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N T 5 I D
PRE-ENGINEERED ROOF TRUSSES
FIBERGLA55
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vATION
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TABLE 1405.2
MINIMUM THICKNESS OF WEATHER COVERINGS
COVERING TYPE
MINIMUM THICKNESS
(inches)
Adhered masonry veneer
.025
Aluminum siding
0.019
Anchored masonry veneer
2.625
Asbestos -cement boards
0.125
Asbestos shingles
0.156
Cold -rolled copper
0.0216 nominal
Copper shinglesd
0.0162 nominal
Exterior plywood (with sheathing)
0.313
Exterior plywood (without
sheathing)
See Section 2304.6 (HVHZ,
see Section 2322)
Fiber cement lap siding
0.25 c
Fiber cement panel siding
0.25 c
Fiberboard siding
.05
Glass -fiber reinforced concrete
panels
.375
Hardboard siding c
025
High -yield copperd
0.0162 nominal
Lead -coated copperd
0.0216 nominal
Lead -coated high -yield copper
0.0162 nominal
Marble slabs
1
Particleboard (with sheathing)
See Section 2304. 6(HVHZ,
see Section 2315. 1. 11)
Particleboard (without sheathing)
See Section 2304.6 (HVHZ,
see Section 2315. 1. 11)
Porcelain Tile
0.025
Precast stone facing
0.625
Steel (approved corrosion resistant)
0.0149
Stone (cast artificial anchored)
1.5
Stone (natural)
2
Structural glass
.344
Stucco or exterior Portland cement
plaster
Three -coat work over:
Metal plaster base
0.875 b nominal
Unit masonry
0.625 b nominal
Cast -in -place or precast concrete
0. 625b nominal
Two -coat work over:
Unit masonry
0.5 b nominal
Cast -in -place or precast concrete
0.375 b nominal
Terra cotto (anchored)
1
Terra cotto (adhered)
0.25
Vinyl siding
0.035
Wood shingles
0.375
Wood siding (without sheathing)
0.5
For SI: 1 inch = 25.4 mm.
a. Wood siding of thicknesses less than 0.5 inch shall be placed over
sheathing that conforms to Section 2304.6. (HVHZ, see Section 2322)
b. Exclusive of texture.
c. As measured at the bottom of decorative grooves.
d. 16 ounces per square foot for cold -rolled copper and lead -coated
copper,12 ounces per square foot for copper shingles, high -yield copper
and leadcoated high -yield copper.
SECTION R704
INSPECTION FOR TERMITES
In order to provide for inspection for termite infestation, clearance
between exterior wall coverings and final earth grade on the exterior of
a building shall not be less than 6 inches (152 mm).
Exceptions:
1. Paint or decorative cementitious finish less than 8 inch (17.1 mm)
thick adhered directly to the masonry foundation sidewall.
2. Access or vehicle ramps which rise to the interior finish floor
elevation for the width of such ramps only.
3. A 4-inch (102 mm) inspection space above patio and garage slabs and
entry areas.
4. If the patio has been soil treated for termites, the finish
elevation may match the building interior finish floor elevations on
masonry construction only.
5. Masonry veneers constructed in accordance with Section R318.4.
ALL WC)K HCooeswio,�
NO THE L�t�Tfil� �ol G � C�w � a�
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TABLE 2308. 7. 3. 1
RAFTER TIE CONNECTIONS g
RAFTER SLOPE
TIE SPACING
(inches)
NO SNOW LOAD Roof span
( feet)
12 20 28
36
Required number of 16d common (3j"
x 0. 162") nails a, b per
connection c, d, e, f
12
4
6
8
10
16
5
7
10
13
3: 12
24
7
11
15
19
32
10
14
19
25
48
14
21
29
37
12
3
4
5
6
16
3
5
7
8
4: 12
24
4
7
10
12
32
6
9
13
16
48
8
14
19
24
12
3
3
4
5
16
3
4
5
7
5: 12
24
4
6
8
10
32
5
8
10
13
48
7
11
15
20
12
3
3
3
4
16
3
3
4
5
7: 12
24
3
4
6
7
32
4
6
8
10
48
5
8
11
14
12
3
3
3
3
16
3
3
3
3
12: 12
24
3
3
3
4
32
3
3
4
5
48
3
4
6
7
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound
per square foot = 47.8 N/m2.
a. 40d box ( 5" x 0. 162, ) or 16d
sinker (31" x 0. 148") nails are permitted' to be
substituted for 16d common (3j" x 0. 16") nails.
b.Nailing requirements are permitted to be reduced 25
percent if nails are clinched.
c.Rafter tie heel joint connections are not required
where the ridge is supported by a load -bearing wall,
header or ridge beam.
d.When intermediate support of the rafter is provided
by vertical struts or purlins to a load -bearing wall,
the tabulated heel joint connection requirements are
permitted to be reduced proportionally to the reduction
in span.
e.Equivalent nailing patterns are required for ceiling
joist to ceiling joist lap splices.
f.Connected members shall be of sufficient size to
prevent splitting due to nailing.
g.For snow loads less than 30 pounds per square foot,
the required number of nails is permitted to be reduced
by multiplying by the ratio of actual snow load plus 10
divided by 40, but not less than the number required
for no snow load.
Truss Systems Engineering by others
TRUSS MANUFACTURER TO
PROVIDE SIGNED AND
SEALED TRUSS DRAWINGS
INCLUDING BRACING
DETAILS.
■
Simpson H10A (or equal)
Installed per Manuf. specs.
Uplift is less than 1340 Lbs.
II
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rZ V A T I O N
PRE-ENGINEERED ROOF TRUSSES CONY. FR4MING
----------------------------------
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SHIWzLES
-------------- _ _ CL.G. HGT.
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vATION
son H10A (or equal)
a [led per Manuf. specs.
Ft is less than 1340 Lbs.
ATTIC VENTILATION - FLORIDA BUILDING CODE
Total Area Under Roof
312.00
Square Feet (SF)
Total Required Ventilation
2.08
SF
Total Area / 150
Area
Total Required Ventilation
1.04
SF
Reqd Area 12
Area at Soffits
Total Required Ventilation
1.04
SF
Reqd Area / 2
Area at Roof
Overhang Dirnension
2.00
Feet
Ventilation Examples -Owens Corning
Ventilation
Required
At Soffit
Units
Units
Capacity
Vent
Triple 4" Center Vent
1.56
sq in / ft
48.00
Feet
Triple 4" Full Vent
4.68
sq in / ft
16.00
Feet
Double 5" Full Vent
425
sq in / ft
21.15
Feet
Ventilation
Required
At Roof
Units
Units
Capacity
Vent
Ventsure Metal Dome
144
sq in
2
Vents
w ith Screen
Ventsure high Profile
Slant Back Roof Vent w/
50
sq in
3
Vents
Exterior Louver
Ventsure Plastic Slant
Back Roof Vent wJ
61
sq in
3
Vents
Interior Louver
Ventsure Rigid Strip
Ridge Vent, Externally
15
sq in / ft
10
Feet
Baffled
WIND DE51GN INFORMATION
I. Wind Speeds of 1313 MPH Vult 4 108 MPH Vasd
2. Risk Category = II
3. Exposure Category B
4. Enclosed Building, (GCpi = +/- 0.18)
5. Component 8 Cladding Pressures (PSF).
R = 18.2,-1&Yo' W = 332,-43.4 OH= -110.6
NOTE- WIND LOAD CALCULATIONS ARE BASED ON
'WORST CASE' . ALL CONNECTORS WILL BE UNIFORM
FOR SIMILAR USES.
THIS STRUCTURE HAS BEEN DESIGNED TO WITHSTAND
INTERNAL PRESSURES, ENCLOSED BUILDING.
i
2319. 17. 1. 2
Where a ceiling is to be attached directly to the underside of trusses,
the trusses shall be laterally braced with continuous 1-inch by 4-inch
(25 mm by 102 mm) members nailed with 8d common nails to the upper side
of the bottom chord at panel points but not to exceed 10 feet (3 m)
apart. This lateral bracing shall be restrained at each end and at
20-foot (6 m) intervals. Drywall may be considered a rigid ceiling in
enclosed areas where it is protected from the elements. The drywall
ceiling is not to be considered a ceiling diaphragm.
n-A noncr DDnnTnin ra DTnnE"
TOP/BOTTOM CHORD GABLE
END BRACING @ 48" 0. C. MAX
FOR THE FIRST 4 ROWS OF
TRUSSES
u
n
z
CONT. BOTTOM CHORD
BRACING (1"x4" MIN.) @
10' -0" MAX.
SEE TRUSS SYSTEM ENGINEERING DRAWINGS FOR ANY
ADDITIONAL BRACING OR CROSS BRACING REQUIREMENTS
REQ. MINIMUM TRUSS BRACING
GABLE
2"X4" Vertical Brace
added to every Vertical
over 4' in length. Brace
to be minimum 8051. length
of Vertical Truss Member.
Fasten Brace to Vertical
w/16d Common Nails 12" o.c.
END TRUSS
END
2 "X4" Nailer -
Lateral Bracing installed per
Pre-engineered Truss Plans
24" O.G.
2X4x8 LATERAL
BRACING CONTINOUS
a 48" O.C.
) 16d NAILS
DIAGONAL BRACE DETAIL
Typical Interior Truss
" S.R Gypsum Ceiling Board
Bottom Chord of Truss
fastened to wall top plate
w/166 common Nails
6 12 "o.c.
Wa I I Studs
Simpson LST18 (or equal)
fastened w/ 14-10d Nails.
TYPICAL END TRUSS TO FRAME WALL DETAIL
SCALE: NTS
BUILDING CONSTRUCTION NOTES
1. This single family dwelling is to the roth Edition (2011) FEBC (Florida Building Code) type
construction requirements. Construction shall comply with local County and state agencies.
2. All openings around walls, partitions, pipes, ducts, conduits etc_, shall be sealed fully
and sound proofed with sealants of type for application.
3. Painting_ All surfaces shall be properly prepared and cured to manufacturer's
instruction prior to painting. Paint shall be "first line" produced by PORTER, SHERWIN
WILLIAMS, or equal with colors selected by the owner. All painted surfaces shall be
painted with materials appropriate for the application in a workmanship manner to the
paint manufacturer's instruction.
4. Caulk all exposed joints. Clean, prime, caulk and seal all joints between door and
window frames with DOW CORNING silicon of type for application. Use foam back-up
rods as required at wide joints. Use acoustical foam sealants by DAP or TREMCO at
sound proofing applications at openings or cracks.
5_ Energy Code - These plans where designed with common design practices_ However, this does not
guarantee that this plan will pass the "Florida Energy Code". These plans shall be reviewed by a
proper HVAC professional and shall pass the "Florida Energy Code" or recommendations from such
Professional shall be provided to the Home Designer (Corner Stone Design Group, Inc.) so as to
meet such requirements.
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DOOR SCHEDULE, OUT SWING DOORS
DOOR
DISCRPTION
FRAME
ROUGH OPENING
BLOCK
ROUGH
2868
34" x
80 7/8"
37" x
82 3/8"
3068
38" x
80 7/8"
41" x
82 3/8"
3068 w/ SINGLE 1068 LIGHT
51 1/2'
x 80 7/8"
54 1/2"
x 82 3/8"
3068 w/ DOUBLE 1068 LIGHT
65" x
80 7/8"
68" x
82 3/8"
6068
75" x
80 7/8"
78" x
82 3/8"
2880
34" x
96 7/8"
37" x
98 1/2"
3080
38" x
96 7/8"
41" x
98 1/2"
3080 w/ SINGLE 1080 LIGHT
51 1/2"
x 96 7/8"
54 1/2'
x 98 1/2"
3080 w/ DOUBLE 1080 LIGHTS
65" x
96 7/8"
68" x
98 1/2"
6080
75" x
96 7/8"
78" x
98 1/2"
6080 w/ DOUBLE 1080 LIGHTS
102 1/4"
x 96 7/8"
105 1/4"
x 98 1/2"
6080 w/ DOUBLE 3080 LIGHTS
150 1/4"
x 96 7/8"
153 1/4'
x 98 1/2"
6080 w/ DOUBLE 2880 LIGHTS
142 1/4"
x 96 7/8"
145 1/4'
x 98 1/2"
6080 w/ DOUBLE 1280 LIGHTS
69" x
96 7/8"
72" x
98 1/2"
*NOTE: THE ABOVE DOOR CHART FITS MOST DOOR MANUFACTURERS DOORS
HOWEVER THE CONTRACTOR SHALL VERIFY WITH CHARTS / DOCUMENTATION
PROVIDED WITH SPECIFIC DOOR MANUFACTURER
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III III � N
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III III �
III III
II II MASONRY O MASONRY TO
FRAME CO N. FRAME CONN.
II II
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f — — — — — — — — J L T — T — T r — — — — — — — — — — — F r — — — — — —
I I I I I I I I I I I I 1` 1a star I
I I I I I Bedroom
I
I I I I I I I I I I I 13'-01, X 19'-1" j
I I I I I I _
L— _, J I I j j �� I I I I 8'-0" CLG. HGT. 1 1
I I I I I I I WH
1 1 I I
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WINDOW ROUGH OPENING CHART
WINDOW
BLOCK CONSTRUCTION
(1/2" FLANC-tE)
FRAME CONSTRUCTION
(1/2" FLANCzE)
CODE
WIDTH
HEIGHT
WIDTH
HEIGHT
12 SH
19 7/8'"
x
26"
19 1/4" x
26 1/4'
13 SH
1 19 7/8'"
x
38 3/8-
19 1/4" x
38 5 8'
14 SH
19 7/8'"
x
50 5/8'
19 1/4' x
50 7/8'
15 SH
19 7/8—
x
63"
19 1/4" x
63 1/4'
16 SH
19 7/8""
x
76 3 4"
19 1/4- x
76 3 4"
H32 SH
27 1/4'
x
26'
26 5/8" x
26 1/4'
H33 SH
27 1/4'
x
38 1/4'
26 5/8" x
38 5/8'
H34 SH
27 1/4'
x
50 5 8'
26 5/8" x
50 7 8'
H35 SH
27 1/4'
x
63"
26 5/8" x
63 1 4'
H36 SH
1 27 1/4'
x
76 3 4'
26 5/8' x
76 3 4'
22 SH
37 3 4"
x
26"
37 1 8" x
26 1 4'
23 SH
37 3 4"
x
38 1/4'
37 1 8" x
38 5/8'
24 SH
37 3 4'
x
50 5/8'
37 1 8" x
50 7/8'
2WE SH
37 3 4"
x
56"
37 1/8 . x
56 1/4'
25 SH
37 3 4"
x
63"
37 1 8" x
63 1/4"
26 SH
37 3 4'
x
76 3 4'
37 1 8" x
76 3 4'
32 SH
53 7/8'
x
26"
53 1/4" x
26 1/4'
33 SH
53 7/8'
x
38 1/4-
53 1/4- x
38 5/8'
34 SH
53 7/8"
x
50 5/8'
53 1/4" x
50 7/8'
3WE SH
53 7/8"
x
56"
53 1/4" x
56 1/4"
35 SH
53 7/8"
x
63"
53 1/4" x
63 1/4'
36 SH
53 7/8"
x
76 3 4'
53 1 4' x
76 3/4-
(2) 22 SH's
74 3 4"
x
26'
CHECK WITH MANUF.
