLED MASONRY SHALL BE TYPE 304 OR TYPE 316 STAINLESS STEEL HEADED BOLTS.

5.03 FRAMING NOTES:

A. TOP PLATES SHALL BE DOUBLE AND LAP SPLICED 4'-0" WITH 9-16 D NAILS.

B. ROOF DECKING SHALL BE 5/8 ” NOMINAL PLYWOOD. USE 10D TYPE 304 OR 316 STAINLESS STEEL COMMON NAILS, MINIMUM 2 1/2” IN LENGTH. USE NAIL SPACING OF 4" AT PANEL EDGES AND 6 ” IN THE FIELD OF THE PANELS.

C. ALL CONNECTIONS NOT SPECIFICALLY DETAILED SHALL BE IN ACCORDANCE WITH THE

FASTENING SCHEDULE IN THE FLORIDA BUILDING CODE, TABLE 2304.10.1.

5.04 BOLT HOLES SHALL BE AT LEAST A MINIMUM OF 1/32 ” AND NO MORE THAN A MAXIMUM OF 1/16 ” LARGER THAN THE BOLT DIAMETER.

5.05 A FASTENER THAT SPLITS THE WOOD WILL NOT TAKE THE DESIGN LOAD. EVALUATE SPLITS TO DETERMINE IF THE CONNECTION WILL PERFORM AS REQUIRED. DRY WOOD MAY SPLIT MORE EASILY AND SHOULD BE EVALUATED AS REQUIRED. IF WOOD TENDS TO SPLIT, CONSIDER PRE-BORING HOLES WITH DIAMETERS NOT EXCEEDING 0.75 OF THE FASTENER DIAMETER.

5.06 WOOD SHRINKS AND EXPANDS AS IT LOSES AND GAINS MOISTURE, PARTICULARLY PERPENDICULAR TO GRAIN. TAKE WOOD SHRINKAGE AND EXPANSION INTO ACCOUNT WHEN INSTALLING CONNECTION. ALL FASTENERS HAVE BEEN DESIGNED USING DRY LUMBER DIMENSIONS.

5.07 SET ROUGH CARPENTRY TO REQUIRED LEVELS AND LINES, WITH MEMBERS PLUMB, TRUE TO LINE, CUT, AND FITTED.

FIT ROUGH CARPENTRY TO OTHER CONSTRUCTION; SCRIBE AND COPE AS NEEDED FOR ACCURATE FIT. LOCATE NAILERS, BLOCKING, AND SIMILAR SUPPORTS TO COMPLY WITH REQUIREMENTS FOR ATTACHING OTHER CONSTRUCTION.

5.08 DO NOT SPLICE STRUCTURAL MEMBERS BETWEEN SUPPORTS, UNLESS OTHERWISE INDICATED.

5.09 SORT AND SELECT LUMBER SO THAT NATURAL CHARACTERISTICS WILL NOT INTERFERE WITH INSTALLATION OR WITH FASTENING OTHER MATERIALS TO LUMBER. DO NOT USE MATERIALS WITH DEFECTS THAT INTERFERE WITH FUNCTION OF MEMBER OR PIECES THAT ARE TOO SMALL TO USE WITH MINIMUM NUMBER OF JOINTS OR OPTIMUM JOINT ARRANGEMENT.

D

EU

SOJ

R EG ISTERE

REENIGNED

EPH ER

IL

SIUOL

ADIOLF R

STATE OF

No. 54319

ET

ACFIT

C

RE

I

A B

S2-201

S2-201

S2-202

S2-202

WF2.0

WF2.0

W F2

.0

1.3

1.7

W F2

.0

A.2

WF2.0

WF2.0

W F2

.0

W F2

.0

WF 1.5

WF 1.5W

F

1.

W F

1.

W F

1.

6'-8" 31'-4"

38'-0"

6'- 8"

9'- 4"

S2-201

PLAN

NORTH

LEGEND

= ADDITIONAL GROUT FILLED AND REINFORCED CELL IN ADDITION TO TYPICAL REINFORCING. PROVIDE

BAR SIZE TO MATCH WALL REINF.

= VERTICAL MASONRY CONTROL JOINT LOCATION; SEE TYPICAL DETAILS ON SHEET S-302

= 8" NOMINAL CMU WALL. UNLESS NOTED OTHERWISE (U.N.O.), WALL SHALL BE REINFORCED WITH #5 VERTICAL REINFORCING AT 48" ON CENTER IN CENTER OF GROUT FILLED CELLS. PROVIDE HORIZONTAL JOINT REINFORCING AND ADDITIONAL VERTICAL REINFORCING AS OUTLINED IN THE GENERAL NOTES, TYPICAL

DETAILS AND SECTIONS IN THESE DRAWINGS.

301 West Cervantes St.301 West Cervantes St. Tel. 850.429.1951 Tel. 850.429.1951 Pensacola, FL 32501Pensacola, FL 32501

JOE DEREUIL ASSOCIATES, LLCJOE DEREUIL ASSOCIATES, LLC

S T R U C T U R A L E N G I N E E R SS T R U C T U R A L E N G I N E E R SJDA

SEAL

W

G ar de n

St . S ui te

Pe ns ac ol a, F

L

FL

A

R #9 w w w .g ra ce

-d es ig n.

co m

Ph on e:

.4

.5

Sheet Reference No.

G U

LF

B

R

EE

ZE

P

KW

Y.

