4.2_-_IFB_-_Grace_-_Phase_1_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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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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P.E. NO. 54319 / C.A. NO. 9515P.E. NO. 54319 / C.A. NO. 9515

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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 402/602-22, 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. WHERE NOTED, "LVL" REFERS TO LAMINATED VENEER LUMBER

1. MINIMUM LVL DESIGN PROPERTIES SHALL BE:

A. Fb >/= 2800 PSI

B. MODULUS OF ELASTICITY (E) = 2.2 KSI

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

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

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

F. 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.

G. 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 D

EU

SOJ

R EG ISTERE

REENIGNED

EPH ER

IL

SIUOL

ADIOLF R

STATE OF

No. 54319

ET

ACFIT

C

RE

I

A B

1.3

1.8

A.3 A.7 11'-0" 22'-0" 11'-0"

3'- 4"

'-8

9'-

0"

'-0

S1-201

S1-201

S1-202

S1-202

F 4.0 F 4.0

WF2.0

WF 1.5

WF 1.5

WF2.0

WF2.0 WF2.0

W F2

.0

W F

1.

W F

1.

W F2

.0

W F

1.

W F

1.

S1-203

S1-203

'-0

'-0

16x16 16x16

S1-302 3S1-302

PLAN

NORTH

TYP. @ INT.

CMU WALLS

S1-201

Sim

S1-201

Sim

S1-201

Sim

TYP. @

DOOR

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 5/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.

= 16" X 16" CMU COLUMN; REFER TO DETAIL 3/S-30216x16

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

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AT

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N

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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

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AM

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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

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-4 f0 3-

-7 c5 a7 f5 8c e\ b9 d6 be -e

3b 9-

-b a-

0a f3 d1

.rv t

S1-101

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"S1-101

1 FOUNDATION PLAN

FOUNDATION SCHEDULE

FOOTING

TYPE LENGTH WIDTH THICKNESS

TOP

REINFORCING BOTTOM REINFORCING

F 4.0 4' - 0" 4' - 0" 12" N/A (5) #5 BARS BOTH WAYS @ 10" O.C.

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

1.3

1.8

A.3 A.7

S1-201

S1-201

S1-202

S1-202

11'-0" 22'-0" 11'-0"

3'- 4"

'-8

9'-

0"

'-0

S.

C.

J.

S.

C.

J.

S.

C.

J.

S.

C.

J.

S.

C.

J.

S.

C.

J.

4" SLAB

4" SLAB

4" SLAB

S.C.J.S.C.J.

S1-2032

S1-203

-3/4" -3/4"

-3/4" -3/4" -3/4"

4" SLAB

S.C.J.

S.

C.

J.

4" SLAB

PLAN

NORTH

4" SLAB 4" SLAB

S.C.J.

LEGEND

= 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 SLAB REINFORCING AT OPENINGS; SEE DETAIL 1/S302

= FLR DRAIN; COORDINATE WITH ARCH. FOR LOCATIONS

= FLR DRAIN, WITH 1/4"/12" SLOPE BEGINNING 3'-0" O.C. FROM DRAIN;

= 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 5/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

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AT

T

N

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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

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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\ b9 d6 be -e

3b 9-

-b a-

0a f3 d1

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S1-102

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"S1-102

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

1.3

1.8

A.3 A.7

S1-201

S1-201

S1-202

S1-202

HIP JACK HIP JA

CK

HIP JA

CK HIP JACK

#1 HIP

#1 HIP

CO

RN

ER

JA

CK

S

CO

RN

ER

JA

CK

S

W

OO

D

TR

US

SE

S

2' -0

" O .C

. M

AX

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

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

VALLEY VALLE

Y

HIPHIP

HIPHIP

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

5"

1'

0"

5"

1'

0"

5"

1'

0"

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

5"

1'

0"

S1-203

#1 HIP

HIP JACK HIP JA

CK

S1-203(3) L.V.L. BEAMS

(2) L.V.L. BEAMS (2) L.V.L. BEAMS

PLAN

NORTH

S1-303

ATTIC ROOF ACCESS;

SEE ARCH.

