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TABLE 1405.2
MINIMUM THICKNESS OF WEATHER COVERING`)
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 (cost 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
0.625 b 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 cotta (adhered)
-_
0.25
Vinyl siding
_ -
0.035
Wood shingles
0.375
Wood siding (without sheathing)
0.5
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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 decorotive cementitious finish less than j 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
mosonry construction only.
5. Masonry veneers constructed in accordance with Section R318.4.
1/4" TOOLED JOINTL
SMOOTH FINISH - BANDS
z � a 117
GEMENT f - D
TEXTURED 111 2
FINISH
II 241 SH I II - 0 -
io • ROUGH FINISH
STUCCO
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® TOOLED BAND DETAIL-
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FF. ELEV. F.F. ELEV.
— — . — . — . — . — . — . — — . — . — . — . — . — . — .� — . — . — . — . — • N.T.S.
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ALL WORK SHALL COMPLY WITH PREVAILING
CODES FLORIDA BUILDING CODE,
NATIONAL ELECTRIC CODE,
N I ■r rm
r%�orjON1_
ID 2 4 2R j G H
* D F r F \/ %� * 1 ON1_
AND THE CITY OF ZEPHYRHILLS
I �i, I}( !M■r1 I I I 1( !�1 I ORDINANCES
51A
RB 2 5 2OZZ
REVIEW DATE___
CITY OF ZEPHYRHILL '
PLAN EXAMINER_ -
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Date: 2021.12.15
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Simpson HETAiro (or aqua 1)
Installed per Manuf. specs_
Net Uplift is less than 1510 lbs.
-4"
32'-O"
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WIND DESIGN INFORMATION
ROOF fm
I. Wind Speeds of 139 MPH Vult k 105 MPH Vasd
2. Risk Category = II
3. Exposure Category B
4. Enclosed Building, (GCpf = +/- 0.10)
5. Component f Cladding Pressures (PSF):
R = 31.2,-40.0 W = 33.2,-43.4 OH= -55.6
NOTE: WIND LOAD CALCULATIONS ARE BASED ON
WORST CASE' . ALL CONNECTORS WILL BE UNIFORM
FOR SIMILAR USES.
THIS 5TRUCTURE HAS BEEN DESIGNED TO WITHSTAND
INTERNAL PRESSURES, ENCL05ED BUILDING.
TABLE 1609. 6( 1)
NOMINAL (ASD) GARAGE DOOR AND ROLLING DOOR WIND LOADS FOR A BUILDING WITH A MEAN ROOF HEIGHT OF 30 FEET
LOCATED IN EXPOSURE 8 (PSF) 1, 2, 3, 4, 5
Ell
-41'
Simpson HETA16 for equal)
Installed per ManuF. specs.
Net Uplift is less than laI0 lbs.
Truss Systems Engineering by others
ULTIMATE DESIGN
WIND (VU10 DETERMINED IN ACCORDANCE WITH SECTION
1609.3
(MPH
- 3 SECOND
GUST)
Width (ft)
Height (ft)
100
MPH
110
MPH
120
MPH
130
MPH
140 MPH
150
MPH
160
MPH
170
MPH
180
MPH
190
MPH
200
MPH
Roof
Angle
0 - 10 degrees
8
8
+10. 0
-10. 0
-10. 5
-11.
9
+12. 5
-14. 2
+14. 7
-16. 6
+17. 1
-19. 3
+19. 6
-22. 2
+22. 3
-25. 2
+25. 1
-28. 5
+28. 2
-31. 9
+31. 4
-35. 5
+34. 8
-39. 4
10
10
+10. 0
-10. 0
+10. 2
-11.
4
+12. 1
-13. 6
+14. 2
-16. 0
+16. 5
-18. 5
+18. 9
-21. 2
+21. 5
-24. 2
+24. 3
-27. 3
+27. 3
-30. 6
+30. 4
-34. 1
+33. 7
-37. 8
14
14
+10. 0
-10. 0
+10. 0
-10.
8
+11. 5
-12. 8
+13. 5
-15. 0
+15. 7
-17. 4
+18. 0
-20. 0
+20. 5
-22. 8
+23. 1
-25. 7
+25. 9
-28. 8
+28. 9
-32. 1
+32. 0
-35. 6
Roof
Angle
0 > 10 degrees
9
7
+10. 0
-10. 9
+11. 4
-12.
9
+13. 7
-15. 5
+16. 1
-18. 2
+18. 5
-20. 9
+21. 3
-24. 1
+24. 3
-27. 5
+27. 6
-31. 2
+30. 6
-34. 6
+34. 2
-38. 6
+38. 0
-43. 0
16
7
+10. 0
-10. 3
+10. 9
-12.
2
+13. 1
-14. 6
-15. 5
-17. 2
+17. 7
-19, 7
+20. 4
-22. 7
+23. 3
-26. 0
+26. 4
-29. 4
+29. 3
-32. 6
+32. 7
-36. 5
+36. 4
-40. 6
78
MPH
85
MPH
93
MPH
101
MPH
108 MPH
116
MPH
124
MPH
132
MPH
139
MPH
147
MPH
155
MPH
For SI: 1 foot = 304.8 mm, 1 mile per hour = 1.609 km/h, 1 psf = 47.88 N/m2.
Nominal Design Wind Speed (Vosd) converted from Ultimate Desi,,,r, Wind Speed per Section 1609.3.1
1. For door sizes or wind speeds between those given above the load may be interl,,,lated, otherwise use the load associated with the lower door size.
2. Table values shall be adjusted for height and exposure by multiplying by the .-djustment coefficient in table 1609.6(2). minimum positive wind load
shall be 10 psf and minimum negative wind load shall be 10 psf.
3. Plus and minus signs signify pressures acting toward and away from the building surfaces. r
A KI.-+S"n "--.,.o noo i1,-, kn 0 fool of ,..mill. ,n k.,; 1Ai,, 9� n A �n R Tnhlc " 1-- �I .4. + k . n R 1 A e4, li ^^ fl..�
TRUSS MANUFACTURER TO
PROVIDE SIGNED AND
SEALED TRUSS DRAWINGS
INCLUDING BRACING
DETAILS.
ATTIC VENTILATION - FLORIDA BUILDING CODE
Total Area Under Roof
1,024.00
Square Feet (SF)
Total Required Ventilation
6.83
SF
Total Area / 150
Area
Total Required Ventilation
3.41
SF
Reqd Area / 2
Area at Soffits
Total Required Ventilation
Area at Roof
3.41
SF
Reqd Area / 2
Overhang Dimension
1.33
Feet
Ventilation Examples -Owens Corning
Ventilation
Required
At Soffit
Units
Units
Capacity
Vent
Triple 4" Center Vent
1.56
sq in / ft
315.08
Feet
Triple 4" Full Vent
4.68
sq in / ft
105.03
Feet
Double 5" Full Vent
4.25
sq in / ft
115.65
Feet
Ventilation
Required
At Roof
Units
Units
CapacitV
Vent
Ventsure Metal Dome
with Screen
144
sq in
4
Vents
Ventsure High Profile
Slant Back Roof Vent w/
50
sq in
10
Vents
Exterior Louver
Ventsure Plastic Slant
Back Roof Vent w /
61
sq in
9
Vents
Interior Louver
Ventsure Rigid Strip
Ridge Vent, Externally
15
sq in / ft
33
Feet
Baf f led
BUILDING CONSTRUCTION NOTES
1. This Garage is to the lth Edition (2020) 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.
■
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.