(2) 32 SH's
107'
x
26'
CHECK WITH MANUF.
2 23 SH's
74 3 4'
x
38 1/4-
CHECK WITH MANUF.
(2) 33 SH's
107"
x
38 1/4'
CHECK WITH MANUF.
(2) 24 SH's
74 3 4'
x
50 5/8'
CHECK WITH MANUF.
(2) 34 SH's
107"
x
50 5/8'
CHECK WITH MANUF.
2 25 SH' s
74 3 4"
x
63"
CHECK WITH MANUF.
(2) 35 SH's
107"
x
63"
CHECK WITH MANUF.
*NOTE: THE ABOVE WINDOW CHART FITS MOST WINDOW MANUFACTURERS
WNDOWS HOWEVER THE CONTRACTOR SHALL VERIFY WITH CHARTS /
DOC -ETITATION PROVIDED WITH SPECIFIC WINDOW MANUFACTUIRER
LECsEND
DOOR SIZE FEET (HGT. V-8"
UNLESS NOTED OTHERWISE)
DOOR SIZE INCHES
PH
PRE -HUNG (PH) or WRAP (W)
or POCKET (FKT)
WINDOW SIZE
3� SH
0 FRAME WALL
• TIE MAX BOLTS 9 6'-O" O.C. 4
12" FROM ANY CORNER
EXISTING
EX. LIVING : 124ro SF
EX. FRONT f ORGN. (0 (0 SF
EX. TOTAL: 1312 SF
NEW TOTAL
EX.
LIVING :
1201
SF
NEW
LIVING
312
SF
NEW
/ EX. LIVING :
1513
SF
EX.
FRONT PORCH:
(o(o
SF
NEW
TOTAL:
15i9
SF
%OJ
I
II II
III III
III III
III III
III III
II II
II II %
III— — ----------I --------- L -- —--—----- --- —_— —
T T T� �r I I I
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LEGEND
r---� EXISTING WALL OR ITEM
L—_—J
EXISTING WALL OR ITEM
TO BE REMOVED
FRAMINCs NOTES:
ALL INTERIOR DIMENSIONS ARE GIVEN TO THE INDICATED
CENTER OF THE STUD UNLESS NOTED OTHERWISE.
ALL EXTERIOR DIMENSIONS ARE GIVEN TO THE FACE OF THE
STUD OR FACE OF BLOCK (AS APPROPRIATE) WHICH LINES
WITH THE FOUNDATION BELOW.
ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE
PRESSURE TREATED OR APPROVED CEDAR, OR HAVE 15 LB.
FELT BARRIER.
SEE SHEETS - S1, S2 AND ADDITIONAL "S" SHEETS
FOR ADDITIONAL STRUCTURAL DETAILS / NOTES
R602.1 GENERAL. WOOD AND WOOD -BASED PRODUCTS USED
FORLOAD-SUPPORTING PURPOSES SHALL CONFORM TO THE
APPLICABLE PRO -VISIONS OF THIS SECTION.
R602. 1. 1 SAWN LUMBER_ SAWN LUMBER SHALL BE
IDENTIFIEDBY A GRADE MARK OF AN ACCREDITED LUMBER
GRADING ORINSPECTION AGENCY AND HAVE DESIGN VALUES
CERTIFIED BY ANACCREDITATION BODY THAT COMPLIES WITH
DOC PS 20. IN LIEUOF A GRADE MARK, A CERTIFICATION OF
INSPECTION ISSUED BY ALUMBER GRADING OR INSPECTION
AGENCY MEETING THE REQUIRE-MENTS OF THIS SECTION SHALL
BE ACCEPTED.
R602. 1. 2 END -JOINTED LUMBER. APPROVED
END-JOINTEDLUMBER IDENTIFIED BY A GRADE MARK
CONFORMING TO SECT ONR602.1 SHALL BE PERMITTED TO BE
USED INTERCHANGEABLY WITHSOLID-SAWN MEMBERS OF THE
SAME SPECIES AND GRADE. END -JOINTED LUMBER USED IN AN
ASSEMBLY REQUIRED ELSEWHERE INTHIS CODE TO HAVE A
FIRE -RESISTANCE RATING SHALL HAVE THE
DES-IGNATION "HEAT RESISTANT
ADHESIVE" OR "HRA" INCLUDED INITS GRADE MARK.
R602.1.3 STRUCTURAL GLUED -LAMINATED TIMBERS.
GLUED -LAMINATED TIMBERS SHALL BE MANUFACTURED AND
IDENTIFIED ASREQUIRED IN ANSI/AITC A190.1 AND ASTM
D3737.
R602.1.4 STRUCTURAL LOG MEMBERS. STRUCTURAL LOG
MEM-BERS SHALL COMPLY WITH THE PROVISIONS OF ICC 400.
R602. 1. 5 STRUCTURAL COMPOSITE LUMBER.
STRUCTURALCAPACITIES FOR STRUCTURAL COMPOSITE LUMBER
SHALL BE ESTAB-LISHED AND MONITORED IN ACCORDANCE WITH
ASTM D5456.
R602.1.6 CROSS -LAMINATED TIMBER. CROSS -LAMINATED
TIM-BER SHALL BE MANUFACTURED AND IDENTIFIED AS
REQUIRED BYANSI/APA PRG 320.
R602.1.7 ENGINEERED WOOD RIM BOARD. ENGINEERED WOODRIM
BOARDS SHALL CONFORM TO ANSI/APA PRR 410 OR SHALLBE
EVALUATED IN ACCORDANCE WITH ASTM D7672.
STRUCTURALCAPACITIES SHALL BE IN ACCORDANCE WITH
EITHER ANSI/APAPRR 410 OR ESTABLISHED IN ACCORDANCE
WITH ASTM D7672.RIM BOARDS CONFORMING TO ANSI/APA PRR
410 SHALL BEMARKED IN ACCORDANCE WITH THAT STANDARD.
R602.1 GENERAL. WOOD AND WOOD -BASED PRODUCTS USED
FORLOAD-SUPPORTING PURPOSES SHALL CONFORM TO THE
APPLICABLE PRO -VISIONS OF THIS SECTION.
R602.1.8 WOOD STRUCTURAL PANELS. WOOD STRUCTURAL
PANELSHEATHING SHALL CONFORM TO DOC PS 1, DOC PS 2 OR,
WHENMANUFACTURED IN CANADA, CSA 0437 OR CSA 0325.
PANELSSHALL BE IDENTIFIED FOR GRADE, BOND
CLASSIFICATION, AND PER-FORMANCE CATEGORY BY A GRADE
MARK OR CERTIFICATE OFINSPECTION ISSUED BY AN APPROVED
AGENCY.
R602.1.9 PARTICLEBOARD. PARTICLEBOARD SHALL CONFORM
TOANSI A208.1. PARTICLEBOARD SHALL BE IDENTIFIED BY
THEGRADE MARK OR CERTIFICATE OF INSPECTION ISSUED BY
ANAPPROVED AGENCY.
R602.1.10 FIBERBOARD. FIBERBOARD SHALL CONFORM TOASTM
C208. FIBERBOARD SHEATHING, WHERE USED STRUCTUR-ALLY,
SHALL BE IDENTIFIED BY AN APPROVED AGENCY AS
CON -FORMING TO ASTM C208.
R602.2 GRADE. STUDS SHALL BE A MINIMUM NO. 3, STANDARD
ORSTUD GRADE LUMBER.
EXCEPTION: BEARING STUDS NOT SUPPORTING FLOORS AND
NON -BEARING STUDS SHALL BE PERMITTED TO BE UTILITY
GRADE LUMBER,PROVIDED THE STUDS ARE SPACED IN
ACCORDANCE WITH TABLER602. 3( 5)
R602.3 DESIGN AND CONSTRUCTION. EXTERIOR WALLS OF
WOOD -FRAME CONSTRUCTION SHALL BE DESIGNED AND
CONSTRUCTED INACCORDANCE WITH THE PROVISIONS OF THIS
CHAPTER AND F I GURESR602. 3(1) AND R602. 3(2) , OR IN
ACCORDANCE WITH AWC NDS.COMPONENTS OF EXTERIOR WALLS
SHALL BE FASTENED IN ACCORDANCEWITH TABLES R602.3(1)
THROUGH R602.3(4). WALL SHEATHINGSHALL BE FASTENED
DIRECTLY TO FRAMING MEMBERS AND, WHEREPLACED ON THE
EXTERIOR SIDE OF AN EXTERIOR WALL, SHALL BE CAPA-BLE
OF RESISTING THE WIND PRESSURES LISTED IN TABLE
R301. 2( 2) ADJUSTED FOR HEIGHT AND EXPOSURE USING TABLE
R301.2(3) ANDSHALL CONFORM TO THE REQUIREMENTS OF
TABLE R602.3(3). WALLSHEATHING USED ONLY FOR EXTERIOR
WALL COVERING PURPOSES SHALLCOMPLY WITH SECTION R703.
STUDS SHALL BE CONTINUOUS FROM SUPPORT AT THE SOLE
PLATE TO ASUPPORT AT THE TOP PLATE TO RESIST LOADS
PERPENDICULAR TO THEWALL. THE SUPPORT SHALL BE A
FOUNDATION OR FLOOR, CEILING ORROOF DIAPHRAGM OR SHALL
BE DESIGNED IN ACCORDANCE WITHACCEPTED ENGINEERING
PRACTICE.
EXCEPTION: JACK STUDS, TRIMMER STUDS AND CRIPPLE STUDS
ATOPENINGS IN WALLS THAT COMPLY WITH TABLES R602.7(1)
ANDR602. 7(2) .
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(I.) ALL WORK TO BE DONE ACCORDING TO 6th Edition (2011) FEBC (Florida Building Code)
(2.) ASSUMED SOIL BEARING CAPACITY TO BE 2000 PSF. SOIL CAPACITY TO BE
VERIFIED BY CONTRACTOR PRIOR TO CONSTRUCTION_ INFORM ENGINEER OF
VARIATIONS. FOOTINGS TO BE EXCAVATED TO CLEAN SOIL, FREE OF VEGETATION
AND DELETERIOUS MATTER. CONCRETE SHALL BE PLACED ON AN UNDISTURBED
BASE.
(3.) IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO DETERMINE ERECTION
PROCEDURE AND SEQUENCE TO INSURE THE SAFETY OF THE BUILDING AND ITS
COMPONENT PARTS DURING ERECTION. THIS INCLUDES, BUT IS NOT LIMITED TO, THE
ADDITION OF WHATEVER TEMPORARY BRACING, GUYS, OR TIE DOWNS THAT MAY
BE NECESSARY. SUCH MATERIAL SHALL BE REMOVED AND SHALL REMAIN THE
PROPERTY OF THE CONTRACTOR AFTER COMPLETION OF THE PROJECT.
(4.) ALL DIMENSIONS AND ELEVATIONS SHOWN ON THE STRUCTURAL DRAWINGS
SHALL BE VERIFIED AND SHALL CONFORM TO THE ARCHITECTURAL DRAWINGS.
(5.) CONCRETE :
MINIMUM COMPRESSIVE CONCRETE STRENGTH TO BE 3000 PSI IN 28 DAYS. ALL
CONCRETE SHALL BE READY MIXED" AND iN ACCORDANCE WITH A.S.T.M.
SPECIFICATION C-24. ALL CONCRETE MODULAR UNITS SHALL HAVE A
COMPRESSIVE STRENGTH OF 1900 PSI WITH TYPE M OR S MORTAR, 2000 PSI_
(6.) SLAB ON FILL :
INTERIOR CONCRETE SLABS POURED ON FILL TO BE POURED OVER WATERPROOF
MEMBRANES. ALL SLABS TO BE REINFORCED WITH C6Xro 10/10 WELDED WIRE MESH.
(1) LUMBER
1. STORE LUMBER OFF GROUND. KEEP WELL VENTILATED AND COVERED.
2. CURRENT EDITION, ASSOCIATION GRADING RULES GOVERN.
3. ALL LUMBER SHALL BEAR GRADE MARK OF AN ASIC BOARD OF REVIEW
AGENCY.
4. ANY SPECIES ALLOWED UNLESS OTHERWISE NOTED.
5. SIZES ARE NOMINAL. ACTUAL SIZES SHALL CONFORM TO AMERICAN
LUMBER STANDARD PS 20-10.
6_ MOISTURE CONTENT OF LUMBER 2" OR LESS IN THICKNESS SHALL BE IS
OR LESS AT THE TiME OF INSTALLATION.
(8.) TERMITE TREATING;
SOIL BELOW STRUCTURE TO BE TERMITE TREATED TO A DISTANCE OF 5'-0"
BEYOND THE PERIMETER LINES OF THE BUILDING.