G U

LF

B

R

EE

ZE

, F

L

SA

N

TA

R

O

SA

C O

U N

TY

S O

U

TH

S A

N

TA

R O

S A

C O

U N

TY

S

P O

R

TS

C O

M P

LE

X

A T

P S

C

DRAWING SCALES SHOWN BASED ON 22"x34" DRAWING

D w n by

D es ig ne d by

R ev ie w ed b y:

D at e:

R ev

C kd b y:

Su bm itt ed b y:

D ra w in g Sc al e:

Pl ot s ca le

M O

FF

AT

T

N

IC

H O

L

M &N

P ro je ct

N o.

D ra w in g co de

D es cr ip tio n

D at e Ap pr

M ar k 1:

(D

S H

EE

T)

SU

BM

IT

TE

R 'S

N

AM

E

SEAL

A

1 2 3 4 5 6

B

C

D

E

1 2 3 4 5 6

A

B

C

D

E

STATE OF FLORIDASTATE OF FLORIDA

P.E. NO. 54319 / C.A. NO. 9515P.E. NO. 54319 / C.A. NO. 9515

JDA JOB #: 21185JDA JOB #: 21185

5/ 7/

:0

1:

P M

C :\U se rs

\n bo w m an \A pp D at a\

Lo ca l\A ut od es k\ R ev it\

Au to de sk

R ev it

\C ol la bo ra tio nC ac he

\4

EH

2Y

VG

Q N

U L8

9G

FA

\4 f0

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2.

rv t

S2-101

FO

U

N D

A

TI

O N

P

LA

N

JF

B

JL

M

JF

B

JL

M

-0 5-

1/4" = 1'-0"S2-101

1 FOUNDATION PLAN

FOUNDATION SCHEDULE

FOOTING

TYPE LENGTH WIDTH THICKNESS

TOP

REINFORCING BOTTOM REINFORCING

WF2.0 <varies> 2' - 0" 12" N/A (3) #5 BARS CONT. W/ #5 TRANSVERSE @ 16" O.C.

WF 1.5 <varies> 1' - 6" 12" N/A (2) #5 BARS CONT. W/ #5 TRANSVERSE @ 24" O.C.

SEE PLAN

SEE PLAN

D

EU

SOJ

R EG ISTERE

REENIGNED

EPH ER

IL

SIUOL

ADIOLF R

STATE OF

No. 54319

ET

ACFIT

C

S2-201

S2-201

S2-202

S2-202

38'-0"

4" SLAB

4" SLAB

1.3

1.7

A.2

6'- 8"

9'- 4"

6'-8" 31'-4"

4" SLAB 4" SLAB

FD FD

FD

FD

FD

PLAN

NORTH

S2-201

S.

C.

J.

W F

1.

WF 1.5

WF 1.5

W F

1.

W F

1.

-3/4"

-3/4"

-3/4"

-3/4" -3/4"

EXTERIOR

SLAB; SEE CIVIL

S.C.J.

S.

C.

J.

S.

C.

J.

S.C.J.

4" SLAB

S2-201

Sim

S2-201

Sim

S.

C.

J.

S.

C.

J.

3'

- 0

THICKEN BOTTOM OF SLAB 8" TOTAL

THICKNESS, WITHIN 8" OF INTERIOR

4" CMU WALLS

LEGEND

= ADDITIONAL SLAB REINFORCING AT OPENINGS; SEE DETAIL 1/S302

FD = FLR DRAIN, WITH 1/4"/12" SLOPE FROM DRAIN; COORDINATE RADIUS OF SLOPE WITH ARCH.

= SAWN CONTRACTION JOINT OR CONSTRUCTION JOINT; CONTRACTOR'S OPTION U.N.O. PLACE S.C.J.

AS SCHEMATICALLY SHOWN

S.C.J.

= 4" MINIMUM THICKNESS SLAB-ON-GRADE REINFORCED WITH WWF 6x6 W2.0xW2.0 WITH 2" CLR. POSITIVE SUPPORT FROM BOTTOM OF SLAB. SLAB SHALL BE PLACED OVER A VAPOR BARRIER AND CAPILLARY BREAK AS

INDICATED IN THE GENERAL NOTES SECTION 2.08 ON SHEET S-001.

4" SLAB

= ADDITIONAL GROUT FILLED AND REINFORCED CELL IN ADDITION TO TYPICAL REINFORCING. PROVIDE

BAR SIZE TO MATCH WALL REINF.

= VERTICAL MASONRY CONTROL JOINT LOCATION; SEE TYPICAL DETAILS ON SHEET S-302

= 8" NOMINAL CMU WALL. UNLESS NOTED OTHERWISE (U.N.O.), WALL SHALL BE REINFORCED WITH #5 VERTICAL REINFORCING AT 48" ON CENTER IN CENTER OF GROUT FILLED CELLS. PROVIDE HORIZONTAL JOINT REINFORCING AND ADDITIONAL VERTICAL REINFORCING AS OUTLINED IN THE GENERAL NOTES, TYPICAL

DETAILS AND SECTIONS IN THESE DRAWINGS.

= (2) #4 x 4'-0" ADDITIONAL REINF. AROUND FLOOR DRAINS; PROVIDE AS SHOWN ON PLAN

301 West Cervantes St.301 West Cervantes St. Tel. 850.429.1951 Tel. 850.429.1951 Pensacola, FL 32501Pensacola, FL 32501

JOE DEREUIL ASSOCIATES, LLCJOE DEREUIL ASSOCIATES, LLC

S T R U C T U R A L E N G I N E E R SS T R U C T U R A L E N G I N E E R SJDA

SEAL

W

G ar de n

St . S ui te

Pe ns ac ol a, F

L

FL

A

R #9 w w w .g ra ce

-d es ig n.

co m

Ph on e:

.4

.5

Sheet Reference No.

