31_Milton_Road_Combined_-_25_June_2025_DS.pdf

June 25, 2025

Building Inspection Department

This letter references the Residential Structure located at:

31 Milton Road, Pensacola, FL

The digital signature on this page applies to all pages in this binder with the structural seal as shown at the bottom of this letter. Dean A. Spencer Engineering, Inc. is only responsible for the wind load and structure of the sealed architectural pages.

This item has been digitally signed and sealed by Maxwell M. Spencer, PE on 6/25/2025 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.

Sincerely, Maxwell M. Spencer

Maxwell M. Spencer, PE – FL#88877

Dean A. Spencer Engineering, Inc.

1197 Tiger Trace Blvd

Gulf Breeze, FL 32563 850.932.8730 dean.spencer.pe@gmail.com

31 MILTON ROAD, PENSACOLA, FL

This item has been digitally signed and sealed by Maxwell M.

Spencer, PE on 6/25/2025 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.

This item has been digitally signed and sealed by Maxwell M.

Spencer, PE on 6/25/2025 using a Digital Signature. Printed copies of this document are not considered signed and sealed, 6/20/2025

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FBC 2023, SECTION 1609.1.2.

3. STRAP OPENINGS PER ALL-THREAD TIE-DOWN SYSTEM DETAILS.

2. SEE WALL SECTIONS FOR ADDITIONAL REQUIREMENTS.

2x4 #2 SPRUCE PINE-FIR (SPF) STUDS; SPACING 16" O.C. (U.N.O.)

2x4 #2 SPRUCE PINE-FIR (SPF) STUDS; SPACING 16" O.C. (U.N.O.)

BUILDING CODE 2023 (8TH EDITION), SECTION 1609, AND WIND FORCES BY ASCE 7-22.

FLORIDA

SEE TIE-DOWN OPTIONS ON SHEET S4

2) RAIN LOAD: N/A

'A' ZONE: = 3.0'

ROOF SLOPE: 6/12

MEAN ROOF HEIGHT: LESS THAN 30'

EXPOSURE CATEGORY: B

124 MPH

160 MPH

25 PSF

MAXWELL M. SPENCER, PE - FL #88877

FBC 2023 AND ASCE 7-22:

ALL-THREAD ROD HOLDDOWNS SHALL BE 1/2" DIAMETER UNLESS NOTED OTHERWISE.

, PROTECTION OF OPENINGS.

THIS STRUCTURE IS IN A WINDBORNE DEBRIS AREA. ALL EXTERIOR GLAZING SHALL BE PROTECTED AS STATED IN THE

C) SEE PLANS FOR ALL CONNECTORS AND NAIL PATTERN REQUIREMENTS.

B) DECKING: SEE SHEATHING NOTES.

A) ENGINEERED ROOF TRUSSES, #2 SYP MINIMUM, SPACING 24" O.C. (BY TRUSS MANUFACTURER).

4) ROOF SHALL BE CONSTRUCTED AS FOLLOWS:

E) INTERIOR PARTITION WALLS: 2x4 #2 SPRUCE PINE-FIR (SPF) STUDS; SPACING 16" O.C.

D)

C) WALL SHEATHING: SEE SHEATHING NOTES.

1. WALL PLATE HEIGHTS EXCEEDING 9'-1" SHALL BE FRAMED 2x6 #2 SPF STUDS; SPACING 16" O.C.

B) INTERIOR BEARING SHEAR WALLS:

.2.

1. WALL PLATE HEIGHTS EXCEEDING 9'-1" SHALL BE FRAMED 2x6 #2 SPF STUDS; SPACING 16" O.C.

A) EXTERIOR WALLS:

3) WALLS SHALL BE CONSTRUCTED AS FOLLOWS:

2) SEE DRAWINGS FOR ALL ANCHORAGE REQUIREMENTS.

1) ALL COMPONENT AND CLADDING SHALL HAVE FLORIDA PRODUCT APPROVAL NUMBERS.

GENERAL REQUIREMENTS:

1) RAIN INTENSITY, i: 4.75 IN./HOUR.

RAIN CRITERIA:

IN ALL DIRECTIONS (SEE DIAGRAM ON SHEET S1).9)

8) INTERNAL PRESSURE COEFFICIENT: (+/-) 0.18.

7) STRUCTURE IS FULLY ENCLOSED.

6)

5)

4)

3) RISK CATEGORY: II

2) NOMINAL WINDSPEED:

(3-SECOND GUST) 1) ULTIMATE WINDSPEED:

WIND CRITERIA:

PRIOR TO CONSTRUCTION IF HEAVY FINISH MATERIAL IS TO BE USED.

DEAD LOADS ASSUME STANDARD USE of FINISH MATERIALS THROUGHOUT STRUCTURE. CONTACT E.O.R. NOTE:

K) CONCRETE SELF WEIGHT: 150 PCF DEAD LOAD (DL).

J) ROOF LIVE LOAD: 20 PSF LIVE LOAD (Lr).

I) ENGINEERED ROOF TRUSS: 20 PSF DEAD LOAD (DL) - INCLUDING SELF WEIGHT.

d) 20 PSF LIVE LOAD (LL) - LIGHT STORAGE

c) 12 PSF DEAD LOAD (DL) - LIGHT STORAGE - INCLUDING SELF WEIGHT.

b) 10 PSF LIVE LOAD (LL) - NO STORAGE.

a) 9 PSF DEAD LOAD (DL) - NO STORAGE - INCLUDING SELF WEIGHT.

H) 2x CEILING JOISTS:

G) 2x RAFTERS: 13 PSF DEAD LOAD (DL) - INCLUDING SELF WEIGHT.

F) DECK LIVE LOAD: 60 PSF LIVE LOAD (LL).

E) FLOOR LIVE LOAD: 40 PSF LIVE LOAD (LL).

DEAD LOAD (DL) - INCLUDING SELF WEIGHT.D) PRE-ENGINEERED FLOOR TRUSS:

C) 2x WOOD FLOOR JOIST: 15 PSF DEAD LOAD (DL) - INCLUDING SELF WEIGHT.

B) STRUCTURAL WOOD WALLS (BRICK): 48 PSF DEAD LOAD (DL).

A) STRUCTURAL WOOD WALLS (SIDING): 15 PSF DEAD LOAD (DL).

DESIGN LOADS PER

ENGINEER OF RECORD:

WILL BE IDENTIFIED BY THE SAME REVISION NUMBER ISSUED CONSEQUENTLY.

4. REVISIONS ARE IDENTIFIED BY A REVISION NUMBER WITHIN A TRIANGLE. ALL REVISIONS ISSUED ON A SINGLE DATE

DEAN A. SPENCER ENGINEERING PRIOR TO CONSTRUCTION IF CONFLICTS EXIST.

3. THE STRUCTURAL DOCUMENTS ARE TO BE USED IN CONJUNCTION WITH THE ARCHITECTURAL DRAWINGS. CONTACT

2. THIS STRUCTURE IS DESIGNED TO WITHSTAND ULTIMATE AND NOMINAL WINDSPEEDS AS SPECIFIED

REQUIREMENTS OF CODES AND STANDARDS.

1. TO THE BEST OF OUR KNOWLEDGE, STRUCTURAL PLANS AND SPECIFICATIONS COMPLY WITH ALL APPLICABLE

GENERAL NOTES:

ACI 318-19

ACI 318-19.

13. ALL LAP SPLICES SHALL BE 48 BAR DIAMETERS UNLESS NOTES OTHERWISE.

, UNLESS NOTED OTHERWISE.12. ALL HOOKS ARE STANDARD PER

FOR CONCRETE", ASTM C 494.

11. FLY ASH OR OTHER POZZOLANS USED AS ADMIXTURES SHALL CONFORM TO "SPECIFICATION FOR CHEMICAL ADMIXTURES

CONCRETE", ASTM A 615.

10. WATER-REDUCING AND RETARDING ADMIXTURES SHALL CONFORM TO "SPECIFICATION FOR CHEMICAL ADMIXTURES FOR

ASTM A 615.

9. AIR-ENTRAINING ADMIXTURES SHALL CONFORM TO "SPECIFICATION FOR AIR-ENTRAINING ADMIXTURES FOR CONCRETE", PLAIN BILLET-STEEL BARS FOR CONCRETE REINFORCEMENT", ASTM A 615.

8. REINFORCEMENT SHALL BE DEFORMED REINFORCEMENT AND SHALL CONFORM TO "SPECIFICATION OF DEFORMED AN

SALTS, ORGANIC MATERIALS, OR OTHER SUBSTANCES DELETERIOUS TO CONCRETE OR REINFORCEMENT.

7. WATER USED IN MIXING CONCRETE SHALL BE CLEAN AND FREE FROM INJURIOUS AMOUNTS OF OILS, ACIDS, ALKALIS,

6. MAXIMUM NOMINAL AGGREGATE SIZE OF SLABS SHALL NOT EXCEED 1/3 OF SLAB DEPTH.

5. CONCRETE AGGREGATES SHALL CONFORM TO "SPECIFICATION FOR CONCRETE AGGREGATES", ASTM C 33.

4. CEMENT SHALL CONFORM TO "SPECIFICATIONS OF PORTLAND CEMENT", ASTM C 150.

E) BEAMS AND COLUMNS NOT EXPOSED TO WEATHER, AND NOT IN CONTACT WITH GROUND: 1.5"

D) #3-#11 REBAR WITHIN SLABS AND WALLS, NOT EXPOSED TO WEATHER, AND NOT IN CONTACT WITH GROUND: 3/4"

C) #6-#18 REBAR EXPOSED TO WEATHER, OR IN CONTACT WITH THE GROUND: 2"

B) #3-#5 REBAR EXPOSED TO WEATHER, OR IN CONTACT WITH THE GROUND: 1.5"

A) CAST PERMANENTLY AGAINST THE GROUND: 3"

3. THE FOLLOWING REBAR CLEARANCES SHALL BE MET:

2. ALL CONCRETE SHALL MEET THE FOLLOWING ULTIMATE COMPRESSIVE STRENGTHS IN 28 DAYS:

1. ALL CONCRETE WORK HAS BEEN DESIGNED TO CONFORM TO

REINFORCED CONCRETE NOTES:

14. ALL REINFORCING STEEL SHALL BE GRADE 40.

C) ELEVATED CONCRETE BEAMS AND SLABS: f'c = 4000 PSI

B) ICF WALLS, CAST-IN-PLACE COLUMNS, AND MASONRY WALLS: f'c = 3000 PSI

A) FOOTINGS AND SLABS-ON-GRADE: f'c = 3000 PSI

(ALLOWABLE STRESS DESIGN PRESSURES)

PRESSURES: (+/-) 50 PSF (D.P. 50)

ALL EXTERIOR DOOR & OPENING

FLORIDA PRODUCT APPROVAL

SIMPSON WOOD CONNECTORS

SIMPSON ABU66 (FL10860.4)

SIMPSON HUS412 (FL10655.26)

SIMPSON H2.5A (FL10456.3)

SIMPSON LUS210 (FL10655.31)

SIMPSON MSTA36 (FL10852.9)

SIMPSON SPH6 (FL10456.12)

SIMPSON SPH4 (FL10456.12)

SIMPSON MGT (FL11470.7)

SIMPSON MSTA24 (FL10852.9)

SIMPSON LSTA18 (FL10852.6)

SIMPSON LSTHD8 (FL13326.2)

SIMPSON SP4 (FL 10456.11)

SIMPSON ABU88 (FL10860.4)

SIMPSON CBU66 (FL10860.9)

SIMPSON CBU88 (FL10860.9)

SIMPSON HHUS5.5/10 (FL10531.8)

SIMPSON HGT-2 (FL10456.4)

SIMPSON HUC212-3 (FL10655.18)

SIMPSON HUC612 (FL10655.22)

SIMPSON SP6 (FL 10456.11)

CAPACITIES ARE REDUCED BY APPROXIMATELY 18% WHERE VERTICAL HOLES ARE INSTALLED.

'WANDERING' AS IT PASSES THROUGH KNOTS. HOLE SHALL BE CENTERED WITHIN THE BEAM WIDTH. ALLOWABLE

10. VERTICAL HOLES SHALL BE INSTALLED PER THE DESIGN DRAWINGS. DRILL GUIDES SHALL BE USED TO MINIMIZE

MAY ONLY BE LOCATED WITHIN THE MIDDLE THIRD OF THE MEMBER SPAN. HOLES MAY NOT EXCEED 2" IN DIAMETER.

9. HOLES BORED THROUGH JOISTS SHALL ONLY BE LOCATED WITHIN THE MIDDLE THIRD OF THE MEMBER DEPTH. HOLES

8. NOTCHES ON THE BOTTOM ENDS OF MEMBERS SHALL NOT EXCEED ONE TENTH THE MEMBER DEPTH.

DESIGN MATERIAL: VERSA-LAM COLUMN 1.8E-2750 (PSL SIMILAR).

Fcy (PERP.) = 750 PSI // E = 1.8x10^6 PSI // Emin = 9.3x10^5 PSI

Fb = 2500 PSI // Ft = 1270 PSI \\ Fv = 190 PSI // Fc (PARALLEL) = 3000 PSI // Fcz (PERP.) = 450 PSI

7. VERSALAM COLUMNS SHALL HAVE THE MINIMUM MATERIAL PROPERTIES AS FOLLOWS:

DESIGN MATERIAL: 24F-V8 - 24F-1.8E - SOUTHERN PINE 24F-V5M1 (PRESSURE TREATED)

Fb = 2400 PSI // Fv = 300 PSI // Fc (PARALLEL) = 1650 PSI // Fc (PERP.) = 740 PSI // E = 1.8x10^6 PSI

6. GLULAM BEAMS (PRESSURE TREATED) SHALL HAVE THE MINIMUM MATERIAL PROPERTIES AS FOLLOWS:

5. LVL BEAMS MAY BE TRIMMED TO SIZE WITHOUT TAKING A REDUCTION IN THE ALLOWABLE MATERIAL PROPERTIES.

4. LVL BEAMS MAY NOT BE PRESSURE TREATED WITHOUT APPROVAL FROM ENGINEER OF RECORD.

Fb = 2900 PSI // Fv = 285 PSI // Fc (PARALLEL) = 3200 PSI // Fc (PERP.) = 750 PSI // E = 2x10^6 PSI

3. LVL BEAMS SHALL HAVE THE MINIMUM MATERIAL PROPERTIES AS FOLLOWS:

2. DO NOT STORE ENGINEERED WOOD PRODUCTS IN CONTACT WITH GROUND. STACK MEMBERS FLATWISE.

MANUFACTURER AND SHALL MEET APA SPECIFICATIONS.

1. LVL BEAMS, GLULAM BEAMS, AND VERSALAM AND PSL COLUMNS SHALL BE MANUFACTURED BY AN APA MEMBER

ENGINEERED WOOD PRODUCTS:

TMS 402/602-16, ACI 530/530.1-16, AND ASCE 5/6-16.

6. ALL REINFORCING STEEL SHALL BE GRADE 40.

14. LINTEL BEAMS SHALL BE FORMED WITH SOLID BOTTOM LINTEL BLOCKS OR KNOCK-OUT BOND BEAM BLOCKS.

13. PROVIDE (2) VERTICAL DOWELS EACH SIDE OF OPENINGS AND EXTEND TO TOP COURSE.

DISCONTINUOUS ENDS A MINIMUM OF 12".

HEIGHT. CORNERS SHALL USE PREFABRICATED CORNERS AND TEES AT WALL INTERSECTIONS. OVERLAP

COURSE FOR ALL CMU WALLS ABOVE GRADE AND ALL CMU FOUNDATION WALLS EXCEEDING 4 BLOCK IN

12. STANDARD (9-GAGE) LADDER TYPE HORIZONTAL JOINT REINFORCEMENT SHALL BE INSTALLED EVERY OTHER

E) ALL SPLICES SHALL BE 48 BAR DIAMETERS UNLESS SPECIFIED OTHERWISE.

D) GROUT STOP IS A FIBERGLASS MESH CONFORMING TO ASTM D1668-73, TYPE 207.

C) HORIZONTAL REINFORCING AS NOTED IN NOTE 12 IN ADDITION TO SPECIFIED BOND BEAMS AND LINTELS.

B) PROVIDE THREE FILLED CELLS OF TYPICAL REINFORCING AT CORNERS.

A) PROVIDE FOUR FILLED CELLS OF TYPICAL REINFORCING AT INTERSECTIONS.

11. SEE DETAILS FOR TYPICAL WALL REINFORCING REQUIREMENTS WITH ADDITIONAL REQUIREMENTS BELOW:

10. ALL CONCRETE MASONRY UNITS SHALL BE PLACED IN RUNNING BOND.

HOOKS WITH A MINIMUM 8" LEG.

9. DOWEL ALL CMU REINFORCING IN FOOTING AND EXTEND INTO UPPERMOST BOND BEAM WITH 90 DEGREE

8. ALL HORIZONTAL REINFORCEMENT SHALL MAINTAIN 2-3/8" CLEAR OR GREATER.

7. ALL VERTICAL REINFORCEMENT SHALL BE CENTERED WITHIN THE CMU CELLS UNLESS NOTED OTHERWISE.

A) MINIMUM COMPRESSIVE STRENGTH (f'g/f'c) = 3000 PSI.

5. GROUT SHALL MEET SPECIFICATIONS OF ASTM C 476.

D) ALLOW 24 HOURS MINIMUM CURE TIME PRIOR TO GROUT INSTALLATION.

C) MORTAR SHALL BE IN ACCORDANCE WITH ASTM C 270.

B) EXTERIOR, AT OR BELOW GRADE: TYPE S.

A) EXTERIOR, ABOVE GRADE: TYPE N.

4. MORTAR SHALL CONFORM TO THE FOLLOWING SPECIFICATIONS:

3. MASONRY BLOCK COMPRESSIVE STRENGTH: f'm = 2000 PSI **

2. CMU UNITS SHALL CONFORM TO ASTM C 90.

1. ALL MASONRY WORK TO CONFORM TO

CONCRETE MASONRY (CMU):

NAILED WITH 8d COMMON RINGSHANK NAILS; SPACING 4" EDGE AND 8" FIELD.

8. ALL COVERED PORCHES SHALL BE DECKED UNDERNEATH WITH 15/32" OSB OR 15/32" 4-PLY APA RATED PLYWOOD AND

7. ALL BRACING OF THE TRUSSES SHALL BE #2 SOUTHERN YELLOW PINE (SYP).

6. HOLES AND NOTCHES MAY NOT BE INSTALLED INTO ENGINEERED TRUSSES UNLESS SPECIFIED BY DESIGN ENGINEER.

SPECIFIED OTHERWISE.

5. ALL FLOOR SYSTEMS SHALL BE DESIGNED TO MEET AN ALLOWABLE DEFLECTION CRITERIA OF L/480 AND (D+L)/360, UNLESS

GENERAL NOTES.

4. TRUSSES SHALL BE DESIGNED FOR THE DEAD LOAD OF THE TRUSSES AND BRACING, AS WELL AS THE LOADS SPECIFIED IN

DRAWINGS. ARRANGEMENT OF WEB MEMBERS SHALL BE AT THE DISCRETION OF THE TRUSS ENGINEER.

3. TOP AND BOTTOM CHORDS SHALL BE PROVIDED WITH THE SHAPES AND CONFIGURATIONS INDICATED ON THE DESIGN

2. DESIGN OF TRUSS SYSTEM SHALL BE IN ACCORDANCE WITH

NECESSARY COMPONENTS OF THE TRUSS SYSTEM.

STATE WHERE THE PROJECT IS LOCATED. TRUSS ENGINEER SHALL PROVIDE SEALED SHOP DRAWINGS OF ALL

1. WOOD TRUSSES, CONNECTIONS, AND BRACING SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE

PRE-ENGINEERED WOOD TRUSSES:

9. SOFFITS SHALL BE CONSTRUCTED PER FBC 2023, SECTION 1410.

CONNECTED WOOD TRUSS CONSTRUCTION.

TPI-1-2014 - NATIONAL DESIGN STANDARD FOR METAL PLATE

IN THE STATE OF FLORIDA

ASSUMED ALLOWABLE SOIL BEARING CAPACITY OF 1500 PSF

FBC 2023 SECTION 1803.5.8

GROUNDWATER (SHGW) LEVEL.