7.. A nMnCC OO A n T Ain I n T nnr
TOP/BOTTOM CHORD GABLE
END BRACING @ 48" 0. C. MAX
FOR THE FIRSi 4 ROWS OF
TRUSSES
Li
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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
24" O.C.
(2) 16d NAILS
2x4 DIA6. BRACE
(FOLLOW TRU55
MANUFACTURERS
RECOMMENDATION
(2) 16d NAILS
\ "L" BRACE CsABLE
END TRUSS
/2X4x& LATERAL
BRACING CONTINOU5
9 45" O.C.
/ (5) 16d NAILS
GABLE END DIAGONAL BRACE DETAIL
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Thomas L Digitally signed by Signs•daudsc•aled6vT.L..IlansuuPE ,•,\0� 11111fI/
ThomasL usmgalhtpLdSignalurcand dale.
Han son:A01410 ,nl(eit,otsidcred sig cdanent
Ha nson:A01410D00000 are not � unstderrJ segued and
D00000177 EF31 177EF31 134F000015ADA scaled and the agnature must be
vrnlicd tin any rlectronnc , LU
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Date: 2021.12.15
B4E000015ADA
08:48:47-05'00'
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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 wl 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
WINDOW ROUGH OPENING CHART
WINDOW
BLOCK CON5TRl1GTION
(1/2" FLANGE)
FRAME CONSTRUCTION
(1/2" FLANGE)
CODE
WIDTH
HEIGHT
WIDTH
HEIGHT
12 SH
19 7/8""
x
26'
19 1/4- x
26 1/4'
13 SH
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
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 7 8" x
63 1/4"
26 SH
37 3 4-
x
76 3 4-
37 ] 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 WI TH 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
WINDOWS HOWEVER THE CONTRACTOR SHALL VERIFY WITH CHARTS /
DOCUMENTATION PROVIDED WITH SPECIFIC WINDOW MANUFACTURER
v
61
M
32'-0"
■
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10'-0" CLG. HGT.
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WX 7' OHG.D. I I 8'x 7' OH.G.D.
---------------------------------------------
TM
2'-4" I_ 18'-0" IY-4" I. 8'-0" I 2'-4"
I FRX1 CINCH NOTES:
ALL INTERIOR DIMENSIONS ARE GIVEN TO THE INDICATED
R602.1 GENERAL. WOOD AND WOOD -BASED PRODUCTS USED
CENTER OF THE STUD UNLESS NOTED OTHERWISE.
FORLOAD-SUPPORTING PURPOSES SHALL CONFORM TO THE
APPLICABLE PRO -VISIONS OF THIS SECTION.
ALL EXTERIOR DIMENSIONS ARE GIVEN TO THE FACE OF THE
STUD OR FACE OF BLOCK (AS APPROPRIATE) WHICH LINES
R602.1.8 WOOD STRUCTURAL PANELS. WOOD STRUCTURAL
WITH THE FOUNDATION BELOW.
PANELSHEATHING SHALL CONFORM TO DOC PS 1, DOC PS 2 OR,
WHENMANUFACTURED IN CANADA, CSA 0437 OR CSA 0325.
ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE
PANELSSHALL BE IDENTIFIED FOR GRADE, BOND
PRESSURE TREATED OR APPROVED CEDAR, OR HAVE 15 LB.
CLASSIFICATION, AND PER-FORMANCE CATEGORY BY A GRADE
FELT BARRIER.
MARK OR CERTIFICATE OFINSPECTION ISSUED BY AN APPROVED
AGENCY.
SEE SHEETS - S1, S2 AND ADDITIONAL "S" SHEETS
R602.1.9 PARTICLEBOARD. PARTICLEBOARD SHALL CONFORM
FOR ADDITIONAL STRUCTURAL DETAILS / NOTES
TOANSI A208.1. PARTICLEBOARD SHALL BE IDENTIFIED BY
THEGRADE MARK OR CERTIFICATE OF INSPECTION ISSUED BY
R602.1 GENERAL. WOOD AND WOOD -BASED PRODUCTS USED
ANAPPROVED AGENCY.
FORLOAD-SUPPORTING PURPOSES SHALL CONFORM TO THE
APPLICABLE PRO -VISIONS OF THIS SECTION.
R602.1.10 FIBERBOARD. FIBERBOARD SHALL CONFORM TOASTM
C208. FIBERBOARD SHEATHING, WHERE USED STRUCTUR-ALLY,
R602.1.1 SAWN LUMBER. SAWN LUMBER SHALL BE
SHALL BE IDENTIFIED BY AN APPROVED AGENCY AS
IDENTIFIEDBY A GRADE MARK OF AN ACCREDITED LUMBER
CON -FORMING TO ASTM C208.
GRADING ORINSPECTION AGENCY AND HAVE DESIGN VALUES
CERTIFIED BY ANACCREDITATION BODY THAT COMPLIES WITH
R602.2 GRADE. STUDS SHALL BE A MINIMUM NO. 3, STANDARD
DOC PS 20. 1N LIEUOF A GRADE MARK, A CERTIFICATION OF
ORSTUD GRADE LUMBER.
INSPECTION ISSUED BY ALUMBER GRADING OR INSPECTION
EXCEPTION: BEARING STUDS NOT SUPPORTING FLOORS AND
AGENCY MEETING THE REQUIRE-MENTS OF THIS SECTION SHALL
NON -BEARING STUDS SHALL BE PERMITTED TO BE UTILITY
BE ACCEPTED.
GRADE LUMBER,PROVIDED THE STUDS ARE SPACED IN
ACCORDANCE WITH TABLER602.3(5).