G U

LF

B

R

EE

ZE

P

KW

Y.

G U

LF

B

R

EE

ZE

, F

L

SA

N

TA

R

O

SA

C O

U N

TY

S O

U

TH

S A

N

TA

R O

S A

C O

U N

TY

S

P O

R

TS

C O

M P

LE

X

A T

P S

C

DRAWING SCALES SHOWN BASED ON 22"x34" DRAWING

D w n by

D es ig ne d by

R ev ie w ed b y:

D at e:

R ev

C kd b y:

Su bm itt ed b y:

D ra w in g Sc al e:

Pl ot s ca le

M O

FF

AT

T

N

IC

H O

L

M &N

P ro je ct

N o.

D ra w in g co de

D es cr ip tio n

D at e Ap pr

M ar k 1:

(D

S H

EE

T)

SU

BM

IT

TE

R 'S

N

AM

E

SEAL

A

1 2 3 4 5 6

B

C

D

E

1 2 3 4 5 6

A

B

C

D

E

STATE OF FLORIDASTATE OF FLORIDA

P.E. NO. 54319 / C.A. NO. 9515P.E. NO. 54319 / C.A. NO. 9515

JDA JOB #: 21185JDA JOB #: 21185

5/ 7/

:0

1:

P M

C :\U se rs

\n bo w m an \A pp D at a\

Lo ca l\A ut od es k\ R ev it\

Au to de sk

R ev it

\C ol la bo ra tio nC ac he

\4

EH

2Y

VG

Q N

U L8

9G

FA

\4 f0

6-

-4 f0 3-

-7 c5 a7 f5 8c e\ 1b ed

-7 b5 f-4

8f 2-be

-c bc a3 a7

2.

rv t

S2-102

SL

A

B -O

N -G

R A

D E

PL

A

N

JF

B

JL

M

JF

B

JL

M

-0 5-

1/4" = 1'-0"S2-102

1 SLAB-ON-GRADE PLAN

T.O.SLAB REF. ELEV: 0'-0" U.N.O.; REF. EL: 0'-0" = SEE CIVIL

D

EU

SOJ

R EG ISTERE

REENIGNED

EPH ER

IL

SIUOL

ADIOLF R

STATE OF

No. 54319

ET

ACFIT

C

S2-201

WOOD CORNER JACKS WOOD TRUSSES @ 2'-0" O.C. MAX WOOD CORNER JACKS

HIP

1.3

1.7

A.2

RIDGE

HIP

HIP

HIP

HIP JA

CK

HIP JACK

HIP JACK

HIP JA

CK

5"

1'

0" 5"

1'

0"

5" / 1' - 0" 5" / 1' - 0"

#1 H

IP

#1 H

IP

6'-8" 31'-4"

(2) 2x12 BEAMS W/ 1/2 FLITCH

PLATE; REFER TO 2/S-303 FOR

CONNECTION DETAILS

6'- 8"

9'- 4"

S2-201

ATTIC ROOF ACCESS; TRUSS

MANUF. COORDINATE

LOCATION W/ ARCH.

W

OO

D

EN

D

JA

CK

S

2'

-0 " O

.C

TRUSS MANUF. TO COORDINATE

AND VERIFY LOCATION OF

ROOTOP EXHAUST VENT

PLAN

NORTH

2'

- 1

1 7 /8"

0 3 /8"

2'

- 1

1 7 /8"

0 1 /4" 28

0"

4' - 4 1/8"

ROOF FRAMING PLAN NOTES & LEGEND

19/32" THICK APA SPAN RATED PLYWOOD ROOF SHEATHING,

ANCHOR TO TRUSSES PER GENERAL NOTES

TIMBER ROOF TRUSS MFR. NOTES:

1. PROVIDE TRUSSES AT 2'-0" O.C. MAX SPACING. DESIGN TRUSSES TO RESIST ALL LOADS AS DEFINED IN

THE GENERAL NOTES ON SHEET S-001

2. PROVIDE 2x4 BLOCKING AT ALL RIDGE AND HIP LOCATIONS.

3. DESIGN AND DETAIL ALL TEMPORARY AND PERMANENT TRUSS BRACING BLOCKING AND BRIDGING.

4. PROVIDE ALL TRUSS TO TRUSS CONNECTIONS AND THEIR REQUIRED CONNECTORS.

5. PROVIDE 2X4 MINIMUM TRUSS TOP CHORD

6. TRUSS DESIGN AND SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A REGISTERED STRUCTURAL

ENGINEER IN THE STATE OF FLORIDA

7. INTERIOR WALLS ARE NON-LOAD BEARING

LEGEND

TRUSS TO WALL ATTACHMENT SCHEDULE

TRUSS MARK SIMPSON CONNECTOR**

TYPICAL TRUSS

** ALL TIMBER CONNECTORS INDICATED ARE SIMPSON FASTENERS. EQUIVALENT FASTENERS

BY OTHER MANUFACTURERS MAY BE SUBMITTED FOR REVIEW. ALL HOLES IN CONNECTORS

SHALL BE FILLED WITH THE RECOMMENDED SIZE AND NUMBER OF FASTENERS. WHEN MULTIPLE

CONNECTORS ARE USED, THEY MUST BE INSTALLED SO FASTENER LOCATIONS TO DO NOT

OVERLAP. INSTALL ALL SPECIFIED FASTENERS BEFORE LOADING THE CONNECTION.