8. BOTTOM OF EACH FOOTING SHALL BE SET NO CLOSER THAN 24" TO NORMAL PERMANENT SEASONAL HIGH

TESTING LABORATORY.

7. ALL SOILS COMPACTION SHALL BE FIELD CONTROLLED BY A LICENSED GEOTECHNICAL ENGINEER OR

6. ALL SOILS SHALL BE COMPACTED BENEATH FOOTINGS TO 95% MODIFIED PROCTOR MINIMUM.

.INVESTIGATION SHALL BE CONDUCTED PER

5. WHERE FOUNDATION IS TO BEAR ABOVE GREATER THAN 12" OF COMPACTED FILL, A GEOTECHNICAL

BE HELD LIABLE FOR SOIL CONDITIONS THAT A GEOTECHNICAL REPORT WOULD HAVE PROVIDED.

4. WITHOUT A GEOTECHNICAL REPORT BEING PROVIDED, THE STRUCTURAL ENGINEER OF RECORD SHALL NOT

.CONSTRUCTION BY A LICENSED GEOTECHNICAL ENGINEER

3. IT IS RECOMMENDED THAT A GEOTECHNICAL ENGINEERING REPORT BE FABRICATED PRIOR TO

2. REPORT ANY UNUSUAL FIELD CONDITIONS TO ENGINEER OF RECORD PRIOR TO CONSTRUCTION.

.1. FOUNDATION DESIGN IS BASED ON AN

SHALLOW FOUNDATIONS:

Dean A.

Spencer

Engineering, Inc.

#9070

Authorization

#44472

#88877

850.932.8730 (Voice)

GULF BREEZE, FL 32563

1197 TIGER TRACE BLVD

DEAN A. SPENCER ENGINEERING, INC.

dean.spencer.pe@gmail.com

AL #40501

FL #88877

MAXWELL M. SPENCER, PE

AL #29262, CA #3467

FL #44472, CA #9070

SECB (2006 TO MAR 2022)

DEAN A. SPENCER, PE

CHECKED BY: MMS

DRAWN BY: MMS

BRACING OF STRUCTURE.

10. CONTRACTOR IS RESPONSIBLE FOR THE DESIGN, INSTALLATION, AND PERFORMANCE OF ALL SHORING AND

9. CONTRACTOR IS RESPONSIBLE WITH COMPLYING WITH ALL OSHA REGULATIONS.

OF CONSTRUCTION.

8. CONTRACTOR HAS SOLE RESPONSIBILITY FOR MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES

7. CONTRACTOR IS RESPONSIBLE FOR PROPER TERMITE TREATMENT OF SITE AND STRUCTURE.

6. CONTRACTOR IS RESPONSIBLE FOR ENSURING ALL HARDWARE IS INSTALLED PER INDUSTRY STANDARDS.

5. CONTRACTOR SHALL VERIFY ALL ASSUMPTIONS AS SPECIFIED ON THESE DESIGN DRAWINGS.

4. CONTRACTOR SHALL CONTACT ENGINEER OF RECORD FOR ANY DISCREPANCIES.

3. CONTRACTOR IS RESPONSIBLE FOR ALL WATER-PROOFING, WEATHER-PROOFING AND FLASHING OF STRUCTURE.

2. CONTRACTOR IS RESPONSIBLE FOR VERIFYING FLOOD ZONE AND BASE FLOOD ELEVATION REQUIREMENTS.

1. CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL DIMENSIONS ON SITE AND DESIGN DRAWINGS..

CONTRACTORS RESPONSIBILITIES:

5) WALLS EXCEEDING 10'-1" IN HEIGHT SHALL BE BLOCKED AT MIDSPAN MINIMUM.

4) *PANEL-WIDTH - WALL WIDTH BETWEEN OPENING AND CORNER AND WALL WIDTH BETWEEN OPENINGS.

3) 10'-1" WALLS: PANEL-WIDTH 5'-0" AND LESS SHALL BE BLOCKED AT MIDSPAN.

2) 9'-1" WALLS: PANEL-WIDTH 4'-6" AND LESS SHALL BE BLOCKED AT MIDSPAN.

1) 8'-1" WALLS: PANEL-WIDTH 4'-0" AND LESS SHALL BE BLOCKED AT MIDSPAN.

A) SHEATHING SHALL BE NAILED TO ROOF MEMBERS WITH 8d COMMON RINGSHANK NAILS (0.131" x 2-1/2");

ROOF SHEATHING:

PANEL EDGES AND NAILS AT ALL PANEL EDGES SHALL BE STAGGERED.

THE WIDTH OF THE NAILED FACE OF FRAMING MEMBERS SHALL BE 3" NOMINAL OR GREATER AT ADJOINING

JOINTS SHALL BE OFFSET EACH SIDE OF WALL TO FALL ON DIFFERENT FRAMING MEMBERS. ALTERNATIVELY, D) WHERE SPECIFIED, SHEATHING SHALL BE INSTALLED ON BOTH SIDES OF WALL PANELS. SHEATHING PANEL

B) 2x BLOCKING SHALL BE ADDED AT ALL PANEL JOINTS. ADDITIONAL BLOCKING SHALL BE ADDED PER NOTE (C).

, UNLESS NOTED OTHERWISE ON THE DESIGN DRAWINGS.(0.113" x 2-1/2");

A) SHEATHING SHALL BE NAILED TO WALL STUDS WITH 8d COMMON NAILS (0.131" x 2-1/2") OR 8d BOX NAILS

. WALL SHEATHING:

WALL AND ROOF SHEATHING:

SPACING 3" EDGE AND 6" FIELD.

5/8" OSB (SPAN RATING 40/20) OR 19/32" (SPAN RATING 40/20) 4-PLY APA RATED PLYWOOD.

THE SPECIFIED WIDTH BELOW.

C) WHERE FULL HEIGHT SHEATHING IS USED, BLOCKING SHALL BE INSTALLED WHEN *PANEL-WIDTH IS LESS THAN

SPACING 4" EDGE AND 8" FIELD

7/16" OSB (SPAN RATING 24/16) OR 15/32" (SPAN RATING 32/16) 4-PLY APA RATED PLYWOOD

E s c a m b ia

C o u n ty

P e n s a c o la

F lo ri d a

M il to n

R o a d

R e s id e n c e

SIMPSON "ET-3G" EPOXY

4. MINIMUM SLAB COMPRESSIVE STRENGTH: 3000 PSI.

RECOMMENDED #3 REBAR; SPACING 36" O.C. EACH DIRECTION

c) 5/8" x 10" SIMPSON STRONG-BOLT 2 WEDGE ANCHOR.

b) 5/8" x 8" SIMPSON TITEN HD ANCHOR (EXCEPT WHERE ALL-THREAD ROD IS REQUIRED TO BE COUPLED ABOVE).

OR EQUIVALENTa) 5/8" ALL-THREAD DRILLED 7" INTO FOUNDATION USING

7. ALL POST-INSTALLED ANCHORS SHALL BE ONE OF THE FOLLOWING:

6. IF GIVEN, MONOLITHIC FOOTING OPTION MAY ONLY BE USED IF F.F.E. DOES NOT EXCEED 12" ABOVE GRADE.

THESE MAY BE USED REGARDLESS OF THE EXTERIOR FOUNDATION CONSTRUCTION TYPE.

5. GRADE BEAM FOOTINGS AND MONOLITHIC STEP-DOWN FOOTINGS SHALL BE FORMED AND POURED WITH THE SLAB.

3. 6 MIL. POLYETHYLENE SHEETING SHALL BE INSTALLED BETWEEN SOIL AND CONCRETE, UNLESS NOTED OTHERWISE.

2. REINFORCEMENT SHALL BE SUPPORTED ON APPROVED PC3 CHAIRS.

.C)

B) W1.4xW1.4 / 6x6 WWF

A) FIBERMESH (0.75 - 3 LBS / CUBIC YARD OF CONCRETE).

1. SLABS SHALL BE REINFORCED WITH ONE OF THE FOLLOWING:

SLABS-ON-GRADE:

NOT TO SCALE

FLASHING DETAIL

FBC 2023 EXAMPLE

INSTALLATION

UP FOR WINDOW/DOOR

CUT HOUSEWRAP AND FOLD

OTHER 3 SIDES

INTO OPENING ON

FOLD HOUSE WRAP

OVER HOUSEWRAP

FLASHING MATERIAL

INSTALL APPROVED

PERIMETER TO WALL

APPROVED SEALANT AROUND

INSTALL WINDOW/DOOR W/

TOP OVER WINDOW/DOOR FLANGES

APPLY APPROVED FLASHING ON SIDES &

25 GRADE NS OR GREATER

AAMA 800 OR ASTM C920 CLASS

SEALANT SHALL COMPLY W/

FMA/AAMA 200, FMA/WDMA 250, OR FMA/AAMA/WDMA 300.

FLASHING SHALL BE INSTALLED PER FMA/AAMA 100,

INSTALLATION & FLASHING INSTRUCTIONS

OPTION: INSTALL PER FENESTRATION MANUFACTURER'S

1405.4.2 MASONRY.

1405.4.1 EXTERIOR WALL POCKETS.

1405.4 FLASHING:

FLORIDA BUILDING CODE 2023:

DESIGNED IN ACCORDANCE WITH SECTION 1405.6.

STRUCTURAL FLOORS, SHELF ANGLES AND LINTELS WHERE ANCHORED VENEERS ARE

POINTS OF SUPPORT, INCLUDING ABOVE THE FOUNDATION WALL OR SLAB, AND OTHER

GROUND LEVEL LOCATED IN THE FIRST COURSE OF MASONRY ABOVE FINISHED

SHALL BE FLASHING AND WEEP HOLES IN ANCHORED VENEER

DAMAGE.BE PROVIDED TO PREVENT WATER

AVOIDED OR PROTECTED WITH CAPS OR DRIPS, OR OTHER APPROVED MEANS SHALL

WALL POCKETS OR CREVICES IN WHICH MOISTURE CANACCUMULATE SHALL BE

IN EXTERIOR WALLS OF BUILDINGS OR STRUCTURES,

PROJECTING TRIM.