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

TRUSS MANUF. TO COORDINATE

AND VERIFY LOCATION OF

ROOTOP EXHAUST VENT

TRUSS MFR TO PROVIDE OVER-

FRAMING IN THIS REGION

DASHED LINES REPRESENT END-

JACKS BELOW OVER-FRAMING

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 & LVL BEAMS

-H2.5A CONNECTORS ARE TO BE INSTALLED ON INSIDE FACE OF WALL & LVL BEAMS

*** FOR (2) TOP PLATE TO CMU PILASTER CONNECTION ( HIP JACK BYPASSES ABOVE) , REFER TO 2/S-303

**** MGT CONNECTORS TO BE INSTALLED WITH SET-XP ANCHORING ADHESIVE ANCHORAGE

WITH A MINIMUM EMBEDMENT DEPTH OF 12".

CORNER JACK TO WALL & LVL BEAMS

END JACK TO WALL & LVL BEAMS

HIP JACK***

= 1 3/4" X 11 7/8" LVL BEAMS. QUANTITY AT EACH LOCATION

REPRESENTED BY (X) LVL BEAMS

L.V.L. BEAMS

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

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

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

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

#1 HIP TO LVL BEAMS (1) H1 & (2) H2.5A

#1 HIP TO CMU WALL MGT****

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\ b9 d6 be -e

3b 9-

-b a-

0a f3 d1

.rv t

S1-103

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"S1-103

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"

B

1'- 4"

1'- 0"

WF2.0; SEE PLAN

1/2" PJF

#5 VERTICAL DOWELS TO

MATCH VERTICAL REINF.

4' SLAB-ON-GRADE;

SEE PLAN

PAVING;

SEE CIVIL

1/2" PJF

TY

PI

CA

L

3'- 4"

LA

P

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

9'-2"

B.O. SOFFIT

2'-8" FACE OF FASCIA

BOARD; TYP.

HE

IG

HT

4"

H

EE

L

T.O. FOUNDATION

-1' - 4"

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

PLATE WASHER

MI

N.6"

T.O. WALL 16" BOND BEAM W/

STAGERRED #5 TOP AND BOT. CONT.

DEVELOP #5 VERTICALS

INTO BOND BEAM, 2"

BELOW T.O. WALL

2"

3"

2x4 BLOCKING CUT TIGHT, TYPICAL BETWEEN ALL

TRUSSES

VAPOR BARRIER

REFER TO SCHEDULE ON ROOF

FRAMING PLAN FOR TRUSS TO

WALL CONNECTIONS

(2) CONTINUOUS PT

2x8 TOP PLATES

EQ EQ

SLAB ON GRADE

0"

T.O. WALL

10' - 0"

1.8

WF2.0; SEE PLAN

FI

LL

ED

A

T

OP

EN

IN

GS

2'- 8"

F

UL

LY

G

RO

UT

4' SLAB-ON-GRADE;

SEE PLAN

PAVING;

SEE CIVIL1/2" PJF

GALVANIZED LINTEL;

REFER TO DETAILS

PRE-ENGINEERED TIMBER

ROOF TRUSSES; SEE PLAN

CMU LINTEL; REFER TO

1/S-303 FOR DETAILS

(2) CONTINUOUS PT 2x8

TOP PLATES

PT 2x4 STICK FRAMING @ 24" O.C.PT 2x4 CONT. W/ 3/16"

TAPCONS @ 12" STAGGERED

HE

EL

H

EI

GH

T

1'

- 8

5/ 8"

6' - 0"

FACE OF FASCIA

BOARD; TYP.

9'-2"

B.O. SOFFIT

T.O. FOUNDATION

-1' - 4"

MI

N.6"

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

PLATE WASHER

1'- 4"

1'- 0"

VAPOR BARRIER

T.O. WALL 16" BOND BEAM W/

STAGERRED #5 TOP AND

BOT. CONT.