R602. 1.2 END -JOINTED LUMBER. APPROVED
END-JOINTEDLUMBER IDENTIFIED BY A GRADE MARK
R602.3 DESIGN AND CONSTRUCTION. EXTERIOR WALLS OF
CONFORMING TO SECTIONR602.1 SHALL BE PERMITTED TO BE
WOOD -FRAME CONSTRUCTION SHALL BE DESIGNED AND
USED INTERCHANGEABLY WITHSOLID-SAWN MEMBERS OF THE
CONSTRUCTED INACCORDANCE WITH THE PROVISIONS OF THIS
SAME SPECIES AND GRADE. END -JOINTED LUMBER USED IN AN
CHAPTER AND FIGURESR602.3(1) AND R602.3(2), OR IN
ASSEMBLY REQUIRED ELSEWHERE INTHIS CODE TO HAVE A
ACCORDANCE WITH AWC NDS.COMPONENTS OF EXTERIOR WALLS
FIRE -RESISTANCE RATING SHALL HAVE THE
SHALL BE FASTENED IN ACCORDANCEWITH TABLES R602.3(1)
DES-IGNATION "HEAT RESISTANT
THROUGH R602.3(4). WALL SHEATHINGSHALL BE FASTENED
ADHESIVE" OR "HRA" INCLUDED INITS GRADE MARK.
DIRECTLY TO FRAMING MEMBERS AND, WHEREPLACED ON THE
EXTERIOR SIDE OF AN EXTERIOR WALL, SHALL BE CAPA-BLE
R602.1.3 STRUCTURAL GLUED -LAMINATED TIMBERS.
OF RESISTING THE WIND PRESSURES LISTED IN TABLE
GLUED -LAMINATED TIMBERS SHALL BE MANUFACTURED AND
R301.2(2)ADJUSTED FOR HEIGHT AND EXPOSURE USING TABLE
IDENTIFIED ASREQUIRED IN ANSI/AITC A190.1 AND ASTM
R301.2(3) ANDSHALL CONFORM TO THE REQUIREMENTS OF
D3737.
TABLE R602.3(3). WALLSHEATHING USED ONLY FOR EXTERIOR
R602.1.4 STRUCTURAL LOG MEMBERS. STRUCTURAL LOG
WALL COVERING PURPOSES SHALLCOMPLY WITH SECTION R703.
MEM-BERS SHALL COMPLY WITH THE PROVISIONS OF ICC 400.
STUDS SHALL BE CONTINUOUS FROM SUPPORT AT THE SOLE
PLATE TO ASUPPORT AT THE TOP PLATE TO RESIST LOADS
R602.1.5 STRUCTURAL COMPOSITE LUMBER.
PERPENDICULAR TO THEWALL. THE SUPPORT SHALL BE A
STRUCTURALCAPACITIES FOR STRUCTURAL COMPOSITE LUMBER
FOUNDATION OR FLOOR, CEILING ORROOF DIAPHRAGM OR SHALL
SHALL BE ESTAB-LISHED AND MONITORED IN ACCORDANCE WITH
BE DESIGNED IN ACCORDANCE WITHACCEPTED ENGINEERING
ASTM D5456.
PRACTICE.
EXCEPTION: JACK STUDS, TRIMMER STUDS AND CRIPPLE STUDS
R602.1.6 CROSS -LAMINATED TIMBER. CROSS -LAMINATED
ATOPENINGS IN WALLS THAT COMPLY WITH TABLES R602.7(1)
TIM-BER SHALL BE MANUFACTURED AND IDENTIFIED AS
ANDR602.7(2).
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 REMARKED IN ACCORDANCE WITH THAT STANDARD.
GARAGE- 1024 5F
LECsEND
DOOR SIZE FEET (HGT. (o'-W
UNLE55 NOTED OTHERWISE)
DOOR 51ZE INCHES
0
P
EPRE-HUNG (PH) or WRAP (W)
or POCKET (PKT)
WINDOW SIZE
34 5H
® PLATE HGT. 19 10'-0" AF.F.
® BEARING WALL
ALL CMU WALLS CONSIDERED SHEAR WALL
■ CELL POURED SOLID w/ wil
FROM FTG. TO BOND BEAM
LOAD SUMMARY
DESCRIPTION kVA
GENERAL LIGHTING'
1024 Sq. Ft. @ 3 Watts per Sq. Ft. = 3.1
10.0
-10.0 kw x .35 = -3.50
6.8
6.7
TOTAL CALCULATED 20.0
Calculated load for service size is 20.0 kW
divided by 230V = 87.0 Amps (Amps
100A SERVICE.
First 10 kW @ 100% _
Remainder at 35%
HEATING
1-AH Vill =
1-HP =
---------------
°21 1� In��.�cTRica�
B2
ELECTRICAL SYMBOLS LEGEND
CEILING LIGHT
m
200 AMP. PANEL
®
TELEVISION PRE -WIRE
{R}
RECESSED CAN LIGHT
--------e
ill __-----4%
SHOP FLUORESCENT
LIGHT
SZ
TELEPHONE PRE -WIRE
0
110V DUPLEX RECEPTACLE
- - - - - - -
j j
2'X 4' FLUORESCENT
Qi
®
SMOKE ALARM
CARBON MONOXIDE
220V OUTLET
LIGHT
DETECTOR
I
110v G.F.I. OUTLET
TRACK LIGHTING
O
JUNCTION BOX
�yy
1�J
SWITCHED DUPLEX REC.
Idl
PUSH BUTTON (GD.O.,
vOVGOVUOVOOv
BEAUTY BAR LIGHT
T
CHIMES, ETC.)
®
OUTLET (HUA4, AH, ETC.)
_
FLOOD LIGHT
$
SINGLE POLE SWITCH
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®
DOOR BELL CHIME
BRACE 4
$3
THREE WAY LIGHT SWITCH
1\
FRE WIRE
FOR FAN
f'���
ELECTRICAL WIRING
ot
Vy
GARAGE DOOR OPENER
/
r
L ,
EXHAUST FAN
LIGHT/EX. FAN
INTERIOR ELECTRICAL OUTLET LOCATIONS
PADDLE FAN SWITCH
(LOCATE OVER FAN
LIGHT SWITCH)
LIGHT SWITCH
DUPLEX OUTLET AT
KITCHEN COUNTER, REFRIG.,
WASHER AND GARAGE OUTLETS
DUPLEX OUTLET AT
VANITY COUNTER
STANDARD
DUPLEX OUTLET
9
250.94 BONDING FOR OTHER SYSTEMS. AN INTERSYSTEM BONDING TERMINATION
FOR CONNECTING INTERSYSTEM BONDING AND GROUNDING CONDUCTORS
REQUIRED FOR OTHER SYSTEMS SHALL BE PROVIDED EXTERNAL TO
ENCLOSURES AT THE SERVICE EQUIPMENT AND AT THE DISCONNECTING MEANS
FOR ANY ADDITIONAL BUILDINGS OR STRUCTURES. THE INTERSYSTEM BONDING
TERMINATION SHALL BE ACCESSIBLE FOR CONNECTION AND INSPECTION THE
INTERSYSTEM BONDING TERMINATION SHALL HAVE THE CAPACITY FOR
CONNECTION OF NOT LESS THAN THREE INTERSYSTEM BONDING CONDUCTORS.
THE INTERSYSTEM BONDING TERMINATION DEVICE SHALL NOT INTERFERE WITH
OPENING A SERVICE OR METERING EQUIPMENT ENCLOSURE.