-H1/HCP CONNECTORS ARE TO BE INSTALLED ON OUTSIDE FACE OF WALL & (2) 2X12 BEAMS

-H2.5A CONNECTORS ARE TO BE INSTALLED ON INSIDE FACE OF WALL & (2) 2X12 BEAMS

*** FOR #1 HIP CONNECTORS, PROVIDE (1) TO EACH FACE OF WALL - (2) TOTAL; PROVIDE H10A OR H10A-2 DEPENDING ON QUANTITY OF TRUSSES FOR #1 HIP - TRUSS MANUF. TO DETERMINE

QUANTITY.

(1) H1A & (1) H2.5A

END JACK TO WALL & (2) 2X12 BEAMS

HIP JACK (1) HCP & (2) H2.5A

(1) H1 & (1) H2.5A

#1 HIP TO NORTH/SOUTH CMU WALL (2) H10A OR (2) H10A-2***

301 West Cervantes St.301 West Cervantes St. Tel. 850.429.1951 Tel. 850.429.1951 Pensacola, FL 32501Pensacola, FL 32501

JOE DEREUIL ASSOCIATES, LLCJOE DEREUIL ASSOCIATES, LLC

S T R U C T U R A L E N G I N E E R SS T R U C T U R A L E N G I N E E R SJDA

SEAL

W

G ar de n

St . S ui te

Pe ns ac ol a, F

L

FL

A

R #9 w w w .g ra ce

-d es ig n.

co m

Ph on e:

.4

.5

Sheet Reference No.

G U

LF

B

R

EE

ZE

P

KW

Y.

G U

LF

B

R

EE

ZE

, F

L

SA

N

TA

R

O

SA

C O

U N

TY

S O

U

TH

S A

N

TA

R O

S A

C O

U N

TY

S

P O

R

TS

C O

M P

LE

X

A T

P S

C

DRAWING SCALES SHOWN BASED ON 22"x34" DRAWING

D w n by

D es ig ne d by

R ev ie w ed b y:

D at e:

R ev

C kd b y:

Su bm itt ed b y:

D ra w in g Sc al e:

Pl ot s ca le

M O

FF

AT

T

N

IC

H O

L

M &N

P ro je ct

N o.

D ra w in g co de

D es cr ip tio n

D at e Ap pr

M ar k 1:

(D

S H

EE

T)

SU

BM

IT

TE

R 'S

N

AM

E

SEAL

A

1 2 3 4 5 6

B

C

D

E

1 2 3 4 5 6

A

B

C

D

E

STATE OF FLORIDASTATE OF FLORIDA

P.E. NO. 54319 / C.A. NO. 9515P.E. NO. 54319 / C.A. NO. 9515

JDA JOB #: 21185JDA JOB #: 21185

5/ 7/

:0

1:

P M

C :\U se rs

\n bo w m an \A pp D at a\

Lo ca l\A ut od es k\ R ev it\

Au to de sk

R ev it

\C ol la bo ra tio nC ac he

\4

EH

2Y

VG

Q N

U L8

9G

FA

\4 f0

6-

-4 f0 3-

-7 c5 a7 f5 8c e\ 1b ed

-7 b5 f-4

8f 2-be

-c bc a3 a7

2.

rv t

S2-103

R O

O F

FR

A

M

IN

G P

LA

N

JF

B

JL

M

JF

B

JL

M

-0 5-

1/4" = 1'-0"S2-103

1 ROOF FRAMING PLAN

D

EU

SOJ

R EG ISTERE

REENIGNED

EPH ER

IL

SIUOL

ADIOLF R

STATE OF

No. 54319

ET

ACFIT

C

SLAB ON GRADE

0"

T.O. WALL

10' - 0"

1/2" PJF

#5 VERTICAL DOWELS TO

MATCH VERTICAL REINF.

4' SLAB-ON-GRADE;

SEE PLAN

PAVING;

SEE CIVIL1/2" PJF

CMU REINF.;

SEE PLAN

GROUT FILLED SPACE

BELOW GRADE; SEE ARCH.

BRICK VENEER;

SEE ARCH.

PRE-ENGINEERED TIMBER

ROOF TRUSSES; SEE PLAN

PT 2x4 STICK

FRAMING @ 24" O.C.

PT 2x4 CONT. W/ 3/16"

TAPCONS @ 12" STAGGERED

B.O. SOFFIT

FACE OF FASCIA

BOARD; TYP.

T.O. FOUNDATION

-1' - 4"

(2) CONTINUOUS

PT 2x8 TOP

PLATES

5/8 DIA. x 12" HEADED ANCHOR BOLTS MIN. 6" EMBED @ 24" O.C. W/ 2x2x3/16

PLATE WASHER

T.O. WALL 16" BOND BEAM W/

STAGERRED #5 TOP AND

BOT. CONT.

DEVELOP #5 VERTICALS

INTO BOND BEAM, 2"

BELOW T.O. WALL

2x4 BLOCKING CUT

TIGHT, TYPICAL

BETWEEN ALL TRUSSES

VAPOR

BARRIER

HE

IG

HT

4"

H

EE

L

2'-8"

9'-2"

MI

N.6"

2'- 6 L

AP

, T

YP

IC

AL

1'- 0"

1'- 4"

WF2.0; SEE PLAN

REFER TO SCHEDULE ON ROOF

FRAMING PLAN FOR TRUSS TO

WALL CONNECTIONS

EQ EQ

SLAB ON GRADE

0"

T.O. WALL

10' - 0"

T.O. FOUNDATION

-1' - 4"

1'- 4"

1'-

0" #5 VERTICAL DOWELS TO

MATCH VERTICAL REINF.