SIDES AND THE ENDS OF COPINGS, UNDER SILLS AND CONTINUOUSLY ABOVE

WALL. FLASHING WITH PROJECTING FLANGES SHALL BE INSTALLED ON BOTH

BUILT-IN GUTTERS AND SIMILAR LOCATIONS WHERE MOISTURE COULD ENTER THE

CHIMNEYS, PORCHES, DECKS, BALCONIES AND SIMILAR PROJECTIONS AND AT

EXTERIOR WALL ASSEMBLIES, EXTERIOR WALL INTERSECTIONS WITH ROOFS,

DOOR AND WINDOW ASSEMBLIES, PENETRATIONS AND TERMINATIONS OF

EXTERIOR. FLASHING SHALL BE INSTALLED AT THE PERIMETERS OF EXTERIOR

PREVENT MOISTURE FROM ENTERING THE WALL OR TO REDIRECT IT TO THE

FLASHING SHALL BE INSTALLED IN SUCH A MANNER SO AS TO

SPECIFICATION SHEET PRIOR TO CONSTRUCTION.

NUMBERS OF THE BUILDING COMPONENTS WITH A PRODUCT APPROVAL

CODE, THE CONTRACTOR SHALL PROVIDE THE INFORMATION AND APPROVAL

AS REQUIRED BY FLORIDA STATUTE 553.842 AND THE FLORIDA ADMINISTRATIVE

STRUCTURAL DESIGN OF THIS PROJECT.

2023 FBC SECTION 107.2.4. THE ENGINEER IS ONLY RESPONSIBLE FOR THE

RESISTIVE BARRIER, AND DETAILS AROUND OPENINGS, IN ACCORDANCE WITH

INTERSECTIONS AT ROOF, EAVES, OR PARAPETS, MEANS OF DRAINAGE, WATER-

DISSIMILAR MATERIALS, CORNERS, END DETAILS, CONTROL JOINTS,

ENVELOPE AS REQUIRED, INCLUDING FLASHING, INTERSECTIONS WITH

OWNER, OR CONTRACTOR TO PROVIDE DETAILS OF THE EXTERIOR WALL

IT SHALL BE THE RESPONSIBILITY OF THE PROJECT DESIGNER, ARCHITECT,

FLASHING MATERIAL

FOLD HOUSEWRAP OVER TOP

SDPWS 2021, SECTION 4.3.6.4.3.

b) 2"x2"x1/4" WASHERS MAY REPLACE 3"x3"x1/4" WASHERS WHERE 3" DO NOT FIT WITHIN 2x4 WALL SYSTEM.

9. ALL COUPLING NUTS SHALL MEET ASTM A563 GRADE A SPECIFICATION REQUIREMENTS OR BETTER.

8. ALL WASHERS WITHIN HORIZONTAL CONNECTIONS SHALL BE 2"x2"x1/4" OR 2" DIA.x1/4".

a) NUT AND WASHERS SHALL BE REPLACED WITH SIMPSON TAKE-UP DEVICES WHERE SPECIFIED.

7. ALL WASHERS WITHIN WALL SYSTEMS SHALL BE 3"x3"x1/4" PER

6. THREADED RODS SHALL MEET ASTM A307 GRADE A SPECIFICATION REQUIREMENTS OR BETTER.

5. BOLTS SHALL MEET ASTM A307 SPECIFICATION REQUIREMENTS (UNLESS NOTED OTHERWISE).

b) TYPE 316 STAINLESS STEEL SHALL BE USED FOR ALL HARDWARE SET BELOW DESIGN FLOOD ELEVATION.

a) STAINLESS STEEL SHALL NOT BE IN DIRECT CONTACT WITH DISSIMLAR STEEL MATERIALS.

4. STAINLESS STEEL HARDWARE SHALL MEET TYPE 316 SPECIFICATION REQUIREMENTS.

WEATHER AND WATER.

3. ALL HARDWARE AND NAILS SHALL BE HOT-DIPPED GALVANIZED OR STAINLESS STEEL WHEN EXPOSED TO

2. ALL HARDWARE SHALL BE INSTALLED PER ALL MANUFACTURERS SPECIFICATIONS.

1. ALL NAILS SHALL BE COMMON.

HARDWARE REQUIREMENTS:

6 / 12

LESS THAN 30 FT

160 MPH

kd = 0.85; Internal Pressure Coefficient = +/- 0.18.

EXPOSURE CATEGORY: B

ROOF SLOPE:

MEAN ROOF HEIGHT:

(3-SEC GUST) WIND SPEED:

WHERE OFFSET WALL 'X' > 'a', ZONE 5 SHALL BE APPLIED TO CORNER

GABLE - 7-27 DEG

PLAN VIEW

a a aa

2 2

3 3

1 1

ANGLE

M E

A N

R O

O F

H E

IG

H

T

HORIZ. BLDG. DIMENSION

ELEVATION VIEW

HIP - 7-45 DEG

PLAN VIEW

a a

ANGLE

M E

A N

R O

O F

H E

IG

H

T

HORIZ. BLDG. DIMENSION

ELEVATION VIEW

a a a a

11 2 2

5 5

COMPONENTS AND CLADDING WALLS

ANGLE

M E

A N

R O

O F

H E

IG

H

T a a a a a = 3.0' IN ALL INSTANCES

COMPONENTS & CLADDING - ASCE 7-22

MULTIPLY TABLES BY 0.6 TO ACHIEVE ASD PRESSURES.

COMPONENTS & CLADDING WIND LOADS: PSF

MULTIPLY TABLES BY 0.6 TO ACHIEVE ASD PRESSURES.

AND SEISMIC (SDPWS 2021).

SPECIAL DESIGN PROVISIONS FOR WIND

THE NDS 2018 DESIGN MANUALS

14. ALL INTERIOR BEARING WALLS SUPPORTING FLOOR LOADING SHALL BE BLOCKED AT MIDSPAN MINIMUM.

CAPACITIES ARE REDUCED BY APPROXIMATELY 17% WHERE VERTICAL HOLES ARE INSTALLED.

'WANDERING' AS IT PASSES THROUGH KNOTS. HOLE SHALL BE CENTERED WITHIN THE BEAM WIDTH. ALLOWABLE

13. VERTICAL HOLES SHALL BE INSTALLED PER THE DESIGN DRAWINGS. DRILL GUIDES SHALL BE USED TO MINIMIZE

12. ONLY ONE MEMBER OF PLY-BUILT BEAMS MAY BE SPLICED PER SPAN. SPLICES SHALL OCCUR AT 1/4 SPANS.

NOTE: VARIOUS CONNECTORS MAY BE USED AT CONTRACTORS DISCRETION.

k. 4-PLY LVL (UP TO 24" DEPTH): (3) 1/4" x 6" SIMPSON SDS SCREWS BOTH SIDES; SPACING 6" O.C.

j. 4-PLY LVL (UP TO 14" DEPTH): (3) 1/4" x 6" SIMPSON SDS SCREWS BOTH SIDES; SPACING 12" O.C.

i. 3-PLY LVL (UP TO 24" DEPTH): (3) 1/4" x 4-1/2" SIMPSON SDS SCREWS BOTH SIDES; SPACING 6" O.C.

h. 3-PLY LVL (UP TO 16" DEPTH): (3) 1/4" x 4-1/2" SIMPSON SDS SCREWS BOTH SIDES; SPACING 12" O.C.

g. 3-PLY LVL (UP TO 12" DEPTH): (2) 1/4" x 4-1/2" SIMPSON SDS SCREWS BOTH SIDES; SPACING 16" O.C.

f. 2-PLY LVL (UP TO 24" DEPTH): (3) 1/4" x 3-1/2" SIMPSON SDS SCREWS LOADED SIDE; SPACING 12" O.C.

e. 2-PLY LVL (UP TO 12" DEPTH): (2) 1/4" x 3-1/2" SIMPSON SDS SCREWS LOADED SIDE; SPACING 16" O.C.

d. (3) 2x: 12d COMMON NAILS (0.148" x 3-1/4") EACH SIDE TOP AND BOTTOM; SPACING 5" O.C.

c. (2) 2x: 10d COMMON NAILS (0.148" x 3") EACH SIDE TOP AND BOTTOM; SPACING 6" O.C.

b. PROVIDE MINIMUM 3" CLEAR BETWEEN CONNECTORS.

a. PROVIDE 2" CLEAR TOP AND BOTTOM AND STAGGER 1/2" BETWEEN HEIGHT AND SIDES.

11. ALL PLY-BUILT BEAMS SHALL BE JOINED PER MANUFACTURER'S SPECIFICTIONS, OR AS FOLLOWS:

MEANS. BLOCKING SHALL NOT BE LESS THAN 2" IN THICKNESS AND THE FULL DEPTH OF THE JOIST.

THE ENDS OF A JOIST ARE NAILED TO A HEADER, BAND, OR RIM JOIST OR TO AN ADJOINING STUD OR BY OTHER

10. JOISTS SHALL BE SUPPORTED LATERALLY AT THE ENDS AND AT EACH SUPPORT BY SOLID BLOCKING EXCEPT WHERE

EXCEED ONE THIRD OF THE JOIST DEPTH.

9. HOLES BORED THROUGH JOISTS SHALL NOT BE WITHIN 2" OF THE BOTTOM AND TOP OF THE JOIST. HOLES SHALL NOT

WITHIN THE MIDDLE THIRD OF THE JOIST SPAN.

8. NOTCHES ON THE END OF JOISTS SHALL NOT EXCEED ONE FOURTH THE JOIST DEPTH. NOTCHING MAY NOT OCCUR

#2 SOUTHERN YELLOW PINE (SYP) MAY REPLACE #2 SPRUCE PINE-FIR (SPF) WITHIN THE WALL SYSTEMS.

7. STUDS SHALL BE FRAMED WITH #2 SPRUCE PINE-FIR (SPF), UNLESS SPECIFIED AS SOUTHERN YELLOW PINE MATERIAL.

OTHERWISE.

6. ALL EXTERIOR POSTS SHALL BE #2 SOUTHERN YELLOW PINE (SYP) OR BETTER, PRESSURE TREATED, UNLESS NOTED

- **NOTE: WALL PLATES MAY BE THE SAME MATERIAL OF THE WALL FRAMING SPECIFICATIONS.