THE INTERSYSTEM BONDING TERMINATION SHALL BE ONE OF THE FOLLOWING:
(1) A SET OF TERMINALS SECURELY MOUNTED TO THE METER ENCLOSURE
AND ELECTRICALLY CONNECTED TO THE METER ENCLOSURE. THE
TERMINALS SHALL BE LISTED AS GROUNDING AND BONDING
EQUIPMENT.
(2) A BONDING BAR NEAR THE SERVICE EQUIPMENT ENCLOSURE, METER
ENCLOSURE, OR RACEWAY FOR SERVICE CONDUCTORS. THE
BONDING BAR SHALL BE CONNECTED WITH A MINIMUM 6 AWG
CAPPER CONDUCTOR TO AN EQUIPMENT GROUNDING
CONDUCTOR($) IN THE SERVICE EQUIPMENT ENCLOSURE, METER
ENCLOSURE, OR EXPOSED NONFLEXIBLE METALLIC RACEWAY.
(3) A BONDING BAR NEAR THE GROUNDING ELECTRODE CONDUCTOR
THE BONDING BAR SHALL BE CONNECTED TO THE GROUNDING
ELECTRODE CONDUCTOR WITH A MINIMUM 6 AWG COPPER
CONDUCTOR
1111111 P L A N
ELECTRICAL NOTES
ALL WORKMANSHIP AND MATERIALS SHALL CONFORM TO ALL APPLICABLE CODES SUCH AS THE NATIONAL
ELECTRICAL CODE 2011, LOCAL ORDINANCES AND POWER COMPANY REGULATIONS.
SUBCONTRACTOR SHALL BE LICENSED, CARRY ALL 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 SEIhFORCING BARS OR RODS OF NOT LE88 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-ENER ,1ZE 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.
R315U.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.
R315.11 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
ALL ELECTRICAL 6WITCNE6,
OUTLETS, ETC. TO BE MOUNTED
ABOVE THE BASE FLOOD
ELEVATION. (SEE SITE PLAN
FOR BASE ELEVATION)
(3)2/0,4G Cu, 2'IC 100A MLO
120/240V
METER 17 3 WIRE SN
FO �mo,4
(3)2/0 Cu, 2"C
TO UTILITY_
TRANSFORMER
NO. 4 CU
GROUND IN ACCORDANCE
WITH NEC 250
ELECTRICAL RISER
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Date 2021.12.15
vII,til Un a„1 CleCtfUnlC Co
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3-1/2" CONCRETE w/6"X �o"X I0/10 W.W. MESH
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-
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REINFORCING REQUIRED THROUGHOUT THE I
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CONCRETE SLAB OR SYNTHETIC FIBER
_
REINFORCEMENT
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x 10" WIDE (TYP.)
I'-4"
s
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a
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THE FOUNDATION HAS BEEN DESIGNED FOR A
MINIMUM LOAD -BEARING PRESSURE OF 2000
POUNDS PER SQUARE FOOT
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 lapped 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 an 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 flotwork which will not be enclosed at a later date.
5. Where approved based on local site conditions.
PLAN
LEGEND
ALL CMU WALLS CONSIDERED SHEAR WALL
■ CELL POURED SOLID w/ (I,105
FROM FTG. TO BOND BEAM
054, W/CELL POURED SOLID
a 8'-0" O.G. MAX. (STEM WALL)
- - CONTROL JOINT (SAW CUT)
100.00' FINISHED FLOOR ELEVATION
(ASSUMED DATUM)
• TIE MAX BOLTS tv 6'-O" O.G. 4
12" FROM ANY CORNER
B WINDOW OR DOOR OPENING
LOCATIONS
SECTION R318
PROTECTION AGAINST TERP11TE5
R318.1 Termite Protection. Termite protection shall be provided bg registered termiticidee, Including soft applied
pesticides, baiting systems, and pesticides applied to wood, or other approved methods of term Re protection
labeled for use as a preventative treatment to new construction. See Section 202, REGISTERED TE ITICIDE.
Upon completion of the application of the termite protective treatment, a Certificate of Compliance shalt be
Issued to the building department by the licensed pest control company that contalns the following
statement: • The building has received a complete treatment for the prevention of subterranean
termites. Treatment Is In accordance with rules and laws established bg the Florida Department of Agriculture and
Consumer Services_
R318.1.1 If Boll treatment is used for subterranean termite prevention, the initial chemical soft treatment inside the
foundation perimeter shell be done after all excavation, backfllling and compaction Is complete.
R318.12 If soil treatment Is used For subterranean termite prevention, &oil area disturbed after initial chemical soft
treatment shell be retreated with a cMmical Boll treatment, including spaces boxed or formed.
R318.13 If soil treatment le used for subterranean termite prevention, space in concrete floors boxed out or
Formed for the subsequent Installation of plumbing traps, drains or any other purpose shall be created by using
plastic or metal permanently placed forms of surrlcient depth to eliminate any planned soil disturbance after
Initial cMnmical Boll treatment.
R318.1A IF *oil treatment Is used for subterranean termite prevention, chemlcallg treated soft shall be otected with
a minimum 6 mil vapor retarder to protect against rainfall dilution. IF rainfall occurs before vapor retarder
placement, retreatment is required. Any worm Including placement of reinforcing steel, one after chemical
treatment until the concrete floor Is poured, shell be done in such manner as to avoid penetrating or cleturbing
treated soft,
R318.1b If soil treatment Is used for subterranean termite prevention, concrete overpour or mortar accumulated
along the exterior foundation perimeter shall be removed prior to exterior chemical loll treatment to enhance
vertical penetration of the chemicals.
R318.1.6 If soil treatment Is used for subterranean termite prevention, chemical Boll treatments shell also be
applied under all exterior concrete or grade within I foot (305 mm) of the primary structure efdeealle. Also, a
vertical chemical barrier shell be applied promptly after construction Is completed, Including Initial landscaping
and irrigation/sprinkler installation. Any soil disturbed after the chemical vertical barrier Is applied shall be
promptly retreated.
R318.1.7 IF a registered termlticlde formulated and registered as a bait system Is used for subterranean termite
prevention, Section R318.1.1 through Section R318.Ib do not apply' however, a signed contract assuring the
Installation, maintenance and monitoring of the baiting system that Is in compliance with the requirements of
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
monitoring phase pprrior to installation of the pesticide active Ingredient, the Installation of the monitoring phase
components "IT be deemed to constitute Installation of the system.
R318.18 If a registered termiticide formulated and registered as a wood treatment Is used for subterranean
termlte prevention, Sections R318.1.1 through R318.1.6 do not apply. Application of the wood treatment termlticfde
shall be as required by label directions For use, and must be completed prior to final building approval.