2"

3"

EQ EQ

REFER TO SCHEDULE ON ROOF

FRAMING PLAN FOR TRUSS TO

WALL CONNECTIONS

#5 VERTICAL DOWELS TO

MATCH VERTICAL REINF.

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\ b9 d6 be -e

3b 9-

-b a-

0a f3 d1

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S1-201

FU

LL

H

EI

G H

T

EX

TE

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"S1-201

1 TYPICAL EXTERIOR WALL SECTION

3/4" = 1'-0"S1-201

2 TYPICAL EXTERIOR WALL SECTION W/ OPENING

D

EU

SOJ

R EG ISTERE

REENIGNED

EPH ER

IL

SIUOL

ADIOLF R

STATE OF

No. 54319

ET

ACFIT

C

T.O. WALL

10' - 0"

SEE PLAN

WF1.5;

1'- 4"

1'- 0"

1/2" PJF

#5 VERTICAL DOWELS TO

MATCH VERTICAL REINF.

4' SLAB-ON-GRADE;

SEE PLAN

1/2" PJF

CMU REINF.;

SEE PLAN

TY

PI

CA

L

3'- 4"

LA

P

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

MI

N.6"

2x4 BLOCKING

TOENAILED INTO TRUSS

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

VAPOR BARRIER

EQ EQ

4' SLAB-ON-GRADE;

SEE PLAN

(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"

A.7

T.O. FOUNDATION

-1' - 4"

MI

N.6"

PRE-ENGINEERED TIMBER

ROOF TRUSSES; SEE PLAN

4' SLAB-ON-GRADE;

SEE PLAN

SEE PLAN

WF1.5;

VAPOR BARRIER

T.O. WALL 16" BOND BEAM W/

STAGERRED #5 TOP AND

BOT. CONT.

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

EQEQ

2"

3"

(3) 12d TOENAILS AT

EACH TRUSS, TYPICAL

CMU LINTEL;

REFER TO 1/S-303

#5 VERTICAL DOWELS TO

MATCH VERTICAL REINF.

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

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G U

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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

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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:

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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D ra w in g co de

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SEAL

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1 2 3 4 5 6

B

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D

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1 2 3 4 5 6

A

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

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

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\4 f0

6-

-4 f0 3-

-7 c5 a7 f5 8c e\ b9 d6 be -e

3b 9-

-b a-

0a f3 d1

.rv t

S1-202

FU

LL

H

EI

G H

T

IN

TE

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"S1-202

TYPICAL INTERIOR NON-LOAD BEARING WALL

SECTION

3/4" = 1'-0"S1-202

TYPICAL INTERIOR NON-LOAD BEARING WALL

SECTION W/ OPENING

D

EU

SOJ

R EG ISTERE

REENIGNED

EPH ER

IL

SIUOL

ADIOLF R

STATE OF

No. 54319

ET

ACFIT

C

T.O. WALL

10' - 0"

1.3

T.O. FOUNDATION

-1' - 4"

(3) L.V.L. BEAMS; SEE

ROOF PLAN, & S-303 FOR

CONNECTION DETAILS

F4.0; SEE SCHEDULE

PAVING;

SEE CIVIL

1/2" PJFPAVING;

SEE CIVIL

1/2" PJF

TY

PI

CA

L

3'- 4"

LA

P

(2) 1-3/4" x 11-7/8" L.V.L.

BEAMS FRAMING INTO

PILASTER FROM EXTERIOR

WALL; SEE GENERAL NOTESPT 2x4 CONT. W/ 3/16"

TAPCONS @ 12" STAGGERED

PT 2x4 STICK

FRAMING @ 24" O.C.

CMU REINF.;

SEE PLAN

BRICK VENEER;

SEE ARCH.