PAVING;

SEE CIVIL

4' SLAB-ON-GRADE;

SEE PLAN

1/2" PJF

VAPOR BARRIER

WF2.0; SEE PLAN

PRE-ENGINEERED TIMBER

ROOF TRUSSES; SEE PLAN

FACE OF FASCIA

BOARD; TYP.

GALVANIZED LINTEL;

REFER TO DETAILS

PT 2x4 STICK

FRAMING @ 24" O.C.

PT 2x4 CONT. W/ 3/16"

TAPCONS @ 12" STAGGERED

B.O. SOFFIT

MI

N.6"

9'-2"

HE

IG

HT

4" H

EE

L

5/8 DIA. x 12" HEADED ANCHOR BOLTS MIN. 6" EMBED @ 24" O.C. W/ 2x2x3/16

PLATE WASHER

(2) CONTINUOUS PT

2x8 TOP PLATES

FI

LL

ED

A

T

OP

EN

IN

GS

2'- 8"

F

UL

LY

G

RO

UT

REFER TO SCHEDULE ON ROOF

FRAMING PLAN FOR TRUSS TO

WALL CONNECTIONS

T.O. WALL 16" BOND BEAM W/

STAGERRED #5 TOP AND

BOT. CONT.

CMU LINTEL; REFER TO

1/S-303 FOR DETAILS

3"

2"

EQ EQ

2' - 8"

SLAB ON GRADE

0"

A

T.O. WALL

10' - 0"

T.O. FOUNDATION

-1' - 4"

A.2

TYPICAL 2X4

SOFFIT FRAMING

NOTE:

SOME ANNOTATION AND DETAILS NOT

SHOWN FOR CLARITY PURPOSES; REFER TO

EXTERIOR WALL SECTIONS

2'-8"

FACE OF (2) 2X12

1'-0" OUTSIDE

3 1/2"

(2) 2X12 BEAMS W/ 1/2" PLYWOOD FLITCH

PLATE FRAMING INTO CMU WALL; SEE

DETAIL ON S-303

PT 2x4 STICK

FRAMING @ 24" O.C.

BRICK VENEER;

SEE ARCH.

WF2.0; SEE PLAN

PAVING;

SEE CIVIL

1/2" PJF

VAPOR BARRIER

1/2" PJF

GROUT FILLED SPACE

BELOW GRADE; SEE ARCH.

2'- 6"

LA

P, T

YP

IC

AL

HE

IG

HT

9"

H

EE

L

MI

N.6"

#1 HIP

9'-2"

B.O.

SOFFIT

PT 2x4 CONT. W/ 10D

NAILS @ 12" STAGGERED

REFER TO SCHEDULE ON ROOF

FRAMING PLAN FOR TRUSS TO WALL &

END JACK-TO-(2) 2X12 CONNECTIONS PRE-ENGINEERED

TIMBER TRUSSES;

SEE PLAN

EQEQ

#5 VERTICAL DOWELS TO

MATCH VERTICAL REINF.

2"

3"

5' - 6 3/8"3' - 9 3/4"

301 West Cervantes St.301 West Cervantes St. Tel. 850.429.1951 Tel. 850.429.1951 Pensacola, FL 32501Pensacola, FL 32501

JOE DEREUIL ASSOCIATES, LLCJOE DEREUIL ASSOCIATES, LLC

S T R U C T U R A L E N G I N E E R SS T R U C T U R A L E N G I N E E R SJDA

SEAL

W

G ar de n

St . S ui te

Pe ns ac ol a, F

L

FL

A

R #9 w w w .g ra ce

-d es ig n.

co m

Ph on e:

.4

.5

Sheet Reference No.

G U

LF

B

R

EE

ZE

P

KW

Y.

G U

LF

B

R

EE

ZE

, F

L

SA

N

TA

R

O

SA

C O

U N

TY

S O

U

TH

S A

N

TA

R O

S A

C O

U N

TY

S

P O

R

TS

C O

M P

LE

X

A T

P S

C

DRAWING SCALES SHOWN BASED ON 22"x34" DRAWING

D w n by

D es ig ne d by

R ev ie w ed b y:

D at e:

R ev

C kd b y:

Su bm itt ed b y:

D ra w in g Sc al e:

Pl ot s ca le

M O

FF

AT

T

N

IC

H O

L

M &N

P ro je ct

N o.

D ra w in g co de

D es cr ip tio n

D at e Ap pr

M ar k 1:

(D

S H

EE

T)

SU

BM

IT

TE

R 'S

N

AM

E

SEAL

A

1 2 3 4 5 6

B

C

D

E

1 2 3 4 5 6

A

B

C

D

E

STATE OF FLORIDASTATE OF FLORIDA

P.E. NO. 54319 / C.A. NO. 9515P.E. NO. 54319 / C.A. NO. 9515

JDA JOB #: 21185JDA JOB #: 21185

5/ 7/

:0

1:

P M

C :\U se rs

\n bo w m an \A pp D at a\

Lo ca l\A ut od es k\ R ev it\

Au to de sk

R ev it

\C ol la bo ra tio nC ac he

\4

EH

2Y

VG

Q N

U L8

9G

FA

\4 f0

6-

-4 f0 3-

-7 c5 a7 f5 8c e\ 1b ed

-7 b5 f-4

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-c bc a3 a7

2.

rv t

S2-201

FU

LL

H

EI

G H

T

EX

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R

IO

R

W A

LL

SE

C

TI

O N

S

JF

B

JL

M

JF

B

JL

M

-0 5-

3/4" = 1'-0"S2-201

2 TYPICAL EXTERIOR WALL SECTION

3/4" = 1'-0"S2-201

1 TYPICAL EXTERIOR WALL SECTION W/ OPENING

3/4" = 1'-0"S2-201

3 EXTERIOR WALL SECTION W/ (2) 2X12 BEAMS

D

EU

SOJ

R EG ISTERE

REENIGNED

EPH ER

IL

SIUOL

ADIOLF R

STATE OF

No. 54319

ET

ACFIT

C

SLAB ON GRADE

0"

T.O. WALL

10' - 0"

#5 VERTICAL DOWELS TO

MATCH VERTICAL REINF.