R3182 Penetration. Protective sleeves around piping penetrating concrete Blab -on -grade floors *hall not be
of cellulosecontalning materials. If *all treatment Is used for subterranean termite protection, the sleeve *hall
have a maximum wall thickness of 0.010 Inch (025 mm), and be sealed within the slab using a noncorrosive
clamping device to eliminate the annular space between the pipe and the sleeve. No termlticldee shall be
applied Inside the sleeve.
R3183 Cleaning Celle and cavities in masonry unite and air gape between brick. stone or maeorry vereere and the
structure shell be cleaned of all nonpreservative-treated or nonnaturally durable wood, or other
cellulose -containing material prior to concrete placement.
Exception: Inorganic material manufactured for closing cells in foundation concrete masonry unit construction or
clean earth fill placed In concrete masonry unit voice below slab level before termite treatment is performed.
R318A Concrete bearing ledge. ®rich stone or other veneer shell be supported bg a concrete bearing ledge
at least equal to the total thldnese of the bristone or other veneer which le poured Integrally with the
concrete foundation. No supplemental concrete foundation pours which will create a hidden cold ,Joint shell be
used without supplemental treatment In the Foundation unless there Is an approved physical barrier. An
approved physical barrier shall also be Installed rrom below the wall ell[ plate or first block course horizontally
to embed In a mortar Joint. If masonry veneer extends below grade, a termite protective treatment must be
applied to the cavity created between the veneer and the foundation, In lieu of a physical barrier.
Exception: Veneer supported bg a structural member secured to the foundation sldewall in accordance with ACT
530/ASCE 5/T1`16 402, provided at least a 6 Inch (152 mm) clear Inspection space of the Foundation stdewall
exterior existe between the veneer and the top of any soil, sod, mulch or other organic landscaping component,
deck, apron, porch, walk or any other work immediately adjacent to or adjoining the structure.
R3183 Protection against decay and termites. Condensate line, Irrigation/sprinkler system risers for spray heads,
and roof downspouts shall discharge at least I foot (305 mm) away fYom the structure eldewall, whether by
underground pi Ing, 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 end rakes or on a roof above
another roof.
R318.6 Preparation of building site and removal of debris.
R318A,J All building site* shall be graded to provide drainage under all portlons of the building not occupied
by basements.
R31862 The foundation and the area encompassed within I foot (305 mm) therein "if have all vegetation,
Stumpe, dead roots, cardboard, trash and foreign material removed and the Fill material shall be from of
vegetation and foreign material. The fill shall be compacted to assure adequate support of the Foundation.
R318b3 After all work Is completed, loose wood and debris shall be completely removed from under the
building and within I foot (305 mm) thereof. All wood Forms and supports shall be completely removed. This
Includes, but Is not limited to: wooden grade stakes, forms, contraction spacers, tub trap boxes, plumbing
supports, bracing, shoring, forms or other cellulose -containing material placed In any location where ouch
materials are not clearly visible and readily removable prior to completion or the work Wood shell not be
stand In contact with the ground under any building.
R318.1 Inspection for tarmftee. In order to provide for Inspection for termite Infestation, clearance between
exterior wall coverings and final earth grade on the exterior of a building shell not be lees than 6 Inches
(152 mm),
Exceptions:
I. Paint or decorative cementltious finish lees than 5/5 Inch (11.1 mm) thick adhered directly to the masonry
foundation eldewall.
2. Aece&s or vehicle ramps which rise to the Interior finish Floor elevation For the width of such ramps
onlyy.
3. A 4-Inch (102 mm) Inspection space above patio and garage slabs and entry areas.
4. If the patio has been soft treated For termites, the finish elevation may match the building Interior finish
floor elevations an masonry construction only.
5. Maeonry veneers constructed in accordance with Section R318.4.
R318.8 Foam plastic protection. In areas where the probablllty of termite Infestation Is very heavy, as Indicated
In %N= R30I2((o), extruded and expanded polystyrene, polyisocyanurate and other foam plastics shall not be
Installed on the exterior face or under interior or exterior foundation walls or slab Foundations located below
grade. The clearance between foam plastics installed above grade and exposed earth shell be at least 6
Inches (152 mm).
Excceepptions:
I. BuI dinge where the structural members or walls, floors, callings and roofs are entirely of noncombustible
materials or pressure -preservative -treated wood.
2. uhw 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.
3. On the Interior side of basement walls.
ENGINE F�'S NOTES
0.) ALL WORK TO BE DONE ACCORDING TO nth Edition (2020) FBC (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-94. ALL CONCRETE MODULAR UNITS SHALL HAVE A
COMPRESSIVE STRENGTH OF nOO 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 6X6 10/10 WELDED WIRE MESH.
C1.) 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
LUMBEfi£t>gb"tIZVNSS4 IRS 20--10.
6. MOISTURE CONTENT OF LUMBER 2" OR LESS IN THICKNESS SHALL BE 113
OR LESS AT THE TIME OF INSTALLATION.
(SJ TERMITE TREATING :
SOIL BELOW STRUCTURE TO BE TERMITE TREATED TO A DISTANCE OF 5'-O"
BEYOND THE PERIMETER LINES OF THE BUILDING.
(cJ.) 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
(10J 2"X12" HEADERS SHALL BE 2-2"XI2" LAMINATED W/ 1/2" PLYWOOD GLUED W/
CONSTRUCTION ADHESIVE AND NAILED W/ 5-016D COMMONS 16" 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.
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SHINGLES PER SPECIFICATIONS (w/ 6 FASTENERS
WALL CONSTRUCTION
PER SHINGLE) FELT UNDERLAYMENT MUST BE 300
FLORIDA BUILDING CODE - RESIDENTIAL 6th EDITION 2017 SECTION R609
OR EQUIVALENT (ASTM D 22(o TYPE II, ASTM D486e
EXTERIOR WNDOWS AND DOORS
R609. 1 General.
OR PEEL AND STICK ROOF UNDERLAYMEN-r O'',I 1/2"
This section prescribes performance and construction requirements for exterior windows and doors installed in walls. Windows and doors shall be
PLYWOOD OR OSB W/H-CLIPS ON FIRE
installed and flashed in accordance with the fenestration manufacturer s written instructions. Window and door openings shall be flashed in
-ENGINEERED
accordance with Section R703.4. Written installation instructions shall be provided by the fenestration manufacturer for each window or door.
8"X 8"X 16" C.M.U.
WOOD TRUSSES Q 24"O.C. (FOR NAILING SCHEDULE
R609.2 Performance.
SEE SHEET 52C) - SEE ADDITIONAL INFO BELOW
Exterior windows and doors shall be designed to resist the design wind loads specified in Table R301.2(2) adjusted for height and exposure in
accordance with Table R301.2(3) or determined in accordance with ASCE 7 using the allowable stress design load combinations of ASCE 7. Design wind
BRICK MOULD
HURRICANE ANCHORS
loads for exterior glazing not part of a labeled assembly shall be permitted to be determined in accordance with Chapter 24 of the Florida Building
Code, Building.