03.) ALL STEEL SHALL BE 40 KSI WITH A MINIMUM CLEAR COVER OF 3" AGAINST
SOIL, AND SHALL HAVE A MINIMUM LAP OF 40 TIMES THE DIAMETER OF THE
REBAR.
(10.) 2"X12" HEADERS SHALL BE 2-2"XI2" LAMINATED W/ 1/2" PLYWOOD GLUED W/
CONSTRUCTION ADHESIVE AND NAILED W/ 5-016D COMMONS f6" O.G. TO MEET
LOADS AS INDICATED.
(11.) ALL FASTENERS SHALL COMPLY WITH THE DESIGN LOADS.
(12.) CONTRACTOR SHALL HAVE MANUFACTURERS SPECIFICATIONS (CUT SHEETS)
ON SITE AT THE TIME OF INSPECTION, FOR REVIEW BY THE BUILDING INSPECTOR,
TO MEET LOADS AS INDICATED.
THE FOUNDATION HAS BEEN DESIGNED FOR A
MINIMUM LOAD -BEARING PRESSURE OF 2000
POUNDS PER SQUARE FOOT
Ll5xr=ND
ALL CMU WALLS CONSIDERED SHEAR WALL
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PLAN
SECTION R31S
PROTECTION AGAINST TERMITES
R318.1 Termite Protection. Termite protection shall be provided by registered tan Iticides, Including soil applied
R318.4 Concrete bearing ledge_ Brick, atone or other veneer shall be supported by a concrete bearing ledge
at least equal to the total thickness of the bridt stone or other veneer which Is poured Integrally with the
pesticides, batting systems, and pesticides applied to wood, or other approved methods of termite protection
labeled for use as a preventative treatment to new constructlom See Section 202, REGISTERED TErd11TICIOE.
concrete foundation. No supplemental concrete foundation pours which will create a hidden cold Joint shall be
Upon completion of the application of the termite protective treatment, a Certificate of Compliance shall be
used without supplemental treatment In the foundatton unless there Is an approved physical barrier. An
approved physical barrier shall also be installed from below the wall sill plate or first block course horizontally
Issued to the building department by the licensed peat control company that contains the following
statement: The building has received a complete treatment for the prevention of subterranean
to embed to a mortar Joint. IF masonry veneer extends below grade, a termite protective treatment must be
,
termites_ Treatment is In accordance with rules and laws established by the Florida Department of Agriculture and
applied to the cavity created between the veneer and the foundation, to lieu of a physical barrier.
Consumer Services-
Exception: veneer supported by a structural member secured to the foundation sidewall to accordance with ACI
R318-IJ If soil treatment is used For subterranean termite prevention, the initial chemical Boil treatment Inside the
Ix
530/ASCE 5/17,18 402, provided at least a 6 inch (152 mm) clear inspection space of the Foundation sidewall
exterior exists between the veneer and the top of any soil, sod, mulch or other organic landscaping component,
foundation perimeter shall be done after all excavation, badkFilitng and compaction is complete-
dedk, apron, porch, walk or any other work immediately adjacent to or adjoining the structure,
R318.12 If soil treatment is used For subterranean termite prevention, soil area disturbed after Initial chemical soil
treatment shall be retreated with a chemical soil treatment, including spaces boxed or formed.
R3185 Protection against decay and termites. Condensate lines, Irrigation/sprinkler system risers for spray heads,
and roof downspouts shall discharge at least I Foot (305 mm) away From the structure stdewall, whether by
R318.13 If soil treatment to used for subterranean termite prevention, space to concrete floors boxed out or
p p
underground piping, tall extensions or splash blocks. Gutters with downspouts are required on all buildings with
eaves of less than 6 Inches (152 mm) horizontal projection except For gable and rakes or on a roof above
formed for the subsequent installation of plumbing traps, drains or any other purpose shall be created by using
another roof_
plastic or metal permanently placed forms of sufficient depth to eliminate any planned soil disturbance after
Initial chemical soil treatment
R31" Preparation of building site and removal of debris.
R31514 If soil treatment Is used for subterranean termite prevention, chemically treated soil shall be otected with
R318b_I All building sites shall be graded to provide drainage under all portions of the building not occupied
a minimum C. mil vapor retarder to protect against rainfall dilution. If rainfall occurs before vapor retarder
by basements.
placement, retrastment is required_ Any work, including placement or reinforcing steel, one after chemical
treatment until the concrete floor is poured, shall be done In such manner as to avoid penetrating or disturbing
R318b.2 The foundation and the area encompassed within i Foot (305 mm) therein shall have all vegetation,
treated soil.
Stumps, dead roots, cardboard, trash and Foreign material removed and the fill material shall be free of
R31815 If soil treatment to used For subterranean termite prevention, concrete overpour or mortar accumulated
vegetation and foreign material. The fill shall be compacted to assure adequate support of the Foundatiom
along the exterior foundation perimeter shall be removed prior to exterior chemical soil treatment to enhance
R318b3 After all work is completed, loose wood and debris shall be completely removed from under the
vertical penetration of the chemicals.
building and within I foot (305 mm) thereof_ Ali wood forma and supports shall be completely removed. This
t prevention, chemical soil treatments shall also be
R318-Ib If soil treatment to used for subterranean tie arm pr
includes but is not limited to: wooden grade stakes forms contractions spacers, tub trap boxes plumbing
9 P p p n9
supports, bracing, shoring, Forms or other cellulose -containing material placed to any location where each
applied under all exterior concrete or grade within I foot (305 mm) of the primary structure sidewalls. Also, a
materials are not clearly visible and readily removable prior to completion of the work. Wood shall not be
vertical chemical barrier shall be applied promptly after construction is completed, Including initial landscaping
stored in contact with the ground under any building.
and irrigation/sprinkler installation. Any soil disturbed after the clinical vertical barrier is applied shall be
promptly retreated.
R318.1 Inspection for termites. In order to provide for inspection for termite Infestation, clearance between
R318-1.1 If a registered Lermiticide formulated and registered as a bait system Is used for subterranean termite
1(5) wall coverings and final earth grade on the exterior of a building shall not be less than 6 Inches
prevention, Section R318-1-1 through Section R31&1.6 do not applys however, a signed contract assuring the
installation, maintenance and monitoring of the batting system that ie in compliance with the requirements of
Exceptions:
Chapter 482, Florida Statutes, shall be provided to the building official prior to the pouring of the slab, and
the system must be installed prior to final building approval. If the baiting system directions for use require a
L paint or decorative cementittous finlsh less than 5/8 Inch (I-IJ mm) thick adhered directly to the masonry
foundation stdewalL
monitoring phase prior to installation of the pesticide active ingredient, the installation of the monitoring phase
2. Access or vehicle ramps which rise to the interior finish floor elevation for the width of such rams
components shall be deemed to constitute installation of the system.
on
A
R31818 If a registered termittetde formulated and Catered as a wood treatment Is used for subterranean
ag registered
3. 4-Inch (102 mm) inspection space above patio and garage slabs and entry areas.
4_ If the patio has been soil treated for termites, the finish elevation may match the building Interior finish
termite prevention, Sections R318.1.1 through R31816 do not apply. Application of the wood treatment termiticide
floor elevations on masonry construction only.
shall be as required by label directions for use, and must be completed prior to final building approval
5. Masonry veneers constructed In accordance with Sactlon R318.4.
R3182 Penetration Protective sleeves around piping penetrating concrete slab -on -grade floors shall not be
R318J3 Foam plastic protection In areas where the probability of termite infestation to very heavy, as Indicated
of cellulosecontatning materials. If soil treatment is wad far subterranean termite protection, the sleeve shall
have a maximum wall thickness of 0.010 inch (025 mm), and be sealed within the slab using a noncorrosive
to Figure R3012(6), extruded and expanded polystyrene, polytsocyanurate and other foam plastics shall not be
installed on the exterior Face or under interior or exterior foundation walls or slab Foundations located below
claming device to eliminate the annular space between the pipe and the sleave. No termittcides shall be
grade. The clearance between foam plastics installed above grade and exposed earth shall ba at least 6
applied inside the sleeve.
inches (152 mm).
R3183 Cleaning_ Cells and cavities to masonry units and air gaps between brick, stone or masonry veneers and the
Exceptions:
structure shall be cleaned of all nonpreservative-treated or nonnaturally durable wood, or other
1. Buildings where the structural members of walls, floors, callings and roofs are entirely of noncombustible
cellulose -containing material prior to concrete placement.
materials or pressure -preservative -treated wood.
Exception: Inorganic material manufactured for closing cells in Foundation concrete masonry ant construction or
t 9 ng onry
2. When In addition to the requirements of Section R318.1, an approved method of protecting the foam
plastic and structure From subterranean termite damage is used
clean earth fill placed In concrete masonry unit voids below slab level before termite treatment Is performed
3. On the interior side of basement walls.
SECTION 1907
MINIMUM SLAB PROVISIONS
1907.1 General. The thickness of concrete floor slabs supported directly on the ground shall not be less
than 3 1/2 inches (89 mm). A 6-mil (0.006 inch; 0.15 mm) polyethylene vapor retarder with joints lopped not
less than 6 inches (152 mm) shall be placed between the base course or subgrade and the concrete floor
slab, or other approved equivalent methods or materials shall be used to retard vapor transmission through
the floor slab.
Exception: A vapor retarder is not required:
1. For detached structures accessory to occupancies in Group R-3, such as garages, utility buildings or
other unheated facilities.
2. For unheated storage rooms having on area of less than 70 square feet (6.5 m2) and carports attached to
occupancies in Group R-3.
3. For buildings of other occupancies where migration of moisture through the slab from below will not be
detrimental to the intended occupancy of the building.
4. For driveways, walks, patios and other flatwork which will not be enclosed at a later date.
5. Where approved based on local site conditions.
ELACTR I C,4L NOTES
ALL WORKMANSHIP AND MATERIALS SHALL CONFORM TO ALL APPLICABLE CODES SUCH AS THE NATIONAL
ELECTRICAL CODE 2014, LOCAL ORDINANCES AND POWER COMPANY REGULATIONS.
SUBCONTRACTOR SHALL BE LICENSED, CARRYALL APPLICABLE.INSURANCE, AND HAVE A CURRENT COUNTY
OCCUPATIONAL LICENSE. AS ALLOWED, CONNECT ADDITIONAL ELECTRICAL TO EXISTING CIRCUITS_
SUBCONTRACTORS SHALL INCLUDE ALL SPECIAL FEES AND PERMITS,. LABOR AND MATERIAL, EQUIPMENT AND
ELECTRICAL ENGINEERING NECESSARY TO PROVIDE AN APPROVED WORKING SYSTEM. LIGHT FIXTURES EXCLUDED
EXCEPT FOR FLUORESCENT FIXTURES AND RECESSED LIGHTS.
CONCRETE -ENCASED ELECTRODE. AN ELECTRODE ENCASED BY AT LEAST 2" OF CONCRETE, LOCATED WiTHIN
AND NEAR THE BOTTOM OF THE CONCRETE FOUNDATION OR FOOTING THAT IS IN DIRECT CONTACT WITH THE
EARTH, CONSISTING OF AT LEAST 20 FT_ OF ONE OR MORE BARE OR ZINC GALVANIZED OR OTHER ELECTRICITY
CONDUCTIVE COATED STEEL REINFORCING BARS OR RODS OF NOT LESS THAN 1/2 INCH DIAMETER, OR CONSISTING
OF AT LEAST 20 FEET OF BARE COPPER CONDUCTOR NOT SMALLER THAN 4 AWG. REINFORCING BARS SHALL BE
PERMITTED TO BE BONDED TOGETHER BY THE USUAL STEEL TIE WIRES OR OTHER EFFECTIVE MEANS."
210.12 ARC -FAULT CIRCUIT -INTERRUPTER PROTECTION_
(A) DEFINITION: ARC -FAULT CIRCUIT INTERRUPTER (AFCi). A DEVICE INTENDED TO PROVIDE PROTECTION FROM
THE EFFECTS OF ARC FAULTS BY RECOGNIZING CHARACTERISTICS UNIQUE TO ARCING AND BY FUNCTIONING TO
DE -ENERGIZE THE CIRCUIT WHEN AN ARC FAULT IS DETECTED.
(B) DWELLING UNITS. ALL 120-VOLT, SINGLE PHASE, 15- AND 20-AMPERE BRANCH CIRCUITS SUPPLYING OUTLETS
INSTALLED IN DWELLING UNIT FAMILY ROOMS, DINING ROOMS, LIVING ROOMS, PARLORS, LIBRARIES, DENS,
BEDROOMS, SUNROOMS, RECREATION ROOMS, CLOSETS, HALLWAYS, AND OTHER SPECIFIED ROOMS OR AREAS
SHALL BE
PROTECTED BY A LISTED ARC -FAULT CIRCUIT INTERRUPTER, COMBINATION -TYPE, INSTALLED TO PROVIDE
PROTECTION OF THE BRANCH CIRCUIT_
CARBON MONOXIDE ALARMS
R315.1 CARBON MONOXIDE PROTECTION. EVERY SEPARATE BUILDING OR AN ADDITION TO AN EXISTING BUILDING FOR
WHICH A PERMIT FOR NEW CONSTRUCTION IS ISSUED AND HAVING A FOSSIL -FUEL -BURNING HEATER OR APPLIANCE, A
FIREPLACE, AN ATTACHED GARAGE, OR OTHER FEATURE, FIXTURE, OR ELEMENT THAT EMITS CARBON MONOXIDE AS A
BYPRODUCT OF COMBUSTION SHALL HAVE AN OPERATIONAL CARBON MONOXIDE ALARM INSTALLED WITHIN 10 FEET
(3048 mm) OF EACH ROOM USED FOR SLEEPING PURPOSES_
EXCEPTION: THIS SECTION SHALL NOT APPLY TO EXISTING BUILDINGS THAT ARE UNDERGOING ALTERATIONS OR
REPAIR UNLESS THE ALTERATION IS AN ADDITION AS DEFINED IN SECTION R315.13.