4' SLAB-ON-GRADE;

SEE PLAN

CMU REINF.;

SEE PLAN

PRE-ENGINEERED TIMBER

ROOF TRUSSES; SEE PLAN

T.O. FOUNDATION

-1' - 4"

5/8 DIA. x 12" HEADED ANCHOR BOLTS

MIN. 6" EMBED @ 48" O.C. ALONG

INTERIOR NON-LOAD BEARING WALLS,

W/ GALV 2x2x3/16 PLATE WASHER

T.O. WALL 16" BOND BEAM W/

STAGERRED #5 TOP AND BOT. CONT. DEVELOP #5 VERTICALS

INTO BOND BEAM, 2"

BELOW T.O. WALL

VAPOR

BARRIER

1/2" PJF 1/2" PJF

SEE PLAN

WF1.5;

TY

PI

CA

L

2'- 6"

LA

P

MI

N.6"

1'- 0"

1'- 4"

2"

3" EQEQ

2x4 BLOCKING

TOENAILED INTO TRUSS

AT 4'-0" O.C., TYPICAL

(3) 12d TOENAILS AT

EACH 2X4 BLOCKING

LOCATION

TYPICAL AT CMU

WALLS PARALLEL

TO TRUSS SPAN

SLAB ON GRADE

0"

T.O. WALL

10' - 0"

T.O. FOUNDATION

-1' - 4"

T.O. WALL 16" BOND BEAM W/

STAGERRED #5 TOP AND BOT. CONT.

PRE-ENGINEERED TIMBER

ROOF TRUSSES; SEE PLAN

4' SLAB-ON-GRADE;

SEE PLAN

#5 VERTICAL DOWELS TO

MATCH VERTICAL REINF.

VAPOR BARRIER

4' SLAB-ON-GRADE;

SEE PLAN

MI

N.6"

CMU REINF.;

SEE PLAN

1/2" PJF 1/2" PJF

SEE PLAN

WF1.5;

TY

PI

CA

L

2'- 6"

LA

P

3"

2"

EQ EQ

5/8 DIA. x 12" HEADED ANCHOR BOLTS

MIN. 6" EMBED @ 48" O.C. ALONG

INTERIOR NON-LOAD BEARING WALLS,

W/ GALV 2x2x3/16 PLATE WASHER

301 West Cervantes St.301 West Cervantes St. Tel. 850.429.1951 Tel. 850.429.1951 Pensacola, FL 32501Pensacola, FL 32501

JOE DEREUIL ASSOCIATES, LLCJOE DEREUIL ASSOCIATES, LLC

S T R U C T U R A L E N G I N E E R SS T R U C T U R A L E N G I N E E R SJDA

SEAL

W

G ar de n

St . S ui te

Pe ns ac ol a, F

L

FL

A

R #9 w w w .g ra ce

-d es ig n.

co m

Ph on e:

.4

.5

Sheet Reference No.

G U

LF

B

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EE

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P

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Y.

G U

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B

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, F

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SA

N

TA

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O

SA

C O

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TY

S O

U

TH

S A

N

TA

R O

S A

C O

U N

TY

S

P O

R

TS

C O

M P

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X

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P S

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DRAWING SCALES SHOWN BASED ON 22"x34" DRAWING

D w n by

D es ig ne d by

R ev ie w ed b y:

D at e:

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D es cr ip tio n

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SEAL

A

1 2 3 4 5 6

B

C

D

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1 2 3 4 5 6

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B

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D

E

STATE OF FLORIDASTATE OF FLORIDA

P.E. NO. 54319 / C.A. NO. 9515P.E. NO. 54319 / C.A. NO. 9515

JDA JOB #: 21185JDA JOB #: 21185

5/ 7/

:0

1:

P M

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8f 2-be

-c bc a3 a7

2.

rv t

S2-202

FU

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W A

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SE

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TI

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S

JF

B

JL

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JF

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-0 5-

3/4" = 1'-0"S2-202

TYPICAL INTERIOR NON-LOAD BEARING WALL

SECTION PARALLEL TO TRUSS

3/4" = 1'-0"S2-202

TYPICAL INTERIOR NON-LOAD BEARING WALL

SECTION PERPENDICULAR TO TRUSS

D

EU

SOJ

R EG ISTERE

REENIGNED

EPH ER

IL

SIUOL

ADIOLF R

STATE OF

No. 54319

ET

ACFIT

C

CUT WWF AT JOINT

3/4"

SE

E

PL

AN

2"

CONSTRUCTION JOINT SAWN CONTRACTION JOINT "S.C.J."

1/8"x(d/4) SAWN

CONTROL JOINT

d/4

SUBSTITUTION OF CONSTRUCTION JOINT FOR SAWN CONTRACTION JOINT

IS AT CONTRACTOR'S OPTION

SL

AB

D

EP

TH

(d

9 GA. STD. LADUR TYPE

JOINT REINF. AT 16" O.C.

VERTICALLY

(CUT AT CONTROL JOINT)

TYPICAL WALL

REINF.

PROVIDE (3) ADD'L GROUT FILLED

AND REINF. CELLS IN ALL

CORNERS; TYP.