(SEE ROOF PLAN )
R609. 2. 1Custom doors.
DOORFRAME MIN. lx2
NAILING STRIPS ATTACH SOFFIT TO STRIPS PER
Custom (one-of-o-kind) exterior door assemblies shall be tested by an approved testing laboratory or be designed and engineered in accordance with
MANUFACTURERS PRODUCT APPROVAL SPECIFICATIONS R104.2.1
accepted engineering practices by a Florida registered design professional. Signed and sealed copies of the rational analysis and calculations
shall be provided to the building official upon permit application.
ALUM. DRIP EDGE
R609.3 Testing and labeling.
u u
3/16 x 2-I/2 TAPCON
Exterior windows and slidingdoors shall be tested b an approved independent laboratory,and bear a label identifying manufacturer, performance
y pP p y 9
2 X6 SUB FASCIA
characteristics and approved inspection agency to indicate compliance with AAMA/WDMA/GSA 101/1.5.2/A440 or TAS 202 (HVHZ shall comply with TAS 202
FASTENERS INTO BLOCK
and ASTM E1300). Exterior side -hinged doors shall be tested and labeled as conforming to AAMA/WDMA/CSA 101/I.S.2/A440 or ANSI/WMA 100, or comply
10 I(p" O.G.
1
with Section R609.5. Exterior windows and doors shall be labeled with a permanent label, marking, or etching providing traceability to the
FASCIA COVER INSTALLED IN
7
manufacturer and product. The following shall also be required either on o permanent label or on a temporary supplemental label applied b the
p 9 q p p y pp aP y
ACCORDANCE WITH FASCIA
information identifyingthe man t h product m manufacturer: t manufacturer, the p odu oriel/series number, positive and negative design pressure rating, product
, J - GH ANNE L
maximum size tested, impact -resistance rating if applicable, Florida product approval number or Miami -Dade product approval number, applicable test
MANUFACTURERS PRODUCT
standard(s), and approved product certification agency, testing laboratory, evaluation entity or Miami -Dade product approval.
3/4" FURRING NAILED
APPROVAL SPECIFICATION AND VINYL SOFFIT
The labels are limited to one design pressure rating per reference standard. The temporary supplemental label shall remain on the window or door
TO BLOCK ID8" O.C. (2)
LIMITATIONS OF USE
until final approval by the building official.
REQUIRED EACH LIFT
Exceptions: Sty.. Cod.. DOOR
DOORS
ATTACH SOFFIT
TO FASCIA OR
1.Door assemblies installed in nonhabitable areas where the door assembly and area are designed to accept water infiltration need not be tested for
TO NAILING
water infiltration.
8"X 8"x 1(0" G.M.U.
STRIP (NOT
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
SHOWN) MAY VARY
shall be calculated by the following equation:
3/16" X 1-3/4" TAPCON FASTENERS
(IF OVER 12" -
OH ratio = OH Length/OH Height
INTO CONCRETE BLOCK
INTERMIDIATE
Where:
TEXTURED STUCCO OVEOaRfF3 REQ.
OH length = The horizontal measure of how for an overhang over a door projects out from door surface.
OH height = The vertical measure of the distance from the door si11 to the bottom of the overhang over a door.
ADHESIVE 5EALENT BOTH SURFACES OR
PRIOR TO ATTACHING BUCK TO CONC. BLK•
3. Decorative glazed openings.
EXTERIOR SIDING OVER
1 X 2 P.T. FURRING 16 " O.C.
4.Poss-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.
1/2" DRYWALL
R609.3. 1Comparative analysis.
Structural wind load design pressures for window and door units different than the size tested in accordance with Section R609.3 shall be permitted
to be different than the design value of the tested unit where determined in accordance with one of the following comparative analysis methods:
1.Structural wind load design pressures for window and door units other than the size tested in accordance with Section R609.3 shall be permitted
to be different than the design value of the tested unit provided such different pressures are determined by accepted engineering analysis. All
components of the alternate size assembly shall be the some as the tested or labeled assembly: however, lineal components shall be permitted to
vary in length compared to the tested or labeled assembly.
Exceptions:
5"x I" SELF THREADING PHILLIPS FLAT HEAD
1.0perable windows and doors rated in this manner shall comply with the following:
a. For windows and doors (other than sliding or bi-fold), the frame area of the alternate size unit shall not exceed the frame area of the tested
CADMINUM PLATE SGREW5 24" O.G. MAX. *5 DWL.
a roved unit.
WITHIN 4u OF CORNER
w/ 10n Z
b.For sliding or bi-fold doors, the panel area of the alternate size unit shall not exceed the panel area of the tested approved unit.
a
c.Shall vary from the tested approved unit only in width, height or load requirements.
STD. HOOK lU
d.Shal1 not exceed 100 percent of the proportional deflection for fiber stress of the intermediate members of the approved unit.
e.Shall not exceed 100 percent of the concentrated load at the juncture of the intermediate members and the frame of the approved unit.
f.Shall not exceed the air and water infiltration resistance of the tested approved unit.
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g.Shall not exceed the maximum cyclic pressure of the tested approved unit when tested per TAS 201 and TAS 203 or ASTM E1886 and ASTM E1996 where
►) -4applicable.
3/I6"x 1-3/4" TAPCON FASTENERS
N
2.Nonoperable windows and doors rated in this manner shall comply with the following:
INTO CONCRETE BLOCKS
3
3
a. The frame area of the alternate size unit shall not exceed the frame area of the tested approved unit.
CAULKING
b.Shall vary from the tested approved unit only in width, height or load requirements.
c.The maximum uniform load distribution (ULD) of any side shall be equal to the uniform load carried by the side divided by the length of the side.
(1) 2 0 '- 0" *5 RE BAR TIED TO
d.The ULD of any member shall not exceed the ULD of the corresponding member of the tested approved unit.
MARBLE STOOL
Z
FTC. STEEL AND GRND. ROD
e. The ULD of each member shall be calculated in accordance with standard engineering onalysis.
f. Shall not exceed the air and water Infiltration resistance of the tested approved unit.
(BY OTHERS) AT ELECTRICAL
_
g.Shall not exceed the maximum cyclic pressure of the tested approved unit when tested per TAS 201 and TAS 203 or ASTM E1886 and ASTM E1996 where
BOX LOCATION N
1/2" DRYWALL ON Ix 3 P.T.
3. In accordance with WDMA 1. s. 11.
3. In accordance
FURRING tv 16" O_C.
(2)05 REBAR CONT.
R609. 4 Garage doors.