5. ALL HORIZONTAL WOOD FRAMING MEMBERS SHALL BE #2 SOUTHERN YELLOW PINE (SYP), OR BETTER.

4. DO NOT PAINT PRESSURE TREATED WOOD MATERIALS WHEN MOISTURE CONTENT IS ABOVE 19%.

ETC.) SHALL BE PRESSURE TREATED.

3. ALL WOOD MATERIALS IN CONTACT WITH CONCRETE, CMU BLOCK, OR IS EXPOSED TO ELEMENTS (WATER, SUNLIGHT,

2. ALL WOOD DIAPHRAGMS AND WOOD SHEAR WALLS ARE DESIGNED PER THE

1. ALL SAWN LUMBER HAS BEEN DESIGNED USING THE SPECIFIED MATERIAL STRESSES AND PROPERTIES AS SHOWN IN

WOOD FRAMING:

WALL

ZONE

AREA (SQ. FT)

EFFECTIVE WIND

-126.131.9 -106.531.9 -67.231.9

SPEED 160 MPH

BASIC WIND

OVERHANG

-181.1 -161.4 -122.2

GABLE ROOF > 20-27 DEG.

-60.745.3 -49.145.3

WALL

ZONE

AREA (SQ. FT)

EFFECTIVE WIND

-86.835.8 -86.835.8 -63.335.8

SPEED 160 MPH

BASIC WIND

OVERHANG

-141.8 -141.8 -118.2

HIP ROOF > 20-27 DEG.

-60.745.3 -49.145.3

This item has been digitally signed and sealed by Maxwell M.

Spencer, PE on 6/25/2025 using a Digital Signature. Printed copies of this document are not considered signed and sealed, 16" INTO SLAB

(2) #4 CONTINUOUS REBAR

AND LOCATION REQUIREMENTS

P.T. POST; SEE PLANS FOR SIZING

C

S2 S2

NOT TO SCALE

BRICK (1-6 BLOCK HIGH)

PORCH FOOTING DETAIL WITH

ACI STD HOOK (12 BAR DIAMETERS)

COMPACTED TREATED SOIL

6 MIL POLY VAPOR BARRIER CLEAN

PER SLABS-ON-GRADE NOTES ON SHEET S1.

REINFORCED 3000 PSI 4" CONCRETE SLAB

SLOPE GRADE AWAY FROM STRUCTURE

EXCEEDS 4 COURSES IN HEIGHT.

OTHER COURSE WHEN BLOCK HEIGHT

REINFORCEMENT SHALL BE INSTALLED EVERY

HEAVY DUTY LADDER OR TRUSS

4"

-1

FLUSH EDGE FOR SIMPSON STHD## STRAP

3" CLEAR FOR SIMPSON CB## POST BASE

2" CLEAR FOR SIMPSON ABU##Z POST BASE

SIMPSON STHD## - TURNDOWN NOT REQUIRED

SIMPSON CB## - 14" WIDE x 11" DEEP

SIMPSON ABU##Z - 14" WIDE x 8" DEEP

MONOLITHIC TURNDOWN TO REPLACE TOP COURSE:

AND AIR GAP AND CAPSTONE PER FBC 2023

BRICK VENEER WITH TIES, WEEP HOLES, FLASHING

CELLS FILLED WITH 3000 PSI CONCRETE.

8" REINFORCED CMU STEMWALL WITH ALL

21"

3" CLEAR ALL REBAR

(3) #4 OR (2) #5 CONTINUOUS REBAR

MINIMUM 14" BELOW GRADE

BOTTOM OF FOOTING SHALL BE

AND #4 AT 48" O.C. BETWEEN

EACH CELL UNDER POST, EVERY CORNER

VERTICAL REINFORCEMENT:

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Dean A.

Spencer

Engineering, Inc.

#9070

Authorization

#44472

#88877

CHECKED BY: MMS

DRAWN BY: MMS

SEAL

B

S2 S2

NOT TO SCALE

(1-6 BLOCK HIGH)

STEP DOWN FOOTING DETAIL

MINIMUM 14" BELOW GRADE

BOTTOM OF FOOTING SHALL BE

ACI STD HOOK (12 BAR DIAMETERS)

COMPACTED TREATED SOIL

6 MIL POLY VAPOR BARRIER CLEAN

PER SLABS-ON-GRADE NOTES ON SHEET S1.

REINFORCED 3000 PSI 4" CONCRETE SLAB

#4 AT 48" O.C. AND EVERY CORNER.

VERTICAL REINFORCEMENT:

12" INTO SLAB

#4 CONTINUOUS AT BOND BEAM

EXCEEDS 4 COURSES IN HEIGHT.

OTHER COURSE WHEN BLOCK HEIGHT

REINFORCEMENT SHALL BE INSTALLED EVERY

HEAVY DUTY LADDER OR TRUSS

STEPDOWN PER ARCHITECTURAL

EXPANSION JOINT

A

S2 S2

NOT TO SCALE

(1-6 BLOCK HIGH)

EXTERIOR FOOTING DETAIL

MINIMUM 14" BELOW GRADE

BOTTOM OF FOOTING SHALL BE

ACI STD HOOK (12 BAR DIAMETERS)

COMPACTED TREATED SOIL

6 MIL POLY VAPOR BARRIER CLEAN

SLABS-ON-GRADE NOTES ON SHEET S1.

REINFORCED 3000 PSI 4" CONCRETE SLAB PER

SLOPE GRADE AWAY FROM STRUCTURE

12" INTO SLAB

#4 CONTINUOUS AT BOND BEAM

GREATER THAN 4 COURSES.

OTHER COURSE WHEN BLOCK HEIGHT IS

REINFORCEMENT SHALL BE INSTALLED EVERY

HEAVY DUTY LADDER OR TRUSS

2x WALL FRAMING PER PLANS

2x WALL FRAMING PER PLANS

CELLS FILLED WITH 3000 PSI CONCRETE.

8" REINFORCED CMU STEMWALL WITH ALL

CELLS FILLED WITH 3000 PSI CONCRETE.

8" REINFORCED CMU STEMWALL WITH ALL

#4 AT 48" O.C. AND EVERY CORNER.

VERTICAL REINFORCEMENT:

21"

3" CLEAR ALL REBAR

(3) #4 OR (2) #5 CONTINUOUS REBAR

21"

3" CLEAR ALL REBAR

(3) #4 OR (2) #5 CONTINUOUS REBAR

P.T. 2x #2 S.Y.P. SILL PLATE

CORNER AND OPENING AND 3"x3"x1/4" WASHER AND NUT

WITH 5/8"x12" J-BOLT; SPACING 48" O.C. AND WITHIN 8" OF EACH

P.T. 2x #2 S.Y.P. SILL PLATE

CORNER AND OPENING AND 3"x3"x1/4" WASHER AND NUT

WITH 5/8"x12" J-BOLT; SPACING 48" O.C. AND WITHIN 8" OF EACH

12"

P.T. 2x #2 S.Y.P. SILL PLATE

CORNER AND OPENING AND 3"x3"x1/4" WASHER AND NUT

WITH 5/8"x12" J-BOLT; SPACING 48" O.C. AND WITHIN 8" OF EACH

2x WALL FRAMING PER PLANS

4"

PER SLABS-ON-GRADE NOTES ON SHEET S1.

REINFORCED 3000 PSI 4" CONCRETE SLAB

B

S2 S2

NOT TO SCALE

FOOTING DETAIL

MONOLITHIC STEP DOWN

COMPACTED TREATED SOIL

6 MIL POLY VAPOR BARRIER CLEAN

3" CLEAR ALL REBAR

(3) #4 OR (2) #5 CONTINUOUS REBAR

dean.spencer.pe@gmail.com

AL #40501

FL #88877

MAXWELL M. SPENCER, PE

AL #29262, CA #3467

FL #44472, CA #9070

SECB (2006 TO MAR 2022)

DEAN A. SPENCER, PE

850.932.8730 (Voice)

GULF BREEZE, FL 32563

1197 TIGER TRACE BLVD

DEAN A. SPENCER ENGINEERING, INC.

SHEATHING PER SHEATHING NOTES

2023, SECTION 1404.2 OVER STRUCTURAL

APPROVED MOISTURE BARRIER PER FBC

APPROVED EXTERIOR CLADDING OVER

SHEATHING PER SHEATHING NOTES

2023, SECTION 1404.2 OVER STRUCTURAL

APPROVED MOISTURE BARRIER PER FBC

APPROVED EXTERIOR CLADDING OVER

SHEATHING PER SHEATHING NOTES

2023, SECTION 1404.2 OVER STRUCTURAL

APPROVED MOISTURE BARRIER PER FBC

APPROVED EXTERIOR CLADDING OVER

SLABS-ON-GRADE NOTES ON SHEET S1.

REINFORCED 3000 PSI 4" CONCRETE SLAB PER

NOT TO SCALE

POST BASE DETAIL

SIMPSON STHD##

CORNER POSTS: (1) SIMPSON STHD14

INTERIOR POSTS: (1) SIMPSON STHD10

PORCH POST OPTIONS (U.N.O.):

WHERE LABELED ON PLANS.

SIMPSON STHD## EMBED STRAP

COLUMN; SEE PLANS

STUD PACK OR POST OR

TOP OF SLAB

BEYOND POST EACH WAY

WITHIN MINIMUM 24" EXTENSION

#4 REBAR INSTALLED AT EACH POST

(1/4" SLAB DEPTH)

1" DEEP SAWCUT

INDUCED CRACK

NOT TO SCALE

CONTROL JOINT (C.J) DETAIL

COMPACTED TREATED SOIL

6 MIL POLY VAPOR BARRIER CLEAN

NO GREATER THAN 12'-0" O.C. EACH DIRECTION

CONTROL JOINTS RECOMMENDED TO BE SPACED

GRADE NOTES ON SHEET S1.

CONCRETE SLAB PER SLABS-ON-

REINFORCED 3000 PSI 4"

12"

NOT TO SCALE

GRADE BEAM FOOTING DETAIL

3" CLEAR ALL REBAR

(3) #4 OR (2) #5 CONTINUOUS REBAR

COMPACTED TREATED SOIL

6 MIL POLY VAPOR BARRIER CLEAN

PER SLABS-ON-GRADE NOTES ON SHEET S1.