TYPICAL CMU WALL CORNER DETAIL, U.N.O.

SEE PLAN

SE

E

PL

AN

PROVIDE FACTORY FABRICATED

CORNER SECTION OF HORIZ. JOINT

REINF, LAP AS REQ'D BY MFR.

SPECIFICATIONS; TYP.

CMU WALL;

SEE PLANS

TYPICAL CMU WALL END DETAIL, U.N.O.

9 GA. STD. LADUR TYPE

JOINT REINF. AT 16" O.C.

VERTICALLY

(CUT AT CONTROL JOINT)

TYPICAL WALL

REINF.

PROVIDE (2) ADD'L GROUT FILLED

AND REINF. CELLS AT ALL WALL

ENDS; TYP.

SE

E

PL

AN

CMU WALL;

SEE PLANS

SASH BLOCK UNIT

PREFORMED GASKET

BACKER ROD AND

SEALANT EACH FACE

CONTROL JOINTS SHALL STOP ABOVE AND

BELOW BOND BEAMS. BOND BEAM

REINFORCING SHALL BE CONTINUOUS

THROUGH JOINT.

SEE GENERAL NOTES FOR

HORIZONTAL JOINT REINF.

5/

8"

TYPICAL VERTICAL

WALL REINFORCEMENT

PROVIDE ADDITIONAL GROUT FILLED

AND REINF. CELL ON EACH SIDE OF

ALL CONTROL JOINTS; TYP.

8" CMU

PLAN VIEW OF TYPICAL RE-ENTRANT REINF. AT DOORS

ADD'L GROUT FILLED

AND REINF. JAMB CELLS

PROVIDE #4 REINF. BARS AS DETAILED

WITH 1" CLR. TO TOP OF SLAB,

TYPICAL AT ALL DOOR OPENINGS

WHERE SLAB EXTENDS OVER BLOCK

WALL.

PLAN VIEW OF TYPICAL RE-ENTRANT REINF. AT DOORS

W/ INTERSECTING WALLS

ADD'L GROUT FILLED

AND REINF. JAMB CELLS

TY

PI

CA

L

2'- 0"

TY

P.2"

PROVIDE 90 DEG. STD HK WHERE

2'-0" EXTENSION BEYOND OPENING

EDGE IS NOT ACHIEVED

2"

TYPICAL

2' - 0"

PROVIDE #4 REINF. BARS AS DETAILED

WITH 1" CLR. TO TOP OF SLAB,

TYPICAL AT ALL DOOR OPENINGS

WHERE SLAB EXTENDS OVER BLOCK

WALL.

2"

301 West Cervantes St.301 West Cervantes St. Tel. 850.429.1951 Tel. 850.429.1951 Pensacola, FL 32501Pensacola, FL 32501

JOE DEREUIL ASSOCIATES, LLCJOE DEREUIL ASSOCIATES, LLC

S T R U C T U R A L E N G I N E E R SS T R U C T U R A L E N G I N E E R SJDA

SEAL

W

G ar de n

St . S ui te

Pe ns ac ol a, F

L

FL

A

R #9 w w w .g ra ce

-d es ig n.

co m

Ph on e:

.4

.5

Sheet Reference No.

G U

LF

B

R

EE

ZE

P

KW

Y.

G U

LF

B

R

EE

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SA

N

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SA

C O

U N

TY

S O

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S A

N

TA

R O

S A

C O

U N

TY

S

P O

R

TS

C O

M P

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X

A T

P S

C

DRAWING SCALES SHOWN BASED ON 22"x34" DRAWING

D w n by

D es ig ne d by

R ev ie w ed b y:

D at e:

R ev

C kd b y:

Su bm itt ed b y:

D ra w in g Sc al e:

Pl ot s ca le

M O

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M &N

P ro je ct

N o.

D ra w in g co de

D es cr ip tio n

D at e Ap pr

M ar k 1:

(D

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T)

SU

BM

IT

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R 'S

N

AM

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SEAL

A

1 2 3 4 5 6

B

C

D

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1 2 3 4 5 6

A

B

C

D

E

STATE OF FLORIDASTATE OF FLORIDA

P.E. NO. 54319 / C.A. NO. 9515P.E. NO. 54319 / C.A. NO. 9515

JDA JOB #: 21185JDA JOB #: 21185

5/ 7/

:0

1:

P M

C :\U se rs

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rv t

S2-302

TY

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C A

L D

ET

A

IL

S

JF

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JL

M

JF

B

JL

M

-0 5-

1" = 1'-0"S2-302

2 SLAB-ON-GRADE TYPICAL DETAILS

1 1/2" = 1'-0"S2-302

4 TYPICAL CMU WALL REINFORCING DETAILS

1 1/2" = 1'-0"S2-302

5 VERTICAL MASONRY CONTROL JOINT DETAIL

3/4" = 1'-0"S2-302

1 ADDITIONAL SLAB REINFORCING AT OPENINGS

D

EU

SOJ

R EG ISTERE

REENIGNED

EPH ER

IL

SIUOL

ADIOLF R

STATE OF

No. 54319

ET

ACFIT

C

(2) #5 CONT.

GROUT FILL

3"

1 1 /4"

PROVIDE 8" DEEP OPEN

BOTTOM SILL REINF. W/

(2) #5 CONT.

SE

E

AR

CH

MA

SO

NR

Y

OP

EN

IN

G

CMU LINTEL REINFORCING SHALL EXTEND 24"

PAST FACE OF OPENING AND SHALL BEAR, EACH

SIDE, ON (2) REINFORCED GROUT FILLED CELLS.