R315.1.1 CARBON MONOXIDE ALARM. THE REQUIREMENTS OF SECTION R315.1 SHALL BE SATISFIED BY PROVIDING FOR
ONE OF THE FOLLOWING ALARM INSTALLATIONS:
(1) A HARD -WIRED CARBON MONOXIDE ALARM.
(2) A BATTERY -POWERED CARBON MONOXIDE ALARM_
(3) AHARD-WIRED COMBINATION CARBON MONOXIDE AND SMOKE ALARM.
(4) A BATTERY -POWERED COMBINATION CARBON MONOXIDE AND SMOKE ALARM.
R315.1.2 COMBINATION ALARMS. COMBINATION SMOKE/CARBON MONOXIDE ALARMS SHALL BE LISTED AND LABELED
BY A NATIONALLY RECOGNIZED TESTING LABORATORY.
R315.13 ADDITION SHALL MEAN: AN EXTENSION OR INCREASE IN FLOOR AREA, NUMBER OF STORIES OR HEIGHT OF A
BUILDING OR STRUCTURE
INTERIOR ELECTR i C,4L OUTLET LOC4T i ONS
PADDLE FAN SWITCH
(LOCATE OVER FAN
LIGHT SWITCH)
LIGHT SWITCH
DUPLEX OUTLET AT
KITCHEN COUNTER, REFRIG.,
° WASHER AND GARAGE OUTLETS
DUPLEX OUTLET AT
VANITY COUNTER
STANDARD
DUPLEX OUTLET
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ELECTRICAL S�M15OLS LEGEND
CEILING LIGHT
{R} RECESSED CAN LIGHT
4-
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S 22OV OUTLET
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SWITCHED DUPLEX REC_
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$ SINGLE POLE SWITCH
THREE WAY LIGHT SWITCH
Vy GARAGE DOOR OPENER
m 200 AMP. PANEL
%r-------- SHOP FLUORESCENT
--------- LIGHT
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_-�_- TRACK LIGHTING
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BEAUTY BAR LIGHT
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TELEPHONE PRE -WIRE
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CARBON MONOXIDE
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0613.3 Exterior windows, sliding and patio glass doors.
R613.3.1 Testing and labeling. Exterior windows and glass doors shall be tested by an approved independent testing laboratory, and shall be labeled to
indicate compliance with the requirements of one of the following specifications:
ANSI/AAMAMWWDA101/I.S.2 or ANSI/AAMA/WDMA 101/I.S.2MAFS or AAMA/WDMA/CSA 101/I.S.2/A440 or TAS 202 (HVHZ shall comply with TAS 202 utilizing ASTM E 1300-98
or ASTM E 1300-04 02).
Exterior windows and sliding glass doors shall be labeled with a permanent label, marking, or etching providing traceability to the manufacturer and product.
The following shall also be required either on a permanent label or on a temporary supplemental label applied by the manufacturer: information identifying
the manufacturer, the product model/series number, positive and negative design pressure rating, product maximum size, glazing thickness, impact -resistance
rating if applicable, Florida Product Approval number or Miami -Dade Product Approval number, applicable test standard(s), and approved product certification
agency, testing laboratory, evaluation entity or Miami -Dade Product Approval.
The labels are limited to one design pressure rating per reference standard. The temporary supplemental label shall remain on the window or door until final
approval by the building official.
Exceptions:
1. Door assemblies installed in nonhabitable areas where the door assembly and area are designed to accept water infiltration need not be tested for water
infiltration.
2. Door assemblies installed where the overhang (OH) ratio is equal to or more than 1 need not be tested for water infiltration. The overhang ratio shall be
calculated by the following equation:
OH ratio = OH length/OH height
Where:
OH length = The horizontal measure of how for an overhang over a door projects out from door's surface.
OH height = The vertical measure of the distance from the door's sill to the bottom of the overhang over a door.
3. Pass -through windows for serving from a single-family kitchen, where protected by a roof overhang of 5 feet (1.5 m) or more shall be exempted from the
requirements of the water infiltration test.
4. Decorative glazed openings.
Glass Strength: Products tested and labeled as conforming to ANSI/AAMA/NWWDA 101/I.S.2 or ANSI/AAMA/WDMA 101/I.S.2MAFS or AAMA/WDMA/CSA 101/I.S.2/A440 or
TAS 202 shall not be subject to the requirements of the Florida Building Code, Building. Determination of load resistance of glass for specific loads of
products not tested and certified in accordance with Section R613.3.1 shall be designed and labeled to comply with ASTM E 1300. The temporary supplemental
label shall designate the type and thickness of glass or glazing material.
Glass Strength: Products tested and labeled as conforming to ANSI/AAMA/NWWDA 101/I-S.2 or 101/I. S. 2/NAFS or AAMA/WDMA/CSA 101/I.S.2/A440 or TAS 202 shall not
be subject to the requirements of the Florida Building Code, Building. Determination of load resistance of glass for specific loads of products not tested
and certified in accordance with Section R613.3.1 shall be designed and labeled to comply with ASTM E 1300. The supplemental label shall designate the type
and thickness of glass or glazing material.
R308.6.9 Testing and labeling of skylights. Exterior skylights shall be tested by an approved independent testing laboratory, and shall be labeled to
indicate compliance with the requirements of one of the following specification:
ANSI/AAMA/WDMA 101/I.S.2/NAFS or AAMA/WDMA/CSA 101/I.S.2/A440, or TAS 202 (HVHZ shall comply with TAS 202).
Exterior skylights shall be labeled with a permanent label, marking, or etching providing traceability to the manufacturer and product. The following shall
also be required either on a permanent label or on a temporary supplemental label applied by the manufacturer: information identifying the manufacturer, the
product model/series number, positive and negative design pressure rating, product maximum size, type and thickness of glass or glazing material,
impact -resistance rating if applicable, Florida Product Approval number or Miami -Dade Product Approval number, applicable test standard(s), and approved
product certification agency, testing laboratory, evaluation entity or Miami -Dade Product Approval.
Labels are limited to one design pressure rating per reference standard. The temporary supplemental label shall remain on the skylight until final approval
by the building official.
2"A2" BEAM
TOP PLATE
U PINE
�, I I BEAM POCKET Drzmr,41
PLYWD SHEATHING AND SIDING
2xro END STUD
2xro END STUD
(CONVENTION CORNER)
R613.3.2 Comparative Analysis Label. A temporary supplemental label conforming to AAMA 203, Procedural Guide for the Window Inspection and Notification
System, shall be acceptable for establishing and communicating the calculated allowable design pressures higher than indicated on the label required by
Section R613.3.1 for window or door sizes smaller than that required by the ANSI/AAMA/NWWDA 101/I.S.2 or ANSI/AAMA/WDMA 101/I.S.2/NAFS or AAMA/WDMA/CSA
101/I.S.2/A440 test requirements. This temporary supplemental label shall be applied by the manufacturer and remain on the window or door until final ( PRE -IN CJ' ULATE VOID
approval by the building official.
Exception 1:
Comparative analysis of operative windows and glazed doors may be made, provided the proposed unit complies with the following:
2x& GYP. BD. BACKER
PLYWD SHEATHING AND SIDING
BACKING FOR EXT. SIDING 4 TRIM
1. Shall always be compared with a tested and currently approved unit. 0 1' � STUD
�O�� II��� ����I
2 Varies onlY9in width het ht and/or load re uirements
- q -
3. Shall not exceed 100 percent of the proportional deflection for fiber stress of the intermediate members of the approved unit.
4. Shall conform as to extruded members, reinforcement and in all other ways with the tested approved unit.
Frame Wall
5. Shall not exceed 100 percent of the concentrated load at the juncture of the intermediate members and the frame of the approved unit.
6. Shall not permit more air and water infiltration than the approved unit based on the height above grade.
7. Compared unit shall not exceed the maximum cyclic pressure when tested per TAS 203 or ASTM E 1886 and ASTM E 1996.
WINDOW t DOOR FASTENINCs
Exception 2:
2011 Florida Building Code NOTES
Comparative analysis of fixed glass windows may be made, provided the proposed unit complies with the following:
= L ALL EXTERIOR WINDOWS AND (SLASS DOORS SHALL
1. Shall always be compared with a tested and currently approved unit.
0
BE TESTED IN ACCORDANCE WITH ANSI/AMMA/NUVA
101/152 STANDARD AND BEAR AN AMIMA OR WOMA
2. Varies only in width, height and/or load requirements.
Z
LABEL INDICATINIG, MANUFACTURERS PERFORMANCE AND
APPROVED PRNCs PRODUCT TESTIENTITY, IN ACCORDANCE
3. The design is identical in all respects. e. g. , extrusions, glazing system, joinery, fasteners, etc.
WITH 2O11 Florida Building Code, SECTION 11014.21.
4. Shall not permit more air and water infiltration than the approved unit based on height above grade.
2. ALL EXTERIOR DOORS AND WINDOWS, SHALL BE
ANCHORED IN ACCORDANCE WITH MANUFACTURERS
5- The maximum uniform load distribution (ULD) of any side is equal to the uniform load carried by the side divided by the length of the side.
SPECIFICATIONS, IN ACCORDANCE WITH 2011 FLORIDA
BUILDING CODE 1101.41
6. The ULD of any member must not exceed the ULD of the corresponding member of the tested window.
SILL
7. The uniform load distribution on each member shall be calculated in accordance to Section 2, Engineering Design Rules, of the AAMA 103.3 Procedural
3. AND DOOFASTENED TO BUCK STRIPS
Guide.
R O. WIDTH
LESSSS THAN 11/2" SHALL BE ANCHORED THROUGH
i
THE JAME TO THE STRUCTURAL SUBSTRATE, IN
8. Compared unit shall not exceed the maximum cyclic pressure when tested per TAS 203 or ASTM E 1886 and ASTM E 1996.
1/
ACCORDANCE WITH 2O11 Florida Building Code. r101.4.42
R613.4 Exterior door assemblies. Exterior door assemblies not covered by Sections R613.3 or R613.4.3 shall comply with Sections R613.4.1 or R613.4.2.
4. WINDOW AND DOOR MULLION ASSEMBLIESSMALL BE
DESKsNED AND TESTED TO TRANSFER I5 TIMES THE
R613.4.1 Exterior door asshall be tested for structural integrity in accordance with ASTM E 330 Procedure A at a load of 1.5 times the required
INDICATED DESIGN LOADS, TO THE STRUCTURAL SUBSTRATE
design pressure load. The load shall be sustained for 10 seconds with no permanent deformation of any main frame or panel member in excess of 0.4 percent of
IN ACCORDANCE WITH, 2011 Florida Building Code
its span after the load is removed. HVHZ shall comply with TAS 202. After each specified loading, there shall be no glass breakage, permanent damage to
1101.45.1 AND 1101.45.4.
fasteners, hardware ports, or any other damage which causes the door to be inoperable.
The minimum test sizes and minimum design pressures shall be as indicated in Table R613.4 _UNIT DIMENSION
The unit size tested shall qualify all units smaller in width and/or height of the same operation type and be limited to cases where frame, panels and ' WIDTH
structural members maintain the some profile as tested. JAMB
R613.4.2 Sectional garage doors shall be tested for determination of structural performance under uniform static air pressure difference in accordance with
ANSI/DASMA 108 or TAS 202 (HVHZ shall comply with TAS 202).
R613.4.3 Custom doors. Custom (one of a kind) exterior door assemblies shall be tested by an approved testing laboratory or be engineered in accordance with
accepted engineering practices.
R613.4-4 Door components evaluated by an approved product evaluation entity, certification agency, testing laboratory or engineer may be interchangeable in NITS)
exterior door assemblies provided that the door component( s) provide equal or greater structural performance as demonstrated by accepted engineering AG (
practices.
R613.4.4.1 Optional exterior door component testing. With the exception of HVHZ, exterior side -hinged door assemblies not covered by Section R613.3 shall
have the option to have the components of the assembly tested and rated for structural integrity in accordance with the following specification:
SDI A250.13
ATTACHMENT OF
WINDOW TO FRAME
WALL TO SE PER
MANUFACTURERS
RECOMMENDATION.
ALL WIDT
= .1
Following the structural after
or exterior aver components, m ere snail oe no permanent shall
no
or any perimeter anent or panet mfaste to excess or � INDOW / DOOR
ANCHOR
0.4 percent of its span after the load is removed. After each specified loading, there shall be no glass breakage, permanent damage to fasteners, hardware 0 N.T.S.
parts, or any other damage that causes the door to be inoperable, as applicable.
R613.4.5 Garage door labeling. Garage doors shall be labeled with a permanent label provided by the manufacturer. The label shall identify the manufacturer,
the garage door model/series number, the positive and negative design pressure rating, indicate impact rated if applicable, the installation instruction
drawing reference number, the Florida Product Approval or Miami -Dade Product Approval number if applicable, and the applicable test standards.
The required garage door components for an approved garage door assembly may be indicated using a checklist format on the label. If a checklist format is
used on the label, the installer or manufacturer shall mark the selected components on the checklist that are required to assemble an approved garage door
system.
The installation instructions shall be provided and available on the job site.
- - - - - - - -
R613.5 Wind-borne debris protection. Protection of exterior windows, glass doors and other glazed areas shall be in accordance with Section R301.2.1.2.
R613.5. 1 Fenestration testing and labeling. Reserved.
SIMPSON 5P2 e EA_ STUD
R613.6 Anchorage methods.
R613-6.1 Anchoring requirements. Window and door assembly anchoring systems shall be tested to achieve the design pressure specified- Substitute anchoring
systems shall provide equal or greater anchoring performance as demonstrated by accepted engineering practice. When provided, the manufacturer's published
installation instructions for as tested or substitute anchoring systems can be used. In no case shall the anchorage exceed the spacing for the tested rated
(3) SPACED
performance.