T.O. WALL 16" BOND BEAM W/

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

INTO BOND BEAM, 2"

BELOW T.O. WALL

#5 VERTICAL

DOWELS EA. CELL

GROUT FILLED SPACE

BELOW GRADE

9'-2"

B.O. SOFFIT

1/2" PJF 1/2" PJF

CORNER

JACKS

#1 HIP

2' - 8 1/4" 7 3/4"

FACE OF FASCIA BOARD

1'- 4"

1'- 0"

VAPOR BARRIERVAPOR

BARRIER

T.O. WALL 16" BOND BEAM W/

STAGERRED #5 TOP AND

BOT. CONT. DEVELOP #5 VERTICALS

INTO BOND BEAM, 2"

BELOW T.O. WALL

VENEER; SEE

ARCH.

TYPICAL

TRUSS

PRE-ENGINEERED TIMBER

ROOF TRUSSES; SEE PLAN(2) 2x8 TOP PLATES SET

ON 16" CMU PILASTER;

SEE DETAIL 2/S-303

REFER TO S-303 FOR LVL-TO-

CMU CONNECTION DETAILS

2'-0"

3"

2"

SLAB ON GRADE

0"

T.O. WALL

10' - 0"

1.3

T.O. FOUNDATION

-1' - 4"

MI

N.6"

#1 HIP TYP. TRUSS

PT 2x4 CONT. W/ 12d

NAILS @ 8" STAGGERED

PT 2x4 STICK

FRAMING @ 24" O.C.

PRE-ENGINEERED TIMBER

ROOF TRUSSES; SEE PLAN

T.O. WALL BOND BEAM W/ (2) #

5 BARS, VERTICAL BARS W/

STD HOOKS TOP & BOT. AT 16

O.C., GROUT FILL ALL CELLS

GALVANIZED LINTEL;

REFER TO DETAILS

PT 2x6 CONT. W/ 12d

NAILS @ 8" STAGGERED

PT 2x6 STICK

FRAMING @ 24" O.C.

SEE SCHEDULE

WF2.0;

(3) #5 BOTTOM CONTINUOUS,

W/ #5 TRANSVERSE BARS

#5 VERTICAL DOWELS @

48" O.C.; SEE PLAN FOR

DOOR OPENING REINF.

PAVING;

SEE CIVIL

1/2" PJF

SEE SCHEDULE @

TYP. DETAILS

BRICK VENEER;

SEE ARCH.

9'-2"

B.O. SOFFIT

VAPOR BARRIER

SE

E

AR

CH

. F

OR

O

PE

NI

NG

SOLDIER COURSE;

TYPICAL

END JACK W/ 5/8"

HIP ROOF DECK

2X OVER-FRAMING;

CONNECTIONS BY

TRUSS MANUF.

(3) L.V.L. BEAMS; SEE

ROOF PLAN, & S-303 FOR

CONNECTION DETAILS

CMU LINTEL; SEE SCHED.

AND TYPICAL DETAILS

5/8 DIA. x 12" HEADED ANCHOR

BOLTS MIN. 6" EMBED @ 24" O.C.

W/ 2x2x3/16 PLATE WASHER

REFER TO SCHEDULE ON ROOF

FRAMING PLAN FOR TRUSS TO WALL &

END JACK-TO-LVL CONNECTIONS

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

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N

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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

S H

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T)

SU

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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

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9G

FA

\4 f0

6-

-4 f0 3-

-7 c5 a7 f5 8c e\ b9 d6 be -e

3b 9-

-b a-

0a f3 d1

.rv t

S1-203

FU

LL

H

EI

G H

T W

A

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IN

G

A R

EA

W

A

LL

S

EC

TI

O

N S

JF

B

JL

M

JF

B

JL

M

-0 5-

3/4" = 1'-0"S1-203

1 LVL BEAMS FRAMING INTO PILASTER

3/4" = 1'-0"S1-203

2 WAITING AREA TYPICAL SECTION

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

A.7 16"x16" CMU COLUMN REINF.

W/(4) #6 VERTICAL REINFORCING

BARS AS SHOWN WITH #2

SMOOTH BAR TIES @ 1'-4"

O.C. MAX SPACING IN MORTAR BEDS

CMU BLOCK SHALL

BE LAID IN RUNNING BOND

CONFIGURATION CHANGING

DIRECTION AT EACH COURSE

TY

P.