Garage doors shall be tested for determination of structural performance under uniform static air pressure difference in accordance with ANSI/DASMA
(3" MIN. COVER)
108, ASTM E330 Procedure A, or TAS 202. For garage doors tested in accordance with ASTM E330, acceptance criteria shall be in accordance with
ANSI/DASMA 108. (HVHZ shall comply with TAS 202.) Design pressures shall be determined from Table 301.2(4) or ASCE 7. The design pressures, as
GROUND ROD (BY OTHERS)
determined from ASCE 7, are permitted to be multiplied by 0.6.
PRECAST SILL
R609.4. 1 Garage door labeling.
SEE ELEVATIONS
FOR ROOF SLOPE
I_
L OPTIONAL
1/2" CD OR 5/8"
DRYWALL ON CEILING
TOP COURSE 8"X 8"
X 16" CONC. "U" BLOCK
FILLED W/GONG.
RE-INF. W/1 *5 REBAR
CONT.
AT EACH CORNER 4 'a
SPACING SHOWN ON
FOUNDATION PLAN,
POUR 4 FILL BLK. CELL
VERTICALLY W/1 *5
REBAR CONT. TIED TO
TOP COURSE REBAR 4
TO STEEL IN FTG.
(OPTIONAL) .
1/2" GYPSUM DRYWALL
OVER 3/4" P.T. FURRING
(ON IN5UL.) 11 16" O.C.
8 X 8 X 1(o CONCRETE
BLOCKS W/ HORIZONTAL
LADDER RE-INF. a 16"
O.C. IN SHEAR PANELS
PANEL EDGE SUPPORT FOR NARROW WIDTH ROOF 5HEATHING" PER TECHNICAL NOTE *R215A
16-24 'I -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
51DE ADJACENT TO THE FULL WIDTH PANEL NONE REQUIRED AT RIDGE OR HIP. FOR PLYWOOD
SHEATHING 12" OR LE55 - LUMBER ONLY BLOCKING, (2x4) FLAT WISE OR EDGEWISE ON BOTH
PANEL EDGES_
TOP COURSE
'
5"X5"X16" CONC.
K.O. BLOCK W/
`�_•
POURED CONC. 4
:: ,
1-*5 REBAR CONT.
PRECAST CONC. LINTEL
or POWERS STEEL LINTEL
W/ *5 POURED SOLID
.IM. WINDOW
RBLE SILL
ECA5T CONC. SILL
OOD BASE 1 (1) 20'-0" 05 REBAR TIED TO
FTG. STEEL AND GRND. ROD
(BY OTHERS) AT ELECTRICAL
r
000 PSI GONG."x 6"x 10/10 E.W.W. MESH REINFORCING REQUIREDHROUGHOUT THE CONCRETE SLAB OR FIBER MESHER SECTION 11311.2, 2010 FLORIDA BUILDING CODE.
Garage doors shall be labeled with a permanent label provided by the garage door manufacturer. The label shall identify the garage door
S ax 8 "x 16" C.M.U. 0 I
manufacturer, the garage door model/series number, the positive and negative design pressure rating, indicate impact rated if applicable, the
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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 form on the
label. If a checklist format is used on the label, the door installer or the garage door 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.
t-, I I CURB DET41
roXio-010 WWF OR
FIBER MESH 1.50/GU. YD.
J
HEADER BLOCK W/*54,
NOTE: IF WALL HEIGTH EXCEEDS 2'-011
BRACE WALL UNTIL FLOOR 15 POURED
* O W/CELL POURED SOLID
9 V-fd" O.C. MAX.
"50 DOWEL
SPACING PER FOUNDATION PLAN
1
6 MIL. VAP. BARRIER
t j � I S I 1611 � I I OI �lY GROUND ROD (BY OTHERS) II 2-*50
J_
OPTION4L (STErl WALL)
III * I1 I CONCRETE -ENCASED ELECTRODE. AN ELECTRODE ENCASED BY AT LEAST 2" OF CONCRETE,
R609.5 other exterior window and door assemblies. WINDOWS LOCATED WITHIN AND NEAR THE BOTTOM OF THE CONCRETE FOUNDATION OR FOOTING THAT IS IN
Exterior windows and door assemblies not included within the scope of Section R609.3 or R609.4 shall be tested in accordance with ASTM E330. Glass
in assemblies covered by this exception shall comply with Section R308.5. DIRECT CONTACT WITH THE EARTH, CONSISTING OF AT LEAST 20 FT. OF ONE OR MORE BARE OR ZING
R609.6 Wind-borne debris protection. �00� ' I II��OI I I ATTACHMENT ���I�� GALVANIZED OR OTHER ELECTRICITY CONDUCTIVE COATED STEEL REINFORCING BARS OR RODS
Protection of exterior glazed openings in buildings located in wind-borne debris regions shall be in accordance with Section R301.2. 1.2. WINDOW OF NOT LESS THAN 1/2 INCH DIAMETER, OR CONSISTING OF AT LEAST 20 FEET OF BARE COPPER
R609.6. 1 Fenestration testing and labeling. CONDUCTOR NOT SMALLER THAN 4 AWG. REINFORCING BARS SHALL BE PERMITTED TO BE BONDED
Fenestration shall be tested by an approved independent laboratory, listed by an approved entity, and bear a label identifying manufacturer, TOGETHER BY THE USUAL STEEL TIE WIRES OR OTHER EFFECTIVE MEANS."
performance characteristics, and approved inspection agency to indicate compliance with the requirements of the following specificotion( s)
1.ASTM E1886 and ASTM E1996; or
FILLED CELL (3) 1/2"x 8" "J" BOLTS OR
2. AAMA 506.
w/ (1) * 5 VERT. HILTI DN50 (OR EQUAL)
R609.7 Anchorage methods.
The methods cited in this section apply only to anchorage of window and glass door assemblies to the main force -resisting system.
CONT. WOOD TRIM
R609.7.1 Anchoring requirements.
Window and glass door assemblies shall be anchored in accordance with the published manufacturer s recommendations to achieve the design pressure
�!
specified. Substitute anchoring systems used for substrates not specified by the fenestration manufacturer shall provide equal or greater anchoring
performance as demonstrated by accepted engineering practice.
R609.7.2 Anchorage details.
Products shall be anchored in accordance with the minimum requirements illustrated in Figures R609.7.2(1), R609.7.2(2), R609.7.2(3), R609.7.2(4),
R609. 7. 2( 5) R609. 7. 2(6) R609. 7. 2( 7) and R609. 7. 2( 8) .
2X 6 P.T. WOOD JAMB
,
R609.7.2. 1 Masonry, concrete or other structural substrate.
LDOOR AND CONNECTION
Where the wood shim or buck thickness is less than 11/2 inches (38 mm), window and glass door assemblies shall be anchored through the jamb, or by
PER
jamb clip and anchors shall be embedded directly Into the masonry, concrete or other substantial substrate material. Anchors shall adequately
GARAGE DOOR MANUFACTURER
transfer load from the window or door frame into the rough opening substrate [see Figures R609.7.2(1) and R6097,2(2)].