EVENLY l- VE RT.
p�
TAPCON CONCRETE 5CRE WS. A
R613.6.1.1 Masonry, concrete or other structural substrate. Where the wood shim or buck thickness is less than 11/2 inches (38 mm), window and door
assemblies shall be anchored through the main frame or by jamb clip or subframe system, in accordance with the manufacturers published installation
MINIMUM OF 1" AND A MAXIMUM
instructions. Anchors shall be securely fastened directly into the masonry, concrete or other structural substrate material. Unless otherwise tested, bucks
shall extend beyond the interior face of the window or door frame such that full support of the frame is provided- Shims shall be made from materials capable
OF 1-3/4" EMBEDMENT.
of sustaining applicable loads, located and applied in a thickness capable of sustaining applicable loads. Anchors shall be provided to transfer load from
the window or door frame to the rough opening substrate.
Where the wood buck thickness is 11/2 inches (38 mm) or greater, the buck shall be securely fastened to transfer load to the masonry, concrete or other
l. structurasubstrate and the buck shall extend beyond the interior face of the window or door frame. Window and door assemblies shall be anchored through the
main frame or by jamb clip or subframe system or through the flange to the secured wood buck in accordance with the manufacturers published installation
instructions. Unless otherwise tested, bucks shall extend beyond the interior face of the window or door frame such that full support of the frame is
provided. Shims shall be made from materials capable of sustaining applicable loads, located and applied in a thickness capable of sustaining applicable
loads. Anchors shall be provided to transfer load from the window or door frame assembly to the secured wood buck.
R613.6.1.2 Wood or other approved framing material. Where the framing material is wood or other approved framing material, window and glass door assemblies
2
shall be anchored through the main frame or by jamb clip or subframe system or through the flange in accordance with the manufacturer's published
installation instructions. Shims shall be made from materials capable of sustaining applicable loads, located and applied in a thickness capable of
sustaining applicable loads. Anchors shall be provided to transfer load from the window or door frame to the rough opening substrate.
R613.7 Mullions occurring between individual window and glass door assemblies.
R613.7.1 Mullions. Mullions, other than mullions which are an integral part of a window or glass door assembly tested and labeled in accordance with Section
R613.3.1, shall be tested by an approved testing laboratory in accordance with AAMA 450 or be engineered in accordance with accepted engineering practice.
R613.7.1.1 Engineered mullions. Mullions qualified by accepted engineering practice shall comply with the performance criteria in Sections R613.7.2,
R613.7.3, and R613.7.4.
R613.7.1.2 Mullions tested as stand alone units. Mullions tested as stand alone units in accordance with AAMA 450 shall comply with the performance criteria
in Sections R613.7.2, R613.7.3, and R613.7.4.
R613.7.1-3 Mullions tested in an assembly. Mullions qualified by a test of an entire assembly in accordance with AAMA 450 shall comply with Sections
R613.7.2 and R613.7.4-
R613.7.2 Load transfer. Mullions shall be designed to transfer the design pressure loads applied by the window and door assemblies to the rough opening
substrate.
TABLE R613.4
MINIMUM TEST SIZES, INCLUDING FRAMING
Performance Class* Width x Height (mm)
Width x Height (in.)
Minimum Performance Grade
(Design Pressure)
Residential (R)
900 x 2000
(36 x 79)
720 Pa
(15 psf)
Light Commercial (LC)
900 x 2100
(36 x 83)
1200 Pa
(25 psf)
Commercial (C)
1000 x 2100
(40
x 83)
1440 Pa (30
psf)
Heavy Commercial (HC)
1200 x 2400
(48
x 95)
1920 Pa (40
psf)
Architectural (AW)
1200 x 2400
(48
x 95)
1920 Pa (40
psf)
*Performance Class and Performance Grade per ANSI/AAMA/NWWDA 101/I.S.2-97
R613.7.3 Deflection. Mullions shall be capable of resisting the design pressure loads applied by the window and door assemblies to be supported without
deflecting more than L/175, where L is the span of the mullion in inches.
R613.7.4 Structural safety factor. Mullions shall be capable of resisting a load of 1.5 times the design pressure loads applied by the window and door
assemblies to be supported without exceeding the appropriate material stress levels. If tested by an approved laboratory, the 1.5 times the design pressure
load shall be sustained for 10 seconds, and the permanent deformation shall not exceed 0.4 percent of the mullion span after the 1.5 times design pressure
load is removed.
R613.7.5 Installation instruction for exterior windows and doors. Windows and doors shall be installed in accordance with ASTM E 2112 or in accordance with
the manufacturer's installation instruction.
R613.8 Flashing, sealants and weatherstripping. Flashing and sealants for exterior windows and doors shall comply with Section R703.8.
R613.8.1 All exterior fenestration products shall be sealed at the juncture with the building wall with a sealant complying with AAMA 800 and ASTM C 920
Class 25 Grade NS or greater for proper joint expansion and contraction, ASTM C 1281, AAMA 812, or other approved standard as appropriate for the type of
sealant.
13.8.2 Masonry rough openings. Masonry rough opening dimensions shall be within the tolerances specified at Section R606.12 and in addition shall provide
SIMPSON 61=1 a EA. STUD
" ANCHOR BOLT a 32" MIN.
(MIN. S" EMBEDMENT)
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SEE ELEVATIONS
FOR ROOF SLOPE
SHINGLES PER SPECIFICATIONS
(w/ & FASTENERS PER SHINGLE) OVER
ROOFING FELT ON 1/2" PLYWOOD OR
OSB W/H-CLIPS ON PRE-ENGINEERED
WOOD TRUSSES a 24"O.C.
(FOR NAILING SCHEDULE SEE SHEET 625)
HURRICANE ANCHORS
(SEE TABLES W/ ROOF PLAN)
ALUM. DRIP EDGE
2Xio SUB FASCIA
MAY VA
ALUMF-ASCIA 4 (SEE R PLAN)
SOFFIT
Simpson Strong -Tie 6P2 or equal
Installed per manufacturer. \
Uplift is less than 585*
TEXTURED STUCCO OVER
EXP. MTL. LATH OVER
*15 BLDG. FELT ON
ASPHALT IMPREGNATED
COMP. BOARD (OR
INSULATIVE FIBER BOARD
SHEATHING.
EXTERIOR SIDING OVER
*15 BLDG_ FELT WITH
OR WITHOUT INSULATIVE
FIBER BOARD 4 SHEATHING
Simpson Strong -Tie SPI
Installed per manufactu'r
Uplift is less than 5850
2-11/1(o"
(FRAME)
0 11 FRAME TO EX. BLOCK DETP41
wlii�� HARDWARE OPTION
z�
PANEL EDGE SUPPORT FOR NARROW WIDTH ROOF
SHEATHING" PER TECHNICAL NOTE #R215A 16-24 "-DOUBLE
PLY CLIP THE SIDE ADJACENT TO THE FULL WIDTH PANEL -
NONE REQUIRED AT RIDGE OR HIP. 12" TO 16" - LUMBER
ONLY BLOCKING (2x4) FLAT WISE OR ENDWISE ON THE SIDE
ADJACENT TO THE FULL WIDTH PANEL NONE REQUIRED AT
RIDGE OR HIP. FOR PLYWOOD SHEATHING 12" OR LESS -
LUMBER ONLY BLOCKING, (2x4) FLAT WISE OR EDGEWISE ON
BOTH PANEL EDGES.
1tiky,titit�tit�tititit�
1/2" CD OR 5/B"
DRYWALL ON CEILING
(2)2X4 TOP PLATE
or (2)2Xro TOP PLATE
1/2"DRYWALL OVER
2X4 STUDS a 16" O.C.
or 2X6 a 24"O.C.
BATT. INSULATION
AS SPECIFIED
2X4 or 2X6 BLOCKING
NOTE:
INSTALL 2X4 CORNER
BRACING AT ALL EXT
CORNERS OR PLYWOO
SHEATHING AT EACH
SIDE OF CORNER.
2X4 P.T. PL. POWER
SET INTO GONG.
S" ANCHOR BOLT
4'-O" O.C.
WOOD BASE
(1) 2 -0" 04 COPPER (WITH \ 9
AP ROVED CLAMP) TIED
T FTG_ STEEL AND GRND_ N q
OD (BY OTHERS) AT II
ELECTRICAL BOX LOCATION 14"
(2)2X4 or (2)2X6
TOP PLATE
2X4 or 2X6
JACKS
(2)2X(o *2 YELLOW
PINE HEADER (UP
TO 5'-0" SPAN) OR
(2) 2XI2 Y.P. HDR_
W/NO JACKS)
.UM. WINDOW
�RBLE SILL
'4 SILL PL. or 2X6 SILL OL_
3000 PSI GONG.
6"x 6"x 10/10 E.W.W. MESH REINFORCING
REQUIRED THROUGHOUT THE CONCRETE SLAB
GROUND ROD (BY OTHERS) \ `- 6 MIL_ VAP_ BARRIER
\- (2)#5 REBAR CONT_ ON *3 CHAIRS
(3" MIN. COVER)
0 1 TYP I CA1M WALL SECTION
HARDWARE OPTION
CONCRETE -ENCASED ELECTRODE. AN ELECTRODE ENCASED BY AT LEAST 2" OF
CONCRETE, LOCATED WITHIN AND NEAR THE BOTTOM OF THE CONCRETE FOUNDATION
OR FOOTING THAT IS IN DIRECT CONTACT WITH THE EARTH, CONSISTING OF AT LEAST
20 FT. OF ONE OR MORE BARE OR ZINC GALVANIZED OR OTHER ELECTRICITY
CONDUCTIVE COATED STEEL REINFORCING BARS OR RODS OF NOT LESS THAN 1/2
INCH DIAMETER, OR CONSISTING OF AT LEAST 20 FEET OF BARE COPPER
CONDUCTOR NOT SMALLER THAN 4 AWG. REINFORCING BARS SHALL BE PERMITTED
TO BE BONDED TOGETHER BY THE USUAL STEEL TIE WIRES OR OTHER EFFECTIVE
MEANS-"
TABLE R301. 5
MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS
(in pounds per square foot)
USE
LIVE LOAD
Uninhabitable attics without storage b,g
10
Uninhabitable attics with limited storage b,g
20
Habitable attics and attics served with fixed stairs
30
Balconies (exterior) and decks e
40
Fire escapes
40
Guardrails and handrails d
200h
Guardrail in -fill components f
50h
Passenger vehicle garages a
50a
Rooms other than sleeping room
40
Sleeping rooms
30
Stairs
40c
For SI: 1 pound per square foot = 0.0479 kPa, 1 square inch = 645 mm2,
1 pound = 4.45 N.
a. Elevated garage floors shall be capable of supporting a 2,000-pound load applied over a 20-square-inch area.
b. Uninhabitable attics without storage are those where the maximum clear height between joists and rafters is less than 42 inches,
or where there are not two or more adjacent trusses with web configurations capable of accommodating an assumed rectangle 42 inches
high by 24 inches in width, or greater, within the plane of the trusses. This live load need not be assumed to act concurrently with
any other live load requirements.
c. Individual stair treads shall be designed for the uniformly distributed live load or a 300-pound concentrated load acting over an
area of 4 square inches, whichever produces the greater stresses.
d. A single concentrated load applied in any direction at any point along the top.
e. See Section R502.2 for decks attached to exterior walls.
f. Guard in -fill components (all those except the handrail), balusters and panel fillers shall be designed to withstand a
horizontally applied normal load of 50 pounds on an area equal to 1 square foot. This load need not be assumed to act concurrently
with any other live load requirement.
g. Uninhabitable attics with limited storage are those where the maximum clear height between joists and rafters is 42 inches or
greater, or where there are two or more adjacent trusses with web configurations capable of accommodating an assumed rectangle 42
inches in height by 24 inches in width, or greater, within the plane of the trusses.
The live load need only be applied to those portions of the joists or truss bottom chords where all of the following conditions are
met:
1. The attic area is accessible from an opening not less than 20 inches in width by 30 inches in length that is located where the
clear height in the attic is a minimum of 30 inches.
2. The slopes of the joists or truss bottom chords are no greater than 2 inches vertical to 12 units horizontal.
3. Required insulation depth is less than the joist or truss bottom chord member depth.
The remaining portions of the joists or truss bottom chords shall be designed for a uniformly distributed concurrent live load of not
less than 10 lb/ft2.
h. Glazing used in handrail assemblies and guards shall be designed with a safety factor of 4. The safety factor shall be applied to
each of the concentrated loads applied to the top of the rail, and to the load on the in -fill components. These loads shall be
determined independent of one another, and loads are assumed not to occur with any other live load.
a
R502.5 Allowable girder spans.
The allowable spans of girders fabricated of dimension lumber shall not
exceed the values set forth in Tables R502. 5( 1) and R502. 5(2).