REINFORCED 3000 PSI 4" CONCRETE SLAB

NOT TO SCALE

POST BASE DETAIL

SIMPSON ABU##Z

PT POST (SEE PLAN)

SIMPSON ABU##Z

TOP OF SLAB

VARIES WITH POST SIZE

(1) OR (2) 5/8"x12" J-BOLTS

SIDECOVER

2" MINIMUM

P.T. 2x #2 S.Y.P. SILL PLATE

AND 3"x3"x1/4" WASHER AND NUT

WITHIN 8" OF EACH CORNER AND OPENING

WITH 5/8"x12" J-BOLT; SPACING 48" O.C. AND

RISE/RUN PER ARCHITECTURAL

Fy = 40 KSI f'c = 3000 PSI

1.5" CLEAR FROM TOP/SIDES

3" CLEAR FROM BOTTOM

#4 REBAR; SPACING 16" O.C. EACH WAY

#4 REBAR NOSING REBAR

6" INTO STEMWALL. DRILL AND EPOXY AS NEEDED.

TURN #4 REBAR INTO CMU STEMWALL; 12" INTO STAIRS -

12"

(2) #4 CONT. REBAR

CONCRETE STAIR DETAIL

NOT TO SCALE

CLEAN COMPACTED TREATED SOIL

6 MIL POLY VAPOR BARRIER

CONT. BOND BEAM

VERTICAL REBAR DETAIL

CMU FOUNDATION WALL CORNER

NOT TO SCALE

HORIZONTAL REBAR DETAIL

CMU FOUNDATION WALL CORNER

NOT TO SCALE

CELL (TYP.)

PEA GRAVEL CONC. FILLED

VERT. REINFORCING IN

REINFORCING (TYP)

VERTICAL

REINFORCING NOTES (TYP).

JOINT REINFORCING. SEE

8"x16"x8" CMU BLOCK W/ HORIZONTAL

FOUNDATION DETAILS; MIN. 25" SPLICE

CONT. HORIZONTAL REBAR PER

INDICATED AT INTERIOR WALLS

PROVIDE MINIMUM LENGTHS AS

CORNERS AND INTERSECTIONS.

JOINT REINFORCING SHAPES AT

USE PREFABRICATED "T" AND "L"

REINFORCING NOTES (TYP).

REINFORCING. SEE

HORIZONTAL JOINT

8"x16"x8" CMU BLOCK W/

FROM FOUNDATION DETAILS

MATCH HORIZONTAL REBAR

(2) CORNER REBAR; SIZES SHALL

6/20/2025

E s c a m b ia

C o u n ty

P e n s a c o la

F lo ri d a

M il to n

R o a d

R e s id e n c e

This item has been digitally signed and sealed by Maxwell M.

Spencer, PE on 6/25/2025 using a Digital Signature. Printed

MANUFACTURER

GIRDER TRUSS PER

UNDER GIRDER TRUSS

2x #2 SPF STUD PACK

NOT TO SCALE

GIRDER TRUSS DETAIL

BY TRUSS UPLIFT LOADS

CONNECTION DETERMINED

SIMPSON GIRDER

2x #2 SPF DOUBLE TOP PLATE

SPACING PER PLANS

2x #2 SPF STUD;

FOUNDATION ANCHOR SHALL BE LOCATED WITHIN 8" OF STUD PACK.

SPH# EACH STUD OR PLACE ALL-THREAD WITHIN 8" OF STUD PACK.

STRAP STUD PACK AT BOTTOM PLATE AND DOUBLE TOP PLATE WITH SIMPSON

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TRUSSES UPLIFT LOADS

SIMPSON CONNECTION FOR

SIMPSON HGT-2BETWEEN 2720 LBS AND 6485 LBS

SIMPSON MGT/HDU4BETWEEN 1015 LBS AND 2720 LBS

SIMPSON H10ABETWEEN 615 LBS AND 1015 LBS

SIMPSON H2.5AUP TO UPLIFT LOAD OF 615 LBS

EQUIVALENT UPLIFT CONNECTORS

TRUSS MANUFACTURER MAY SUBSTITUTE

NOT TO SCALE

TO BEAM DETAIL

INTERMEDIATE POST

NOT TO SCALE

CORNER POST TO BEAM DETAIL

MSTA24

(2) SIMPSON

Dean A.

Spencer

Engineering, Inc.

#9070

Authorization

#44472

#88877

CHECKED BY: MMS

DRAWN BY: MMS

SIMPSON H2.5A

ENGINEERED TRUSS

TRUSS MANUFACTURER

SPECIFICATION IS NOT PROVIDED BY

THIS DETAIL SHALL ONLY BE USED IF

RAFTER THAT VALLEY PASSES OVER

EACH ENGINEERED TRUSS OR

TIE 2x6 VALLEY TO TOP CHORD OF

SIMPSON LSTA12 STRAP

RAFTER AT VALLEY LOCATION

ENGINEERED TRUSS OR

2x6 #2 SYP LAID FLAT ON

VALLEY

NOT TO SCALE

VALLEY TIE-IN DETAIL

SYP VALLEY TIE RAFTER

2x4 ENGINEERED TRUSS OR #2

PLATE SHALL BE USED.

RAFTER. IF 2x12 RAFTER, LVL RIDGE

RIDGE PLATE: 1 SIZE LARGER THAN

2x4 #2 SYP COLLAR TIE

EVERY OTHER RAFTER

WHERE THEY FIT

SIMPSON LSTA24 OVER EACH RAFTER SET

NOT TO SCALE

RAFTER/RIDGE PLATE DETAIL

OVER ROOFING

2x12 #2 SYP AT 16" O.C. 19'-0" MAX 2x12 #2 SYP AT 24" O.C. 14'-3" MAX

2x10 #2 SYP AT 16" O.C. 15'-0" MAX 2x10 #2 SYP AT 24" O.C. 11'-6" MAX 2x8 #2 SYP AT 16" O.C. 11'-11" MAX 2x8 #2 SYP AT 24" O.C. 9'-2" MAX 2x6 #2 SYP AT 16" O.C. 8'-8" MAX 2x6 #2 SYP AT 24" O.C. 7'-0" MAX

(OVERROOFING AS REQUIRED):

RAFTER FRAMING

NOT TO SCALE

PARALLEL TRUSS DETAIL

EXTERIOR WALL WITH

ROOF SHEATHING

GYP. BOARD

SHEATHING; SEE TRUSS NOTES

15/32" APA RATED CEILING

REQUIREMENTS

WALL SECTIONS FOR TIE-DOWN

EXTERIOR WALL; SEE TYPICAL

TRUSS MANUFACTURER

ENGINEERED TRUSSES BY

PLATE;

TRUSS BOTTOM CHORD TO TOP

SIMPSON SD SCREWS FROM

SIMPSON GA2 WITH (6) #9x1-1/2"

SPACING 24" O.C.

(FLAT);

2x6 #2 SYP BLOCKING

SPACING 24" O.C.

BOTTOM CHORD EACH SIDE

EACH BLOCK TO TRUSS

(2) 16d COMMON TOE-NAILS

DOUBLE TOP PLATE;

AND NUT EACH END FROM BLOCKING TO

5/8" A307 BOLT WITH 2"x2"x1/4" WASHER

SPACING 24" O.C.

3" CLEAR BETWEEN SCREWS.

1.25" CLEAR FROM EDGE OF LUMBER.

3-1/2" SCREW) MAY REPLACE BOLT.

OPTION: (2) SIMPSON SDS25312 (1/4" x

AT CORNERS: (4) SIMPSON MSTA## - (2) EACH BEAM

POST TO BEAM: (2) SIMPSON MSTA##

P.T. POST; SEE PLANS

ADEQUATE BEARING AND STRAPPING

REQUIRED FOR BOTH BEAMS TO HAVE

PLANS. PLY JOINT OVER POST AS

BEAM EACH SIDE OF CORNER; SEE

ROD EXTENDING TO FOUNDATION

PROVIDE ADJACENT ALL-THREAD

WHEN UPLIFT EXCEEDS 1200#,

3"x3"x1/4" WASHER AND NUT

BEAM (SEE PLANS)

SOLID 2x STUD PACK UNDER BEAM

OF BEARING STUDS

2x STUD EACH SIDE dean.spencer.pe@gmail.com

AL #40501

FL #88877

MAXWELL M. SPENCER, PE

AL #29262, CA #3467

FL #44472, CA #9070

SECB (2006 TO MAR 2022)

DEAN A. SPENCER, PE

850.932.8730 (Voice)

GULF BREEZE, FL 32563

1197 TIGER TRACE BLVD

DEAN A. SPENCER ENGINEERING, INC.

NOT TO SCALE

MID-WALL BEAM POCKET DETAIL

WASHER AND NUT (SEE PLANS)

BEAM WITH TAKE-UP DEVICE OR 3"x3"x1/4"

ALL-THREAD ROD WITHIN 8" ADJACENT TO

END AND 32" O.C. OVER BEAM

SIMPSON SPH# WITHIN 6" OF BEAM

FRAMING BEARS DIRECTLY ABOVE BEAM.