3" C

LR

. F4.0 FOOTER

BELOW

CENTERLINE OF

CMU COLUMN

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

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\ b9 d6 be -e

3b 9-

-b a-

0a f3 d1

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S1-302

TY

PI

C A

L D

ET

A

IL

S

JF

B

JL

M

JF

B

JL

M

-0 5-

1" = 1'-0"S1-302

2 SLAB-ON-GRADE TYPICAL DETAILS

1 1/2" = 1'-0"S1-302

4 TYPICAL CMU WALL REINFORCING DETAILS

1 1/2" = 1'-0"S1-302

5 VERTICAL MASONRY CONTROL JOINT DETAIL

3/4" = 1'-0"S1-302

3 16" x 16" CMU COLUMN DETAIL

3/4" = 1'-0"S1-302

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"

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.

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

(1) REINFORCED GROUT FILLED CELLS. BEAR STEEL

LINTEL 4" ON EACH SIDE OF OPENING

FOR OPENINGS UP TO 6'-4"

GROUT FILL

3"

1 1 /4"

PROVIDE 16" DEEP OPEN

BOTTOM SILL REINF. W/

(2) #5 TOP AND BOT. CONT.

FOR OPENINGS UP TO 6'-5" TO 8'-0"

BE

AM

1'- 4"

B

ON

D 1'-

4"

8" 8"

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

VENEER

TYP VARIES;

SEE ARCH.

ADDITIONAL GROUT FILLED

AND REINFORCED CELLS,

SEE LINTEL SCHEDULE

ABOVE

PAST FACE OF OPENING; TYP.

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

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.

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

GROUT FILLED AND REINF. CELLS

PROVIDE 1'-0" MIN. JAMB W/ (2)

2" TYPICAL

PROVIDE 14" LONG

90 DEGREE BEND,

TYPICAL WHERE FULL

2'-0" MIN EXTENSION

PAST FACE OF OPENING

IS NOT POSSIBLE

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)

SE

E

AR

CH

MA

SO

NR

Y

OP

EN

IN

G

VENEER

TYP VARIES;

SEE ARCH.

(2) #5 CONT.

TOP & BOT.

8" CMU8" CMU

SEE ARCH. SEE ARCH.

HOLD 3/8" HOLD 3/8"

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 LVL

BEAMS. PROVIDE STANDARD S.S. WASHERS

(2) CONTINUOUS PT

2x8 TOP PLATES

2 3/4" 1/4" 3"

3" 5 7

/8" 3"

7/

8"

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"

3" 5 7

/8" 3"

1 1 /2"

6 1 /2"

4" 3"

7/

8"

LVL BEAMS

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) 2X8 TOP PLATES W/ 5/8"

Ø ANCHORS, TYPICAL

(3) LVL BEAMS;

SEE PLAN

(2) LVL BEAMS;

SEE PLAN

2X HIP JACK -

ABOVE

1" 2"

PLAN VIEW

3"

1 1/2" 2 1/2"

4"

16"X16"

PILASTER

ENSURE 1" FROM INSIDE EDGE

OF L-ANGLE TO CENTER OF

KWIK HUS SCREWS

1"

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

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Sheet Reference No.

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DRAWING SCALES SHOWN BASED ON 22"x34" DRAWING

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SEAL

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1 2 3 4 5 6

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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

5/ 7/

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-0 5-

3/4" = 1'-0"S1-303

CMU LINTEL (WITH VENEER) AND VENEER LINTEL

DETAILS

NOTE: ALL OTHER FRAMING AND

CONNECTIONS HAVE BEEN

OMITTED FOR CLARITY PURPOSES

3/4" = 1'-0"S1-303

TYPICAL LVL-TO-CMU WALL AND 16" PILASTER

CONNECTION

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R EG ISTERE

REENIGNED

EPH ER

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SIUOL

ADIOLF R

STATE OF

No. 54319

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