TABLE R502. 5( 1)
GIRDER SPANSa AND HEADER SPANSa FOR EXTERIOR BEARING WALLS
(Maximum spans for Douglas fir -larch, hem -fir, southern pine
and spruce-pine-firb and required number of jack studs)
GIRDERS AND HEADERS
SUPPORTING
SIZE
Building widthc (feet)
20
28
36
SPAN
NJd
SPAN
NJd
SPAN
NJd
Roof and ceiling
2-2x4
3-6
1
3-2
1
2-10
1
2-2x6
5-5
1
4-8
1
4-2
1
2-2x8
6-10
1
5-11
2
5-4
2
2-2x10
8-5
2
7-3
2
6-6
2
2-2x12
9-9
2
8-5
2
7-6
2
3-2x8
8-4
1
7-5
1
6-8
1
3-2x10
10-6
1
9-1
2
8-2
2
3-2x12
12-2
2
10-7
2
9-5
2
4-2x8
9-2
1
8-4
1
7-8
2
4-2x10
11-8
1
10-6
1
9-5
1 2
4-2x12
14-1
1
12-2
2
10-11
2
Roof, ceiling and one
center -bearing floor
2-2x4
3-1
1
2-9
1
2-5
1
2-2x6
4-6
1
4-0
1
3-7
2
2-2x8
5-9
2
5-0
2
4-6
2
2-2x10
7-0
2
6-2
2
5-6
2
2-2x12
8-1
2
7-1
2
6-5
2
3-2x8
7-2
1
6-3
2
5-8
2
3-2x10
8-9
2
7-8
2
6-11
2
3-2x12
10-2
2
8-11
2
8-0
2
4-2x8
8-1
1
7-3
1
6-7
2
4-2x10
10-1
1
8-10
2
8-0
2
4-2x12
11-9
2
10-3
2
9-3
2
Roof, ceiling and one
clear span floor
2-2x4
2-8
1 1
2-3
1
2-0
1
2-2x6
3-11
2
3-3
2
2-11
2
2-2x8
5-0
2
4-2
3
3-9
2
2-2x10
6-1
2
5-1
3
4-7
3
2-2x12
7-1
3
5-10
3
5-3
3
3-2x8
6-3
2
5-2
2
4-8
2
3-2x10
7-7
2
6-4
2
5-8
2
3-2x12
8-10
2
7-4
3
6-7
2
4-2x8
7-2
1
6-0
2
5-5
2
4-2x10
8-9
2
7-4
2
6-7
2
4-2x12
10-2
2
8-6
2
7-8
2
Roof, ceiling and two
center -bearing floors
2-2x4
2-7
1
2-3
1
2-0
1
2-2x6
3-9
2
3-3
2
2-11
2
2-2x8
4-9
2
4-2
2
3-9
2
2-2x10
5-9
2
5-1
2
4-7
3
2-2x12
6-8
2
5-10
3
5-3
3
3-2x8
5-11
2
5-2
2
4-8
2
3-2x10
7-3
2
6-4
2
5-8
2
3-2x12
8-5
2
7-4
2
6-7
2
4-2x8
6-10
1
6-0
2
5-5
2
4-2x10
8-4
2
7-4
2
6-7
2
4-2x12
9-8
2
8-6
2
7-8
2
Roof, ceiling and two
clear span floor
2-2x4
2-1
1
1-8
1
1-6
2
2-2x6
3-1
2
2-8
2
2-4
2
2-2x8
3-10
2
3-4
2
3-0
3
2-2x10
4-9
2
4-1
3
3-8
3
2-2x12
5-6
2
4-9
3
4-3
3
3-2x8
4-10
2
4-2
2
3-9
2
3-2x10
5-11
2
5-1
2
4-7
2
3-2x12
6-10
1 2
5-11
3
5-4
2
4-2x8
5-7
2
4-10
2
4-4
2
4-2x10
6-10
2
5-11
2
5-3
2
4 2x12
7 11
2
6 10
2
6 2
3
TABLE R602. 7(2)
GIRDER SPANSaAND HEADER SPANSa FOR INTERIOR BEARING WALLS
(MAXIMUM SPANS FOR DOTGLAS FIR -LARCH, HEM -FIR, SOUTHERN PINE
AND SPRUCE -PINE -FIR AND REQUIRED NUMBER OF JACK STUDS)
GIRDERS AND HEADERS
SUPPORTING
SIZE
Building widthc (feet)
20
28
36
SPAN
NJ
SPAN
NJd
SPAN
NJd
One floor only
2-2x 4
3-1
1
2-8
1
2-5
1
2-2x6
4-6
1
3-11
1
3-6
1
2-2x8
5-9
1
5-0
2
4-5
2
2-2x10
7-0
2
6-1
2
5-5
2
2-2x12
8-1
2
7-0
2
6-3
2
3-2x8
7-2
1
6-3
1
5-7
2
3-2x10
8-9
1
7-7
2
6-9
2
3-2x12
10-2
2
8-10
2
7-10
2
4-2x8
9-0
1
7-8
1
6-9
2
4-2x10
10-1
1
8-9
1
7-10
2
4-2x12
11-9
1
10-2
2
9-1
2
Two floors
2-2x4
2-2
1
1-10
1
1-7
1
2-2x6
3-2
2
2-9
2
2-5
2
2-2x8
4-1
2
3-6
2
3-2
2
2-2x10
4-11
2
4-3
2
3-10
3
2-2x12
5-9
2
5-0
3
4-5
3
3-2x8
5-1
2
4-5
2
3-11
2
3-2x10
6-2
2
5-4
2
4-10
2
3-2x12
7-2
2
6-3
2
5-7
3
4-2x8
4-2
2
5-3
2
4-8
2
4-2x10
7-2
2
6-2
2
5-6
2
4-2xl2
8-4
2
7-2
2
6-5
2
For S1: 1 inch = 25.4 mm, 1 foot=304.8mm
a. Spans are given in feet and inches.
b. Tabulated values assume #2 grade lumber.
c. Building width is measured perpendicular to the ridge. For widths between
those shown, spans are permitted to be interpolated.
d. NJ - Number of jack studs required to support each end. Where the number of
required jack studs equals one, the header is permitted to be supported by an
approved framing anchor attached to the full -height wall stud and to the
header.
R502.2.6 Bearing. The ends of each joist, beam or girder shall have not less than 1.5 inches (38 mm)
of bearing on wood or metal and not less than 3 inches (76 mm) on masonry or concrete except where
supported on a 1-inch-by-4-inch (25.4 mm by 102 mum) ribbon strip and nailed to the adjacent stud or
by the use of approved joist hangers.
R502.2.6. 1 Floor systems [ IRC R502. 6. 1]. Joists framing from opposite sides over a bearing support
shall lap a minimum of 3 inches (76 mm) and shall be nailed together with a minimum three lad face
nails. Atwood or metal splice with strength equal to or greater than that provided by the nailed lap
is permitted.
R502.2.6.2 Joist framing [IRC R502.6.2]. Joists framing into the side of a wood girder shall be
supported by approved framing anchors or on ledger strips not less than nominal 2 inches by 2 inches
(51 mm by 51 mm).
R502-2-7 Lateral restraint at supports [IRC R502.7]. Joists shall be supported laterally at the ends
by full -depth solid blocking not less than 2 inches (51 mm) nominal in thickness; or by attachment to
a full -depth header, band, or rim joist, or to an adjoining stud; or shall be otherwise provided with
lateral support to prevent rotation.
Exception: Reserved.
R502.2.7. I Bridging [IRC R502.7. 1]. Joists exceeding a nominal 2 inches by 12 inches (51 mm by 305 mum)
shall be supported laterally by solid blocking, diagonal bridging (wood or metal), or a continuous
1-inch-by-3-inch (25.4 mm by 76 mm) strip nailed across the bottom of joists perpendicular to joists
at intervals not exceeding 8 feet (2438 mm).
R502.2.8 Drilling and notching [IRC R502.8]. Structural floor members shall not be cut, bored or
notched in excess of the limitations specified in this section_ See Figure R502.2.8.
R502.2.8.1 Sawn lumber[IRC R502.8.1]. Notches in solid lumber joists, rafters and beams shall not
exceed one -sixth of the depth of the member, shall not be longer than one-third of the depth of the
member and shall not be located in the middle one-third of the span. Notches at the ends of the member
shall not exceed one-fourth the depth of the member. The tension side of members 4 inches (102 mm) or
greater in nominal thickness shall not be notched except at the ends of the members. The diameter of
holes bored or cut into members shall not exceed one-third the depth of the member. Holes shall not be
closer than 2 inches (51 mm) to the top or bottom of the member, or to any other hole located in the
member. Where the member is also notched, the hole shall not be closer than 2 inches (51 mm) to the
notch.
R502.2.8.2 Engineered wood products [IRC R502.8.2]. Cuts, notches and holes bored in trusses,
structural composite lumber, structural glue -laminated members or I -joists are prohibited except where
permitted by the manufacturer's recommendations or where the effects of such alterations are
s ec"ficall considered i the desi n of the member b a re istered desi n rofessional
ROOF SHEATHING: FASTENING= SCHEDULE ahcd,e
ad Common (0.131 x 2-1/2 inches) or Ring -Shank (0.135 X 2-1/2 inches)
(Except LLkiere Noted) for Exposure B, Enclosed Buildings, Roof Framing Spaced 24 inches
oc. or Less
Roof Fastening Zone
Overhang
Wind
Main
Sheathing -to -Gable
(eaves)
velocity
Roof
End -Wall Framingg
(3-Second
Panel
1
2
3 2 3
2
3
Crust)
Location
Fastening Schedule Cinches on center)
Supported Panel
fo
6
6
6
6
150 mph fg
end and edges
3h
Panel field
ro
4
3
4
3
f g
Supported Panel
6
6
6
6
6
120 mph
end and edges
3
Panel field
12
6
4
6
4
,Supported Panel
6
6
6
6
6
90 mph
end and edges
6
Panel field
12
12
6
6
6
a. Specific gravity (G) of lumber and panels shall be 0.42 or greater.
b. For Exposure 5 and a 2-foot overhang.
C. For median roof height 35 feet or less.
d. Gable wall height of 8 feet or less from top floor ceiling to roof peak.
e. Provide adequate uplift hardware at truss -to -wall connections. Such
connections are beyond the scope of this publication.
F. When wind speed is 110 mph or greater and when median roof height is between
25 and 35 feet, use 8d ring shank nails (0.135 x 2-1/2 incheshuithin 48 inches of
gable and walls. (iRC Table R6023, footnote f)
g. When wind speed is 100 mph or greater, block panel edges perpendicular to
gable -end -wall framing members in the first two bays of framing. 5locking shall be
spaced a maximum of 4 feet o_c. (Wood Frame Construction Manual, Section 3BB)
h. 10d ring -shank nails (0.148x 3 inches).
i. 5locking not required.
ROOF FASTENING ZONES FOR WIND UPLIFT
Zones 1,2 and 3 shown below indicate areas of the roof that may have different fastening
requirements.
GABLE END WALL
3 OVERHANG �
�3 OVERHANG LL LINE d 3 OVERHANG \ WALL LINE 1 GABLE END WALL
Distance a=4 ft. in most cases (10% of least building width or 0.4 times building height,
whichever is smaller, but not less than either 4% of least building width or 3 ft.)
ROOF 1 IAPHRAM SAILING SCHEDULE (GAPLOS)
p i y n 9 y 9 9 P COLLAR TIE 1X& (MIN.) E\/EP,f
R502.2.9 Fastening [IRC R502.9]. Floor framing shall be nailed in accordance with Table R602.2(1) m
Wh t d b ' d +ruction is used to s art floor fromin ositive connections OTHER RAFTER 1-,a OR LONGER
- - -
-
ere pos s an eam or g>r er cons upp 9, p
shall be provided to ensure against uplift and lateral displacement.
For SI: 1 inch =
25.4 mm, 1 pound per square foot = 0.0479
kN/m2.
R502.2.10 Framing of openings [IRC R502.10]. Openings in floor framing shall be framed with a header
a. Spans are given
in feet and inches.
and trimmer joists. When the header joist span does not exceed 4 feet (1219 mm), the header joist may
b. Tabulated values
assume #2 grade lumber.
be a single member the some size as the floor joist. Single trimmer joists may be used to carry a
c. Building width is
measured perpendicular to the ridge.
For widths between
single header joist that is located within 3 feet (914 mm) of the trimmer joist bearing.
those shown, spans
are permitted to be interpolated.
When the header joist span exceeds 4 feet (1219 mm), the trimmer joists and the header joist shall be
d. NJ - Number of jack
studs required to support each end.
Where the number of
doubled and of sufficient cross section to support the floor joists framing into the header. Approved
required jack studs
equals one, the header is permitted to
be supported
hangers shall be used for the header joist to trimmer joist connections when the header joist span
by an approved framing
anchor attached to the full -height
wall stud and to the
exceeds 6 feet (1829 mm). Tail joists over 12 feet (3658 mm) long shall be supported at the header by
header.
framing anchors or on ledger strips not less than 2 inches by 2 inches (51 mm by 51 mm).
e. Reserved.
R502.3 Design and construction where wind speed is 100 mph or greater. Floor framing of light -frame
wood construction shall be designed and constructed in accordance with the provisions of Section
24" MIN. LAP
R301.2. 1. 1, Section R502. 1.
PIL,45TER
21_0„ O
MAX.
rFs
#3 OR #4 REINFORCING BAR
II 11
moD�Q���o.minc)onooinOOm
-
25" MiN. LAP
--*5 REINFORCING BAR
# Lo4i= SPLICE
3�" MIN I AP
"', 1,I=11'r_L T L,IIVC3 17HM
#6 L.Af= E)f'L i C
42" MIN- LAP
#7 L4f= ef=L i C
1n"
05 REINFORCING BAR
ART i CAL
�C�I�I�L 1„I1��ONRY
S' PLATE HEIGHT = 0'-0" O.G.
10' PLATE HEIGHT = &'-0" O_C.
12' PLATE HEIGHT = 4'-0" O.C.
"A" 14' PLATE HEIGHT = 2'-0" O_C. MAX. / PILASTERS Q 10'-0" O.G.
AT EACH CORNER 4 BOTH SIDES OF DOORS 8 WINDOWS OPENINGS
(OVER 5'-0"). BEFORE 4 AFTER 5HEARWALL SEGMENTS, 8
(2) BARS 6 EA. SIDE OF OPENING OVER 12'-0"
R LAP DIST
BLOCKING BELOW RIIDGE
2Xro VERTICAL SCAB OR KNEEWALL MiD-POINT
iN RAFTER UJ/ RAFTER SPAN LENGTH GREATER
THAN 14 FT OR LONGER
CONN W1 4-10d NAILS AT TOP 4 HURRICANE
CLIP 0 BOTTOM.
2X(o (MIN-) NO. 2 l'P VALLEY FRAMINGSIMP50N LSTA12
(Of(TYP. SIM EQUAL)
2X8 NO. 2 5PF PLYWOOD SHEATHING
RIDGE BOARD
=ff 0_1467L F-AMUT
F-E--- 25" MIN. LAP
U
d
Q -- Fr-- -
IICM.U. WALL
'I (1) 05 DOWEL
II I IN CORNER
(4) 106 Q RIDGE
BOARD END
TRUSSES BELOW SHEATHED PRIOR
TO VALLET' FRAMING INSTALLATION
OR 6'-0" O_C_ TOP CHORD
SIMPSON L6TA12 STRAP OR SiMPSON A22 TiE
EA_ RAFTER UJ/ 10-106 NAILS
(T T PJ
2X(o CONT. W/SLEEPER, CLIPPED
OR STRAPPED TO TRUSS BELOW
Y FRAMING: DETAI
25" MiN. LAP
I •
I
II (1) *5 DOWEL
II IN CORNER
CORNER CONT IN i TY 4 LUALL RE iNFFORISVIENT FOOTING 4 STErvILJALL RE iNFORCE"ENT
TABLE 2304. 10. 1
FASTENING SCHEDULE
DESCRIPTION OF BUILDING ELEMENTS
NUMBER AND TYPE OF FASTENER
SPACING
AND LOCATION
Roof
3-8d common 2 x 0. 131, ; or
3-10d box (3" x 0. 128, ); or
1.