BEAR STEEL LINTEL 4" ON EACH SIDE OF OPENING

FOR OPENINGS UP TO 6'-4"

8" 8"

ADDITIONAL GROUT FILLED

AND REINFORCED CELLS,

SEE LINTEL SCHEDULE

ABOVE

SE

E

AR

CH

SEE ARCH.

LINTEL REINF; SEE

SCHED. ON SHEET

SILL REINF (AT WINDOWS); SEE

SCHED. ON SHEET

TYPICAL GROUT FILLED AND

REINF. CELL; SEE PLAN FOR REQ'MENTS.

ELEVATION AT OPENINGS WITH 2'-0" MIN. WALL EXTENSION PAST FACE OF OPENING

DETAIL NOTE:

WHERE MASONRY CONTROL JOINTS ARE LOCATED WITHIN 2'-0" OF FACE OF OPENING,

EXTEND REINFORCING THROUGH CONTROL JOINT TO PROVIDE 2'-0" MIN. REQ'D EXTENSION

OR PROVIDE 90 DEGREE HOOKS AS SHOWN ABOVE (MASONRY CONTRACTOR'S OPTION)

VENEER

TYP VARIES;

SEE ARCH.

8" CMU

SEE ARCH.

HOLD 3/8"

PAST FACE OF OPENING, TYP.

EXTEND CMU LINTEL AND SILL REINF. 2' - 0"

WHERE BRICK/CMU VENEER OCCURS,

PROVIDE STAINLESS STEEL BENT

PLATE 5/16"xAS REQ'Dx7 5/8" LLH W/ 5/8" x 6" EXP. BOLTS AT 24" O.C.

(2) STAINLESS STEEL L4x3x1/4 x 15" LONG W/ (2) 1/2" Ø x 4" LONG HILTI KWIK HUS EZ-SS316 INTO

CMU & (2) 3/4" Ø SS316 THRU BOLTS INTO 2X12

BEAMS. PROVIDE STANDARD S.S. WASHERS

(2) CONTINUOUS PT

2x8 TOP PLATES 2 3/4"

1/4" THICK 3 1/2"

3"

2 1 /2"

6 1 /4"

2 1 /2"

1" 2"

3"

1/

2"

1 1 /2"

1'- 3"

FRONT VIEW

(2) CONTINUOUS PT

2x8 TOP PLATES

1'- 3"

T.O. WALL

10'-0"

2 1 /2"

6 1 /4"

2 1 /2"

1 1 /2"

6 1 /2"

4" 3"

1/

4"

(2) 2X12 BEAMS W/

FLITCH PLATE

1 1/2" 2 1/2"

4"

SIDE VIEW

T.O. WALL

10'-0"

ENSURE 1" FROM INSIDE EDGE

OF L-ANGLE TO CENTER OF

KWIK HUS SCREWS

(2) 2X12 W/ 1/2"

PLYWOOD FLITCH PLATE

1/

4"

301 West Cervantes St.301 West Cervantes St. Tel. 850.429.1951 Tel. 850.429.1951 Pensacola, FL 32501Pensacola, FL 32501

JOE DEREUIL ASSOCIATES, LLCJOE DEREUIL ASSOCIATES, LLC

S T R U C T U R A L E N G I N E E R SS T R U C T U R A L E N G I N E E R SJDA

SEAL

W

G ar de n

St . S ui te

Pe ns ac ol a, F

L

FL

A

R #9 w w w .g ra ce

-d es ig n.

co m

Ph on e:

.4

.5

Sheet Reference No.

G U

LF

B

R

EE

ZE

P

KW

Y.

G U

LF

B

R

EE

ZE

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SA

N

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R

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SA

C O

U N

TY

S O

U

TH

S A

N

TA

R O

S A

C O

U N

TY

S

P O

R

TS

C O

M P

LE

X

A T

P S

C

DRAWING SCALES SHOWN BASED ON 22"x34" DRAWING

D w n by

D es ig ne d by

R ev ie w ed b y:

D at e:

R ev

C kd b y:

Su bm itt ed b y:

D ra w in g Sc al e:

Pl ot s ca le

M O

FF

AT

T

N

IC

H O

L

M &N

P ro je ct

N o.

D ra w in g co de

D es cr ip tio n

D at e Ap pr

M ar k 1:

(D

S H

EE

T)

SU

BM

IT

TE

R 'S

N

AM

E

SEAL

A

1 2 3 4 5 6

B

C

D

E

1 2 3 4 5 6

A

B

C

D

E

STATE OF FLORIDASTATE OF FLORIDA

P.E. NO. 54319 / C.A. NO. 9515P.E. NO. 54319 / C.A. NO. 9515

JDA JOB #: 21185JDA JOB #: 21185

5/ 7/

:0

1:

P M

C :\U se rs

\n bo w m an \A pp D at a\

Lo ca l\A ut od es k\ R ev it\

Au to de sk

R ev it

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\4

EH

2Y

VG

Q N

U L8

9G

FA

\4 f0

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-7 b5 f-4

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2.

rv t

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TY

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C A

L D

ET

A

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S

JF

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JF

B

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-0 5-

3/4" = 1'-0"S2-303

CMU LINTEL (WITH VENEER) AND VENEER LINTEL

DETAILS

3/4" = 1'-0"S2-303

2 TYPICAL (2) 2x12-TO-CMU WALL CONNECTION DETAILS

D

EU

SOJ

R EG ISTERE

REENIGNED

EPH ER

IL

SIUOL

ADIOLF R

STATE OF

No. 54319

ET

ACFIT

C