STRAPS ARE NOT REQUIRED WHERE ROOF

TOP OF DOUBLE TOP PLATE. SIMPSON SPH#

NOTE: BEAM MAY BE PLACED FLUSH WITH

2x WALL FRAMING; TYPICAL

#2 SYP P.T. POST

(2) SIMPSON MSTA24

BEAM (SEE PLANS)

(2) SIMPSON MSTA24

#2 SYP P.T. POST

BEAM (SEE PLANS)

SIMPSON MTS24C ON EACH SIDE OF BEAM

DOUBLE 2x TOP PLATE; TYPICAL

PER TYPICAL SPECIFICATIONS

SPACING 24" O.C. - TOE-NAILS

AND FIRST INTERIOR TRUSS;

BETWEEN TRUSS OVER WALL

PROVIDE 2x BLOCKING

NOT TO SCALE

LEDGER CONNECTION DETAIL

LOWER ROOF TO WALL FRAMING

2x STUDS PER PLANS

FRAMING (16" O.C. MAX) PER SCHEDULE

ATTACHED TO EACH STUD IN THE WALL

2x8 #2 SYP LEDGER OR LARGER

2.25"

2"7 .2

M

IN

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U

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WEATHER PROOFING BETWEEN STRUCTURE AND LEDGER

CONTRACTOR IS RESPONSIBLE FOR ALL WATERPROOFING AND

3"

PROVIDE (2) 2x #2 SYP BLOCKING BETWEEN STUDS

SCREW CANNOT BE INSTALLED INTO STUD,

PENETRATION INTO MAIN STRUCTURE. WHERE

NOTE: SCREW SHALL HAVE MINIMUM 3"

2x8 #2 SYP LEDGER WITH (2) SIMPSON SDS25500 (1/4" x 5"); SPACING 16" O.C. MAX

ATTACHMENT SCHEDULE:

MANUFACTURER

TOP CHORD BEARING TRUSS AND CLIP PER

ATTACHED TO LEDGER WITH HANGER OR WITH

ENGINEERED TRUSSES BY MANUFACTURER

NOT TO SCALE

GABLE END CEILING DIAPHRAGM DETAIL

TRUSS MANUFACTURER

VERTICAL BLOCKS OR PER

2x4 RAT RUNS SET OVER

WITH (2) 16D COMMON NAILS; TYPICAL.

BETWEEN TRUSS BOTTOM CHORDS. TOENAIL

O.C. (OR LESS) FROM GABLE END BACK 6'-0"

2x4 #2 SYP VERTICAL BLOCKING SPACED AT 48"

IF/AS REQUIRED BY TRUSS MANUFACTURER.

TRUSS VERTICALS TO WALL FRAMING BELOW

SIMPSON MSTA24; SPACING 48" O.C. FROM

BE CONTINUOUS ACROSS JOINT

SHEATHING ON GABLE FACE SHALL

POINTS OF GABLE END

BOTTOM TO TOP: 2x4 #2 S.Y.P. "X" BRACING AT QUARTER

48" O.C. AND QUARTER POINTS OF GABLE END.

TOP TO BOTTOM: 2x4 #2 SYP DIAGONAL BRACE; SPACING

WRAPPED W/ BREAK METAL

2x6 #2 S.Y.P. FASCIA

O.C. (UP TO 24" OVERHANG MAX)

2x4 #2 S.Y.P. OUTLOOK; SPACING 24"

15/32" PLYWOOD

EXTERIOR CEILINGS: 7/16" OSB OR

INTERIOR CEILINGS: 5/8" GYP. BD.

SEE PLANS

ASSUMED TO BE SPACED AT 24" O.C.

GABLE END TRUSS WITH VERTICALS

SIMPSON H2.5A AT EACH OUTLOOKER

ROOF DECKING

TRUSSES; SPACING 24" O.C.

PRE-ENGINEERED ROOF

FOR ALL GABLE END AND MONOSLOPE END ROOFS.

EXTERIOR WALL AND/OR PORCH BEAMS. APPLICABLE

STRAPPING DOES NOT ALIGN WITH STUD FRAMING BELOW.

ADD 2x #2 SYP BLOCKING BETWEEN STUDS AS REQUIRED WHEN

TO CEILING BLOCKING BETWEEN TRUSSES.

CHORD OF TRUSS FROM WALL FRAMING BELOW

SIMPSON LSTA36 WRAPPED OVER BOTTOM

DEADWOOD; TYPICAL

TRUSS VERTICALS WHERE REQUIRED.

SHIFT BLOCKING TO AVOID INTERACTION WITH

6/20/2025

E s c a m b ia

C o u n ty

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F lo ri d a

M il to n

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This item has been digitally signed and sealed by Maxwell M.

Spencer, PE on 6/25/2025 using a Digital Signature. Printed

WINDSTORM OSB SHEATHING

FULL HEIGHT 7/16"

FOUNDATION

FOUNDATION

NOT TO SCALE

(WINDSTORM OSB) OPTION

WALL SHEATHING DETAIL

HEADER AT 3" O.C.

8d COMMON NAILS BOTTOM OF

HEADER PER PLANS AND TABLE,

O.C. ALONG INTERIOR

8d COMMON NAILS 8"

O.C. ALONG SIDES

8d COMMON NAILS 4"

ALONG BOTTOM PLATE

8d COMMON NAILS 3" O.C.

MANUFACTURER (INSTALL EXTERIOR SIDE)

HURRICANE CLIPS PER TRUSS

ATTACHED TO DBL. TOP PLATE W/

PRE-ENGINEERED ROOF TRUSSES

8d COMMON RING SHANK NAILS 6" O.C. ALONG INTERIOR

ROOF DECKING - SEE NOTES

8d COMMON RING SHANK NAILS 3" O.C. ALONG EDGES

8d COMMON NAILS 4"-1/2 O.C. ALONG LOWER TOP PLATE

8d COMMON NAILS 4" O.C. ALONG UPPER TOP PLATE

8d COMMON NAILS AT 3" O.C.

P.T. 2x #2 S.Y.P. SILL PLATE U.N.O.

R E

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SHEET NUMBER:

DATE:

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P R

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S /D

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A L

(ALL-THREAD REQUIRED AT ALL LOCATIONS AS SPECIFIED ON THESE DETAILS)

OPTION 1: ALL-THREAD TIE-DOWN SYSTEM

Dean A.

Spencer

Engineering, Inc.

#9070

Authorization

#44472

#88877

CHECKED BY: MMS

DRAWN BY: MMS

(ALL-THREAD LOCATION AS LABELED ON PLANS AND PER ADDITIONAL NOTES)

OPTION 2: WINDSTORM OSB TIE-DOWN SYSTEM

WALL PLATE TO TRUSS JOINT; PROVIDE PANELS TALLER THAN THE WALL SYSTEM AS REQUIRED.

CONTINUOUS SPAN. WINDSTORM PANELS AT GABLE END WALLS SHALL EXTEND ACROSS THE GABLE END

8. WINDSTORM OSB PANELS SHALL EXTEND FULL HEIGHT FROM BOTTOM PLATE TO DBL TOP PLATE IN ONE

7. 1/2" ALL-THREAD SHALL BE LOCATED EACH SIDE OF EACH PLATE HEIGHT CHANGE.

A) OPENINGS EXCEEDING 72" IN WIDTH SHALL BE STRAPPED PER ALL-THREAD TIE-DOWN SYSTEM DETAILS.

6. 1/2" ALL-THREAD SHALL BE LOCATED EACH SIDE OF ALL OPENINGS EXCEEDING 72" IN WIDTH.

5. 1/2" ALL-THREAD SHALL BE LOCATED PER GARAGE DOOR DETAILS AS REQUIRED; SEE DETAILS.

4. 1/2" ALL-THREAD SHALL BE LOCATED WITH 8" FROM EACH BEAM POCKET FOR ALL PORCH BEAMS; SEE DETAIL.

WINDSTORM OSB TIE DOWN SYSTEMIS NOT USED.

3. 1/2" ALL-THREAD SHALL BE LOCATED AT ALL INTERIOR BEARING WALLS (PER ALL-THREAD DETAILS) WHERE

2. 1/2" ALL-THREAD SHALL BE LOCATED AT ALL GIRDER TRUSSES WHEN UPLIFT EXCEEDS 1200#.

1. 1/2" ALL-THREAD SHALL BE LOCATED 8" EACH END OF EACH SHEAR WALL (SEE FLOOR PLAN FOR LOCATIONS).

WINDSTORM OSB TIE-DOWN ADDITIONAL NOTES:

9. BLOCKING SHALL BE INSTALLED WHEN *PANEL-WIDTH IS LESS THAN THE SPECIFIED WIDTH BELOW.

5) WALLS EXCEEDING 10'-1" IN HEIGHT SHALL BE BLOCKED AT MIDSPAN MINIMUM.

4) *PANEL-WIDTH - WALL WIDTH BETWEEN OPENING AND CORNER AND WALL WIDTH BETWEEN OPENINGS.

3) 10'-1" WALLS: PANEL-WIDTH 5'-0" AND LESS SHALL BE BLOCKED AT MIDSPAN.

2) 9'-1" WALLS: PANEL-WIDTH 4'-6" AND LESS SHALL BE BLOCKED AT MIDSPAN.

1) 8'-1" WALLS: PANEL-WIDTH 4'-0" AND LESS SHALL BE BLOCKED AT MIDSPAN.

WINDSTORM OSB SHEATHING

BE INSTALLED ON SAME SIDE AS

SIMPSON HURRICANE CLIP SHALL

TO DOUBLE TOP PLATE INTERIOR SIDE

SHALL BE INSTALLED AT 32" O.C. FROM STUD

SIDE OF WALL; SIMPSON SDWC15600 SCREW

IF HURRICANE CLIP IS INSTALLED ON INTERIOR

NOT TO SCALE

HURRICANE CLIP TO WALL DETAIL

WINDSTORM OSB TIE-DOWN

EXTERIOR SIDE)

TRUSS MANUFACTURER (INSTALL

PLATE W/ HURRICANE CLIPS PER

TRUSSES ATTACHED TO DBL. TOP

PRE-ENGINEERED ROOF

WINDSTORM OSB SHEATHING

FULL HEIGHT 7/16"

OPENING AND 3"x3"x1/4" WASHER AND NUT

AND WITHIN 8" OF EACH CORNER AND

WITH 5/8"x12" J-BOLT; SPACING 48" O.C.

P.T. 2x #2 S.Y.P. SILL PLATE

SHEATHING NOTES)

OSB TIE-DOWN NOTES AND

(SEE ADDITIONAL WINDSTORM

PANEL WIDTHS ARE NOT MET.

2x BLOCKING WHEN MINIMUM

OPENING AND 3"x3"x1/4" WASHER AND NUT

AND WITHIN 8" OF EACH CORNER AND

WITH 5/8"x12" J-BOLT; SPACING 48" O.C.

P.T. 2x #2 S.Y.P. SILL PLATE

PER HEADER AND STUD TABLE

NUMBER OF JACK AND KING STUDS

SDWC15600 SCREW SPACING TO 16" O.C.