Blocking between ceiling joists, rafters or trusses to top
3-3" x 0.131" nails; or
Each end, toenail
plate
or other framing below
3-3" 14 gage staples, crown
2-8d common (2j" X 0. 131")
2-3" x 0.131" nails
Each end, toenail
Blocking
between rafters or truss not at the wall top plate,
2-3" 14 gage staples
to
rafter or truss
2-16 d common (3" x 0.162")
3-3" x 0.131" nails
End nail
3-3" 14 gage staples
16d common (3j" X 0. 162") @ 6" o. c.
3"x 0.131" nails @ 6" o. c.
Face nail
Flat
blocking to truss and web filler
3" 14 gage staples @ 6"o.c.
3-8d common (2j" X 0.131")or
3-10d box (3" x 0.128")or
Each joist, toenail
2.
Ceiling joists to top plate
3-3" 0.131" nails; or
3-3" 14 goge staples, " crown
3.
Ceiling joist not attached to parallel rafter,
3-16d common (2J" X 0.131")or
4-10d box (3" x 0.128")or
Each toenail
laps
over partitions (no thrust)
end,
(see
Section 2308.7.3.1, Table 2308.7.3.1)
4-3"x 0.131" nails; or
4-3" 14 gage staples, ?6" crown
4.
Ceiling joist attached to parallel rafter (heel joint) (see
per Table 2308.7.3.1
Face nail
Section
2308.7.3.1, Table 2308.7.3.1) Per Table 2308.7.3.1
3-10d common (3" X 0.148");or
4-10d box (3" x 0. 128"); or
5.
Collar tie to rafter
4-3' 0.131" nails; or
Face nail
4-3" 14 gage staples,?g" crown
3-10d common (3" X 0. 148") ; or
4-10d box (3" x 0. 128"); or
6.
Rafter or roof truss to top plate
4-3" 0.131" nails; or
Face nail
(See
Section 2308. 7.5, Table 2308. 7. 5)
4-3' 14 gage staples, ?g" crown
2-16d common (3 1/2" X 0. 162"); or
3-10d box (3" x 0. 128") ; or
3-3" 0.131" nails; or
3-3" 14 gage staples, ?g" crown; or
End nail
7.
Roof rafters to ridge valley or hip rafters; or roof
3-10d common (3 1/2" X 0.148");or
rafter
to 2-inch ridge beam
3-16d box (3 1/2" x 0.135");or
4-10d box (3"x 0128'); or
Toenail
4-3"x 0.131" nails; or
4-3" 14 qaqe staples, " crown
l6d common (3 1/2" X 0. 162"
24"o. c, face
nail
common 3 X 0. 128 ; or
8.
Stud to stud not at braced wall panels)
( P )
3 x
3"x 0. 131" nails; or
16" a. c. face
nail
3-3" 14 gage staples, A" crown
16d common 3 1/2" X 0. 162");
16"o. c. face
nail
9.
Stud to stud and abutting studs at intersecting wall
16d box 3 1/2" X 0.135" ;or
12"o.c. face
nail
3"x 0.131 nails; or
corners (at braced wall panels)
3-3" 14 gage staples, ?g" crown
12"o.c. face
nail
10.
Built-up header (2" to 2" header))
16d common (3 1/2" X 0.162"
16"o.c. face
nail
16d box 3 1/2" X 0. 135" ; or
12"o. c. face
nail
11.
Continuous header to stud 4--8d common (21/2, X 0. 131� );
4-8d common (2 1/2" X 0. 131"); or
Toenail
4-10d box (3" X 0. 128"
S6d common 3 1 2" X 0. 162" ; or
16"o. c. face
nail
lOd conmon 3 X 0. 128 ; or
12.
Top plate to top plate
3"x O. 131" nails; or
12"o. c. face
nail
3" 14 gage staples, ?g" crown
8-16d common (3 1/2" X 0.162");or
Each side of
end joint, face
12-10d box (3" x 0.128");or
nail
13.
Top plate to top plate, at end joints
12-3" 0.131' nails; or
(minimum 24"
lap splice length
12-3" 14 gage staples, ?g" crown
each side of
end joint)
I6d common (3 1 2" X 0. 162"); or
16"0. c. face
nail
14.
Bottom plate to joist, rim joist, band joist or blocking
16d box 3 1 2 X 0.135 ;or
(not
at braced wall panels)
3"x 0.131" nails; or
12"o.c. face
nail
3" 14 gage staples, ?g" crown
2-I6d common (3 1/2" X 0. 162"); or
15.
Bottom plate to joist, rim joist, band joist or blocking
3-16d box (3 1/2" x 0.135");or
at
braced wall panels
4-3" 0.131" nails; or
Toenail
4-3" 14 gage staples,A" crown
4-8d common (2 1/2" X 0. 131"); or
4-10d box (3" x 0.128");or
Toenail
4-3" 0. 131" nails; or
4-3" 14 gage staples,&" crown
16.
Stud to top or bottom plate
2-16d common (3 1/2" X 0. 162"); or
3-10d box (3" x 0. 128") ; or
3-3" 0.131" nails; or
End nail
3-3" 14 gage staples, ?g" crown
2-I6d common (3 1/2" X 0. 162"); or
3-I0d box (3" x 0. 128"); or
17.
Top or bottom plate to stud
3-3" 0.131" nails; or
End nail
3-3" 14 gage staples, A" crown
2-16d common (3 1/2" X 0. 162"); or
3-10d box (3" x 0. 128"); or
18.
Top plates, laps at corners and intersections
3-3" 0.131" nails; or
Face nail
3-3" 14 gage staples, ?g" crown
2-8d common (2 1/2" X 0. 131"); or
2-10d box (3" x 0. 128"); or
19.
1" brace to each stud and plat
2-3" 0.131' nails; or
Face nail
3-3" 14 gage staples, �g" crown
2-8d common (2 1/2" X 0. 131"); or
20.
1"x6" sheathing to each bearing
3-10d box (3" x 0.128");or
Face nail
3-Sd common (2 10.1 X );or
21.
1"x8" and wider sheathingto each bearing
9
3-lOd box (3" x 0. 128"); or
);or
Face nail
Floor
3-8d common (2 1/2" X 0. 131"); or
3-10d box (3" x 0. 128"); or
22.
Joist to sill, topplate, or girder
3-3" 0.131" nails; or
Toenail
3-3" 14 gage staples, &" crown
8d common (2 1/2" X 0. 131"); or
10d box (3" x 0. 128"); or
23.
Rim joist, band joist, or blocking to top plate, sill or
3" 0.131" nails; or
6"o.c., toenail
other
framing below
3" 14 gage staples, &" crown
2-8d common (2 1/2" X 0. 131'); or
24.
1"x 6"subfloor or less to each 'oist
2-10d box (3" x 0.128");or
Face nail
25.
2" subfloor to 'oist or girder
2-16d common 3 1/2" X 0.162"
Face nail
26.
2" planks lank & beam - floor & roof
2-16d common 3 1/2- X 0.162'
Each bearing,
face nail
32" a.c., face nail at top and
20d common (4'x 0.192")
bottom
staggered on
opposite sides)
10d common 3 X 0. 128 ; or
24" o. c., face nail at top and
27.
Built-up girders and beams, 2; lumber layers
3"x 0.131" nails; or
bottom
3" 14 gage staples, ?g" crown
staggered on
opposite sides)
2-20d common (4' X 0. 192") ; or
3-10d box (3" x 0.128");or
Ends and at each splice, face
3-3' 0.131" nails; or
nail
3-3" 14 gage staples,?g" crown
3-16d common (3 1/2" X 0. 162") ; or
4-10d box (3" x 0.128");or
Each joist or
rafter, face nail
28.
Ledger strip supporting joists or rafters
4-3' 0.131" nails; or
4-3" 14 gage staples,A" crown
3-16d common (3 1/2" X 0. 162"); or
4-10d box (3" x 0.128");or
End nail
29.
Joist to band joist or rim joist
4-3" 0.131" nails; or
4-3" 14 gage staples,A" crown
3-16d common (3 1/2" X 0. 162"); or
4-I0d box (3" x 0.128");or
End nail
30.
Bridging or blocking to joist, rafter or truss
4-3" 0.131" nails; or
4-3" 14 gage staples, ?g" crown
Wood structural panels (WSP), subfloor, roof and interior wall
sheathing to framing and particleboard
wall sheathing
to
framing
a
Edges
Intermediate
(inches)
supports
(inches)
6d common or deformed (2' x 0.113")
6
12
subfloor and wall
Sd box or deformed (2 1/2"x 0.113")
6
12
roof
2gJ"xO. 113" nail (subfloor and wall)
6
12
"-
31.
3/8 1/2"
1j" 16 gage staple, ?g' crown
4
8
subfloor and wall
2J" x 0.113, nail (roof)
4
8
1 3/4"16 gage staple,?g"crown(roof)
3
6
8d common (2 1/2"x 0. 131"); or
6
12
6d deformed 2"xO.113'
32.
19/32 " - 3/4'
21"xO.113, nail; or
6
12
2" 16 qGqe staple, 7 16 crown
10d common (3" x 0. 148") ; or
6
12
33.
7/8 " - 1J
8d deformed (2;"x 0. 131"
Other exterior wall sheathing
1j" galvanized roofing nail
(A" head diameter); or
34.
1/2 "fiberboard sheathing b
1j", I6 gage staple with fg"or 1'
crown
3
6
2-20d common (4" X 0. 192"); or
35.
25/32, fiberboard sheathing b
3-10d box (3" x );or
3
6
3-3" 0.131" nails;s; or or
3-3" 14 gage staples, ?g" crown
Wood structural panels, combination subfloor underlayment to framing
8d common (2 1/2"x 0. 131"); or
6
12
36.
3 4 "and less
6d deformed 2"xO. 113"
"-
8d common (2 1/2"x 0.131"); or
6
12
37.
7/8 1"
6d deformed 2"xO. 113"
38.
1h'- 1j"
lOd common ( 3' x 0. 148") ; or
6
12
8d deformed 2 1 2"xO.131"
Panel siding to
framing
6d corrosion -resistant siding
(1i" X 0.106");or
39.
1/2, or less
6d corrosion -resistant casing (2"X
6
12
0.099")
8d corrosion -resistant siding
40.
5/8"
(2 3/8" X 0. 128"); or
8d corrosion -resistant casing
6
12
(2 1/2"X 0.113")
Interior paneling
4d common (1 1/2"x 0.080"); or
6
12
41.
}"
4d finish 1 1 2"x 0.072"
42
J"
6d casing (2"x 0. Ogg-); or
6
12
6d finish Panel supports at 24"
For S1: 1 inch = 25. 4mm
a. Nails spaced at 6 inches at intermediate supports where spans are 48 inches or more. For nailing of wood structural panel and
particleboard diaphragms and shear walls, refer to Section 2305. Nails for wall sheathing ore permitted to be common, box or casing.
b. Spacing shall be 6 inches on center on the edges and 12 inches on center at intermediate supports for nonstructural applications.
Panel supports at 16 inches (20 inches if strength axis in the long direction of the panel, unless otherwise marked).
c. Where a rafter is fastened to an adjacent parallel ceiling joist in accordance with this schedule and the ceiling joist is
fastened to the top plate in accordance with this schedule, the number of toenails in the rafter shall be permitted to be reduced by
one nail.
(3
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a
PRODUCT APPROVAL INFORMATION SHEET (S)
EVALUATION REPORT FROM A PRODUCT EVALUATION ENTITY
FfROIDUCT AFF 0VAL SPECIFICATION SHEET
MMAs ecluired by Florida Statute 553.042 and Florida Administration Code gB-12, please provide the information and approval numbers on
the building components listed below if they will be utilized on the construction product for which you are applying for a building permit. We
recommend you contact your local product supplier should you not know the product approval number for any or the applicable listed
products
Category / Subcategory
Manufacturer
Product Description
Approval Number(s)
Test Pressures
I_ EXTERIOR DOORS
A. SWINGING
ThermaTru
Fiberclassic
FL 5891.1
+671-0/-ro-1.0 psf
ThermaTru
Smooth Star
FL 5891.2
+i'o1.0 / -61.0 psf
ThermaTru
ClassicCraft
FL 58913
+(0-1.0 / -6-1.0 psf
B. SLIDING
MI Windows and Doors
Series 420/430
FL 15332.1 - FL 15322B
+40.0 / -40.0 psf
G. SECTIONAL
Wayne -Dalton, a division of
Overhead Door Corporation
Model #8000/8100 01101 - 01104
g' Max width, 14' Max Height
FI 8248.1 - Fl 8248.4
+22.9 / -26.3 psf
+46.0 /-52.0 psf
Wayne -Dalton, a division of
Overhead Door Corporation
Model 08000/8100 *11211 - *1125
16' Max width, 14' Max Height
FI 8248.5 - Ft 8248.9
+1530 / -1-1.0 psf
+46.0 /-52.0 psf
D. OTHER
2_ WINDOWS
A. SINGLE HUNG
Mi Windows and Doors
Series GA 195 Aluminum SH
FL 1521-1.5
+50.0 / -50.0 psf
MI Windows and Doors
Series GA 5500 PVC SH
FL 15211.1 - FL 1521-13
+50.0 / -50.0 psf
B_ HORIZONTAL SLIDER
MI Windows and Doors
Series HS 188
FL 15351.1 - FL 15351.E
+50.0 / -50.0 psf
MI Windows and Doors
Series 1630 Single Slider
FL 21638.1 - FL 21638.11
+50.0 / -50.0 psf
C. FIXED
D. MULLION
E. OTHER
3. PANEL WALL
A. SIDING
James Hardie Building
Products,inc.
Artisan®Lap Siding
FL 104��.1
B. SOFFITS
Alside
Solid and Vented Soffit
FL 152-12.1 - FL 152122
+-10.0 / -'10.0 psf
C. VINYL SIDING
Certainteed Corp Siding
Products
CertainTeed Vinyl Vinyl Siding
FL1513.1
+N/A/-160.6
4. ROOFING PRODUCTS
A ASPHALT SHINGLES
Certain Teed Corporation
CT20 (and AR), Landmark 30 / 40
(and AR) XT30 (and AR)
FL54441
N/A
A. Metal Roofing
Union Corrugating Company
MasterRib Panel
FL13555A
N/A
B. UNDERLAYMENTS
Tamko
15lb Felt Underlayment
FL 12328.E
N/A
C. ROOFING FASTENERS
NOT USED
D. ROOF VENTILATION
Thompson Arch Metal Comp.
Off Ridge vents
FL 5219.1 - FL 5219.4
N/A
Florida Metal Products, inc.
vent RviO
FL 20-15.1
N/A
E. ROOFING TILES
Bora I Tile
villa 1300
FL -184924 - FL -184928
N/A
R OTHER
5. SHUTTERS
Global Protection Products
Galvanized Steel Storm Panels
FL 150-i6.1 - FL 150162
N/A
A. STORM PANELS
Global Protection Products
GFF Fabric Shutter Series 2000
FL 15088.1
N/A
Town and Country Industries
Safty Edge Storm Panels
FL 1285E_1
+54.0 / -54.0 psf
ro. STRUCTURAL
COMPONENTS
Fastening Specialists, Inc.
Tie Max "Threaded Rod"
FL156636
A. WOOD CONNECTORS / ANCHORS
USP Structural Conn.
See chart
Simpson Strong -Tie
see chart
B. TRUSS PLATES
ITW Building Components
Alpine Truss Plates
FL 1999.1 - FL 19913.4
N/A
MiTek Industries, Inc.
Truss Plates
FL 219-1.1 - FL 219-1_5
N/A
C. ENGINEERED LUMBER
Boise Eng_ Wood Prod_
Versa -Lam SP
FL 1644.1
N/A
Boise Eng_ Wood Prod_
Wood-i-Joists ALL JOIST
FL 1E45_I
N/A
Weyerhaeuser
Engineered lumber - TJI
FL 1630.1 - FL 1630.11
N/A
Weyerhaeuser
iLevel Rim Board, LVL, PSL, LSL
FL E521.1 - FL 652-1.4
N/A
D. MATERIAL
Cast -Crete Corp_
High Strength Concrete Lintels
FL 158.1
N/A
Powers Steel, Inc.
Power Box Lintels
FL 3119.1 , 5450.1 , 11303.1
N/A
A. SINGLE PLY ROOF SYSTEMS
Mule -Hide Products Co., Inc.
Thermoplastic polyolefin single ply
roof systems
FL12-1i2 1
+N/A /-525
uU5F COnnectars
USP Stock NO.
Florida Statewide Product
Approval No.
Evaluation Report Basis
A3
FLI1244.1
EAR-3455
HD210-2
FL13285.5
ESR-3445
HD212 -2
FL112323
ESR-3445
140216
FL112323
ESR-3445
HD216 -3
FL112323
ESR-3445
HD26
FL172322
ESR-3445
41028-2
FL112323
ESR-3445
HD410
FL11232.4
ESR-3445
WD412
FLI1232.4
ESR-3445
HD610
FL11232.4
ESR-3445
HDQ410
FLI12212
ER-0201
HGAIOKT
FL11236.6
ESR-3448
HGAMIOKT
FL11699_I
Evaluation Report
HHCP2
171-11236.1
ESR-3448
HTAI6-I6
FLI16802
Evaluation Report
HTA20-18
FLI16802
Evaluation Report
HTT4/HTTi6
FLI12192 - FLI1324.1
ER-0200 - Evaluation Report
HTT5
FL1121%2
ER-0200
WWI&
FLI1244.8
ESR-3455
HTW20
FL11244B
ESR-3455
HTW24
FLI1244.8
ESR-3455
HTW30
FLI1244.8
ESR-3455
HTWMI6
FL62232
Evaluation Report
HTWM20
FLI12448
ESR-3455
HUGT2
FL62233
Evaluation Report
HUGT3
FL62233
Evaluation Report
HUS210-2
FL11232 7
ESR-3455
HUS212 -2
FL11232.1
ESR-3455
HUS26
FL112321
ESR-3455
HUS28
FL11232.1
ESR-3455
HUS28-2
FL11232.1
ESR-3455
JL24
FL11232B
ER-0201
JL26
FL112328
ER-0201
JUS210-2
FL11232.12
ESR-3445
JUS24
FLI1232.11
ESR-3445
JUS26
FL11232.12
ESR-3445
JUS26 -2
FL11232.12
ESR-3445
JUS25
FLI1232.12
ESR-3445
JU546
FL11232.12
ESR-3445
KLEG3
FL11241.15
ESR-3444
KST260
FL11241.15
ESR-3445
LSTAI2
FLI1244.18
ESR-3445
LSTAI5
FL11244.18
ESR-3445
LSTAI8
FL11244.18
ESR-3445
LSTA24
FLI1244.16
ESR-3445
LSTA30
FLI1244.18
ESR-3445
LSTA36
FLI1244.16
ESR-3445
LTS19
FL112193
ER-0200
LTS205
FL112193
ER-0200
LTT131
FLI12193
ER-0200
LTWi2
FL112442
ESR-3455
LUGT2
FLI12402
ESR-3441
MP3
FLI124422
ESR-3455
MP34
FL1124423
ESR-3455
MP4F
FL1124424
ESR-3455
MP5
FLI1244.22
ESR-3455
MPH3516
FL-112403
ESR-3441
MSTAI2
FLI1244.18
ESR-3455
MSTAI5
FLI1244.18
ESR-3455
MSTAI6
FLI1244.18
ESR-3455
MSTA24
FLI1244.18
ESR-3455
MSTA36
FLI1244.18
ESR-3455
MSTC40
FL1124426
ESR-3455
MSTC52
FL1124426
E5R-3455
MTW12
FLI1244.8
ESR-3455
MTW16
FLI12448
ESR-3455
MTWI8
FLI12448
ESR-3455
MTW20
FLI12448
ESR-3455
MUGT5
FLI12405
ESR-3441
NFM35Xi2
FL5182
Evaluation Report
NFM35XI&U
FL5183
Evaluation Report
PAU44
FL11239.13
ESR-3449
PAU66
FLI1239.13
ESR-3449
PHD2A
FLI1219.4
ER-0200
PHXU3516
FL1124120
ESR-3444
RFUS
FL6223B
Evaluation Report
R5150
FLI124421
ESR-3455
RT15
FLI1236.11
ESR-3448
RTI6
FLI1236.10
ESR-3448
RT16-2
FL11236.10
ESR-3448
RT16A
FL11236.10
ESR-3448
RT3A
FL11236.11
E5R-3448
RT4
FL11236.11
ESR-3448
RT5
FLI1236.11
ESR-3446
RT1
FL11236.11
ESR-3448
RT1A
FL11236.11
ESR-3448
RTSA
FL11236.11
ESR-3448
SPT22
FL1124430
ESR-3455
SPT24
FL1124431
ESR-3455
SPT4
FLI124432
ESR-3455
SPT6
FLI124432
ESR-3455
SPTS
FLI124432
E6R-3455
SPTH4
FL1124432
ESR-3455
SPTH6
FL1124432
ESR-3455
SPTHS
FLI124432
ESR-3455
SUH24
FLI1232.14
ESR-3455
THD28
FLI1232.11
ESR-3445
TH028-2
FL11232.11
ESR-3445
THD410
FLI1232.11
ESR-3445
THD412
FLI1232.11
ESR-3445
THD612
FLI1232.I1
ESR-3445
THDH414
FLI1232.11
ESR-3445
UPHDS
PLI1219.6
ER-0200
USC53
FL2033_I
Evaluation Report
UGTS3F
FL2033J
Evaluation Report
UGT653
FL2033.1
Evaluation Report
GELl-10
FLI1241.1
ESR-1102
GELi-22
FL11241.1
ESR-1102
51 F50N COnnectars
Simpson 6tock NO.
Florida Statewide Product
Approva I No.
Evaluation Report Basis
A23
FLI04462
ESR-2606
HU210-2
FLI065520
ESR-2549
HU0212-2
FL10655.23
ESR-2549
HU26
FL1065529
ESR-2549
14U26-2
FLI065529
ESR-2549
HU410
PLi065531
ESR-2549
HU412
171-1065534
ESR-2549
HU610
FL10655.44
ESR-2549
HD412
FLI0655.45
ESR-2549
1_10610
FL10655SI
ESR-2549
HUCQ410
FL11468.11
SIM200804
HGAIOKT
FL11410.4
SIM200903
HGAMIOKT
FL11410.4
SIM200803
HCP2
FL104412
ESR-2551
HETAi6
FL114135
SIM200802
HETA20
FL11413B
SIM200802
HTTI6
FL11413B
E8-0130
HTT22
FL114138
ES-0130
HTSI6
FLI0456.22
ESR-2613
WT520
FL1045623
ESR-2613
WT624
FL1045624
ESR-2613
HT830
FL1045626
ESR-2613
HTSMi6
FL11413.11
SIM200802
WTSM20
FL11413.11
511" 1200802
HGT2
FL10456.18
ESR-2613
HGT3
FLI0456_19
ESR-2613
HUS210-2
FLI0655.92
ESR-2549
WUS212-2
FLI0655.93
ESR-2549
HUS26
FLI0655.94
ESR-2549
WUS28
FL10655.96
ESR-2549
HUS28-2
1`1_10655.91
ESR-2549
LU24
FL10655.103
ESR-2549
LU26
FL10655.104
E5R-2549
LU5210-2
FLI0655.101
ESR-2549
LUS24
FLi0655.i09
ESR-2549
LUS26
FL10655.i11
ESR-2549
LUS26-2
FL10655.112
ESR-2549
LUS28
FL10655.113
ESR-2549
LUS46
FL10655.118
ESR-2549
LEG3
FL10661.11
ESR-2615
MST60
FL10852.1
ESR-2105
LSTAI2
FL10852.4
ESR-2105
LSTAI5
FL10852.4
E5R-2105
LSTAI8
FLi0852.4
ESR-2105
LSTA24
FLI0852.4
ESR-2105
LSTA30
FLI0852.4
ESR-2105
LSTA36
FL10852.5
ESR-2105
LTTI9
FLI14963
ER-130
LTT205
FL114963
ER-130
LTTI31
FLII4963
ER-130
LTS12
FLI045629
ESR-2613
LGT2
FLI1410.1
SIM200803
L530
FLI0446.15
ESR-2606
A34
FL104463
ESR-2606
LPT4
FL10446.19
ESR-2606
L850
FL10446.16
ESR-2606
WM1416
FL10661.86
ESR-2615
MSTAI2
FLi08528
ESR-2105
MSTAI5
FL10852.8
ESR-2105
MSTAI8
FL10852.9
ESR-2105
MSTA24
FL10852.9
ESR-2105
MSTA36
FL10852.9
ESR-2105
MSTC40
FLI0852.11
ESR-2105
MSTC52
FL10652.11
ESR-2105
MT512
FL1045633
ESR-2613
MTSi6
FLI045634
ESR-2613
MTSIS
FL1045635
ESR-2613
MTW20
FL1045636
E51R-2613
MGT
FLIi4109
SIM200803
M15HA356/1125
FL1086roJ2
ESR-2ro16
M5HA356/I6
FL 10866.I2
ESR-2616
A51144
FL10860.4
ESR-1622
A51166
FLI0860.4
ESR-1622
HDU2-SDS25
FLI044lA
ESR-2330
GLTV3516
FLI06618
ESR-2615
FGTR
FL114132
SIM200802
C616
FL10852.1
ESR-2105
HI
FL104565
ESR-2613
1410
FLI0456.6
E5R-2613
HI0-2
FLi0456.1
ESR-2613
HIOA
FL10456%o
ESR-2613
H3
171-10456.13
ESR-2613
H4
FL10456.14
ESR-2613
H5
FLI0456.15
ESR-2613
H25
FLI0456.11
ESR-2613
H2.5A
FLi0456.12
ESR-2613
HS
FL114103
8I1-1200803
SPi
FLI0456.41
ESR-2613
SP2
FL10456.42
ESR-2613
51=4
FL10456.43
ESR-2613
SP6
FL10456.44
ESR-2613
51=8
FL10456.45
ESR-2613
SPH4
FL10456Aro
ESR-2613
SPH6
FL10456.41
ESR-2613
SPHS
FL10456.48
ESR-2613
U24
171_10655.141
ESR-2549
HHUS28-2
FL106553
ESR-2549
HHUS410
FLI0655.4
ESR-2549
HGUS525/12
FL11468.11
SIM200804
HGUS414TH014414
FL11468.10
SIM200804
HDQ8-SDS3
FL10441.1
ESR-2330
RBC
FLI1418b
ES-0112
MSTAM24
FLI1413.19
SIM200802
MSTAM36
FLII413.19
SIM200802
MSTCM40
FLI1413.19
5IM200802
HHETA20
FL11413.9
SIM200502
LGT3-SD525
FLi1410.1
SIM200803
LGUM26-2-
FL11413_12
SIM200802
COVER SHEET
THE INFORMATION PROVIDED IS OF THE PRODUCTS INTENDED FOR
USE IN THE CONSTRUCTION OF THIS PROJECT. ALTERNATIVE
PRODUCTS WITH FLORIDA PRODUCT APPROVAL (S) MAY BE
SUBSTITUTED. SUPPORTING DOCUMENTATION SHALL BE SUPPLIED
AND THE RESPONSIBILITY OF CONTRACTOR AND OR OWNER.