EQUAL TO 36', INCREASE SIMPSON

IF ROOF SPAN IS GREATER THAN OR

NOTE: SPECIFIC HEADER CALLOUTS AS NOTED ON THE PLANS OVERRIDE TABLE ABOVE.

AVAILABLE HEADER OPTIONS AS NECESSARY.

REFERENCED, HEADER SIZE MAY BE REDUCED. COORDINATE WITH E.O.R. FOR ADDITIONAL

WHERE FLOOR AND/OR ROOF SPANS ARE SIGNIFICANTLY SMALLER THAN THE ABOVE

NOTE: OPENINGS SUPPORTING A GIRDER TRUSS SHALL BE 2-PLY 1-3/4" x 11-7/8" LVL MINIMUM.

OPENINGS EXCEEDING 13'-0": SEE FLOOR PLAN FOR HEADER SIZE.

OPENING SIZE 10'-1" TO 13'-0" - 2-PLY 1-3/4" x 11-7/8" LVL

OPENING SIZE 7'-1" TO 10'-0" - (3) 2x12 OR 2-PLY 1-3/4" x 9-1/4" LVL

OPENING SIZE 5'-1" TO 7'-0" - (2) 2x12 OR (3) 2x10

OPENING SIZE 3'-1" TO 5'-0" - (2) 2x10 OR (3) 2x8

OPENING SIZE 3'-0" OR LESS - (2) 2x8 OR (3) 2x6

TOP FLOOR OF STRUCTURE BEARING ROOF SYSTEM UP TO 40' TRUSS SPAN:

**HEADERS SHALL BE INSTALLED AT TOP OF OPENING AS SHOWN ON DETAILS.**

**HEADERS SHALL BE ASSEMBLED AS A SOLID MEMBER - NO SPACES BETWEEN COMPONENTS.**

OPENING HEADER REQUIREMENTS SPAN TABLE:

4414'-1" TO 18'-0"

3310'-1" TO 14'-0"

236'-1" TO 10'-0"

224'-1" TO 6'-0"

21LESS THAN OR EQUAL TO 4'-0"

# KING STUDS# JACK STUDSOPENING SIZE

JACK (HEADER) AND KING STUD REQUIREMENTS:

FOUNDATION

SIMPSON LSTA18

NOT TO SCALE

STRAPPING DETAIL (ALL-THREAD)

HEADER CONNECTION &

TRUSS MANUFACTURER

W/ HURRICANE CLIPS PER

ATTACHED TO DBL. TOP PLATE

ENGINEERED ROOF TRUSSES

UNLESS NOTED OTHERWISE

STUDS; SPACING 16" O.C.

IF REQUIRED, 2x CRIPPLE

EACH HEADER STUD

SIMPSON LSTA18 AT

HEADER PER PLANS AND TABLE

OR CRIPPLE AT 32" O.C.

TOP PLATE TO HEADER

SIMPSON SPH# AT DBL.

PER HEADER AND STUD TABLE

NUMBER OF JACK AND KING STUDS

WINDOW SILL FRAMING AS REQUIRED

1/2" ALL-THREAD

OF EACH SIDE OF OPENING

COUPLED TO J-BOLTS WITHIN 8"

OPENING AND 3"x3"x1/4" WASHER AND NUT

AND WITHIN 8" OF EACH CORNER AND

WITH 5/8"x12" J-BOLT; SPACING 48" O.C.

P.T. 2x #2 S.Y.P. SILL PLATE

FOUNDATION

UNLESS NOTED OTHERWISE

2x STUDS; SPACING 16" O.C.

O.C. ALONG INTERIOR

8d COMMON NAILS 8"

ALONG EDGES AT BLOCKING

8d COMMON NAILS 4" O.C.

O.C. ALONG INTERIOR

8d COMMON NAILS 8"

O.C. ALONG EDGES

8d COMMON NAILS 4"

SHEATHING SEAM

2x BLOCKING AT

TRUSS MANUFACTURER

W/ HURRICANE CLIPS PER

ATTACHED TO DBL. TOP PLATE

ENGINEERED ROOF TRUSSES

ROOF DECKING

NAILS 3" O.C. ALONG EDGES

8d COMMON RING SHANK

6" O.C. ALONG INTERIOR

8d COMMON RING SHANK NAILS

NOT TO SCALE

(ALL-THREAD)

WALL SHEATHING DETAIL

COUPLED TO J-BOLTS

1/2" ALL-THREAD

OPENING AND 3"x3"x1/4" WASHER AND NUT

AND WITHIN 8" OF EACH CORNER AND

WITH 5/8"x12" J-BOLT; SPACING 48" O.C.

P.T. 2x #2 S.Y.P. SILL PLATE

PER SHEATHING NOTES

STRUCTURAL WALL SHEATHING

8d COMMON NAILS 4-1/2" O.C. ALONG LOWER TOP PLATE

8d COMMON NAILS 4" O.C. ALONG UPPER TOP PLATE

NOT TO SCALE

(WINDSTORM OSB) OPTION

HEADER CONNECTION

P.T. 2x #2 S.Y.P. SILL PLATE

AND 3"x3"x1/4" WASHER AND NUT

WITHIN 8" OF EACH CORNER AND OPENING

WITH 5/8"x12" J-BOLT; SPACING 48" O.C. AND

NOT TO SCALE

2x SINGLE STORY WALL SECTION

SPF STUDS; SPACING 16" O.C. OR 2x4 #2 SPF STUDS; SPACING 12" O.C.

WALLS EXCEEDING 9'-1" PLATE HEIGHT SHALL BE FRAMED WITH 2x6 #2

UP TO 9'-1" PLATE HEIGHT: 2x4 #2 SPF STUDS; SPACING 16" O.C.

WALL FRAMING SCHEDULE (UNLESS NOTED OTHERWISE):

SEE FOUNDATION DETAILS

1/2" ALL-THREAD

OF CORNERS AND OPENINGS

BOLT AT 48" O.C. & 8" EACH SIDE

COUPLED TO "J"

REDUCING COUPLING NUT

FINISHED GRADE

(UNLESS NOTED OTHERWISE)

TYPICAL SPACING AT 16" O.C.

2x STUDS PER WALL FRAMING SCHEDULE

1/2" GYP. BD.

APPROVED INSULATION

5/8" GYP. BD.

MANUFACTURER SPECIFICATIONS

SIMPSON HURRICANE CLIP PER TRUSS

CONT. DRIP EDGE

SEE ARCHITECTURAL

BY TRUSS MANUFACTURER

PRE-ENGINEERED ROOF TRUSSES

PER FBC 2023; SECTION 1203.2

ATTIC VENTILATION SHALL BE PROVIDED

UNDERLAYMENT PER FBC 2023, SECTION 1507.1.1.

APPROVED SHINGLES OVER AN APPROVED

APPROVED INSULATION

ALL-THREAD RODS SHALL BE INSTALLED PER NOTES AND DETAIL.

8d COMMON NAILS AT 3" O.C. ALONG BOTTOM PLATE

8d COMMON NAILS AT 4" O.C. ALONG EDGE

8d COMMON NAILS AT 8" O.C. FIELD

8d COMMON NAILS AT 4-1/2" O.C. ALONG LOWER TOP PLATE

8d COMMON NAILS AT 4" O.C. ALONG UPPER TOP PLATE

FULL HEIGHT 7/16" WINDSTORM OSB SHEATHING:

TIE-DOWN OPTION-

OR 3"x3"x1/4" WASHER AND NUT

SIMPSON RTUD4B WITH SIMPSON BPRTUD3-4B

ENGINEER RECOMMENDED TAKE-UP DEVICE:

dean.spencer.pe@gmail.com

AL #40501

FL #88877

MAXWELL M. SPENCER, PE

AL #29262, CA #3467

FL #44472, CA #9070

SECB (2006 TO MAR 2022)

DEAN A. SPENCER, PE

850.932.8730 (Voice)

GULF BREEZE, FL 32563

1197 TIGER TRACE BLVD

DEAN A. SPENCER ENGINEERING, INC.

OR 3"x3"x1/4" WASHER AND NUT

SIMPSON RTUD4B WITH SIMPSON BPRTUD3-4B

ENGINEER RECOMMENDED TAKE-UP DEVICE:

OR 3"x3"x1/4" WASHER AND NUT

SIMPSON RTUD4B WITH SIMPSON BPRTUD3-4B

ENGINEER RECOMMENDED TAKE-UP DEVICE:

DOUBLE 2x TOP PLATE; TYPICAL

2x KING STUDS PER TABLE

2x JACK STUDS PER TABLE

DOUBLE 2x TOP PLATE; TYPICAL

UNLESS NOTED OTHERWISE

2x STUDS; SPACING 16" O.C.

DOUBLE 2x TOP PLATE; TYPICAL

UNLESS NOTED OTHERWISE

STUDS; SPACING 16" O.C.

IF REQUIRED, 2x CRIPPLE

8d COMMON NAILS AT 3" O.C.

WINDOW SILL FRAMING AS REQUIRED

8d COMMON NAILS AT 3" O.C.

2x HEADER STUDS PER TABLE U.N.O.

8d COMMON NAILS AT 4" O.C.

2x KING STUDS PER TABLE U.N.O.

NAILS AT 4.5" O.C.

LOWER TOP PLATE: 8d COMMON

NAILS AT 4" O.C.

UPPER TOP PLATE: 8d COMMON

DOUBLE 2x TOP PLATE U.N.O.

SHEATHING PER SHEATHING NOTES

2023, SECTION 1404.2 OVER STRUCTURAL

APPROVED MOISTURE BARRIER PER FBC

APPROVED EXTERIOR CLADDING OVER

DOUBLE 2x TOP PLATE; TYPICAL

PER FBC 2023, SECTION 1410.

APPROVED SOFFIT ASSEMBLY

WRAPPED W/ BREAK METAL

2x6 #2 S.Y.P. FASCIA

PER SHEATHING NOTES

STRUCTURAL ROOF SHEATHING

6/20/2025

E s c a m b ia

C o u n ty

P e n s a c o la

F lo ri d a

M il to n

R o a d

R e s id e n c e

This item has been digitally signed and sealed by Maxwell M.

Spencer, PE on 6/25/2025 using a Digital Signature. Printed