Where the wood shim or buck thickness is 11in inches mm) more, the buck is securely fastened to the masonry, concrete other substantial
I�
he be
substrate, and the buck extends beyond the interior face of the window or door frame, window and glass door assemblies shall be anchored through
ace
��
I� O �� E.
the jamb, or by jamb clip, or through the flange to the secured wood buck. Anchors shall be embedded into the secured wood buck to adequately
I .
transfer load from the window or door frame assembly [see Figures R609.7.2(3), R6097.2(4) and R609.7.2(5)].
R609.7.2.2 Wood or other approved framing material.
Where the framing material is wood or other approved framing material, window and glass door assemblies shall be anchored through the frame, or by
frame clip, or through the flange. Anchors shall be embedded into the frame construction to adequotely transfer load [see F I gures R609.7.2(6),
R609. 7. 2( 7) and R609. 7. 2( 8) ] .
R609.8 Mullions.
Mullions shall be tested by an approved testing laboratory in accordance with AAMA 450, or be engineered in accordance with accepted engineering
practice. Mullions tested as stand-alone units or qualified by engineering shall use performance criteria cited in Sections R609.8.1, R609.8.2 and
R609.8.3. Mullions qualified by on actual test of an entire assembly shall comply with Sections R609.8. 1 and R609.8.3.
R609.8. 1 Load transfer.
Mullions shall be designed to transfer the design pressure loads applied by the window and door assemblies to the rough opening substrate.
R609.8.2 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, for spans up to and including 13 foot 6 inches, and L/240 + 1/4 inch for spans over 13 foot 6 inches, where L is the span of the
mullion in inches.
R609.8.3 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.
R609.9 Masonry rough openings.
Masonry rough opening dimensions shall be within the tolerances specified in Section R606.3.1.1 and, in addition, shall provide for a window
perimeter sealant joint a maximum of 1/4 inch (6.4 mm) in width.
R609. 10 Door components.
Substitution of door components shall comply with either:
1. ANSI /WMA 100; or
2.Be evaluated by an approved product evaluation entity, certification agency, testing laboratory, or engineer and may be interchangeable in
exterior door assemblies if the components provide equal or greater structural performance as demonstrated by accepted engineering practices.
R609.11 Impact -resistant coverings.
R609. 11. 1
Impact -resistant coverings shall be tested at 1.5 times the design pressure (positive or negative) expressed in pounds per square feet as
determined by the Florida Building Code, Building Section 1609 for which the specimen is to be tested. The design pressures, as determined from
Section 1609 of the Florida Building Code, Building or ASCE 7, are permitted to be multiplied by 0.6.
R609. 11. 1. 1
Impact -resistant coverings shall be labeled in accordance with the provisions of Section R609.11.
R609.11.2Labels.
A permanent label shall be provided by the product approval holder on all impact -resistant coverings.
R609. 11. 2. 1
The following information shall be included on the labels on impact -resistant coverings:
1.Product approval holder name and address.
2.All applicable methods of approval. Methods of approval include, but, are not limited to Miami Dade NOA; Florida Building Commission, TDI Product
Evaluation; ICC-ES.
3.The test standard or standards specified in Section R301.2.1.2, including standards referenced within the test standards specified in Section
R301.2. 1.2 used to demonstrate code compliance.
4.For products with a Florida product approval number or a Miami -Dade County Building and Neighborhood Compliance Department Notice of Acceptance
Number (NOA), such numbers shall be included on the label.
R609. 11.31_ocation of label.
The location of the label on the impact -resistant covering shall be as follows:
1.Accordions: Bottom of the locking bar or center mate facing the exterior or outside.
2.Rollup: On the bottom of the hood facing the exterior or outside or on the bottom slat facing the exterior or outside.
3.Bahama Awning or Colonial Hinged: On the bottom, placed on the back of the shutter.
4.Ponels: For metal and plastic panels the label may be embossed or printed spaced not more than every 3 lineal feet (914 mm) on each panel. The
label shall be applied by the holder of the product approval and shall face the exterior or outside.
5.Fromed products: The label shall be on the side or bottom facing the exterior or outside.
6.1-abels on all other products shall face the exterior or outside.
R609. 11. 4 Installation.
All impact -resistant coverings shall be installed in accordance with the manufacturer s installation instructions and in accordance with the
product approval. Installation instructions shall be provided and shall be available to inspection personnel on the job site. Opening protection
components, fasteners, and o'_her parts evaluated by an approved product evaluation entity, certification agency, testing laboratory, architect, or
engineer and approved by the holder of the product approval may be interchangeable in opening protection assemblies provided that the opening
protection components) provide equal or greater structural performance and durability as demonstrated by testing in accordance with approved test
standards.
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verified on any electronic co
Date: 2021.12.15
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PROVIDE MINIMUM 16" 2(o GA VALLEY FLASHING AT
ALL ROOF CHANGES AND SIDE WALL AREAS PER
FBC 10-1.2.5 /R103.1.5. -103.8., 903.2 AND 1305 PLACE
ROOF CEMENT COATING-,: AT ROOF DECKS EDGES OF
FLASHING AND ALL LAPS. NAIL FLASHING WITH 1 1/2"
ROOF NAILS 12" OC
Frame Wall
SILL A
H
UNIT DIMI=NSION
WIDTH
JAMB
/ °
0
0
0
° °
°
0
0 °
° °
0
0
SIDE WALLS OR CHIMN
MINIMUM S"XS" 26 GA ANGLE
OR STEP FLASHING, SEE N01
ROOF DECK AT SIDE WALLS
t-, ' I TYP. ROOF FLASHI
WINDOW < DOOR FASTENING
2011 Florida Building Coda NOTES
1. ALL EXTERIOR WINDOWS AND GLASS DOORS SHALL
BE TESTED IN ACCORDANCE WITH ANSI/AMMAJNWWDA
1CM62 STANDARD AND BEAR AN AMMA OR WDMA
LABEL INDICATING, MANUFACTURERS PERFORMANCE AND
APPROVED PRODUCT TESTING ENTITY, IN ACCORDANCE
WITH 2O11 Florida Building Coda, SECTION 1101A2.1.
2. ALL EXTERIOR DOORS AND WINDOWS, SHALL BE
ANCHORED IN ACCORDANCE WITH MANUFACTURERS
SPECIFICATIONS, IN ACCORDANCE WITH 2O11 FLORIDA
BUILDING CODE 1101.4.1.
3. WINDOWS AND DOORS FASTENED TO BUCK STRIPS
LESS THAN 1 1/2" SHALL BE ANCHORED THROUGH
THE JAME TO THE STRUCTURAL SUBSTRATE, IN
ACCORDANCE WITH 2O11 Florida Building Coda. 1101AA.2
4. WINDOW AND DOOR MULLION ASSEMBLIES SHALL BE
DESIGNED AND TESTED TO TRANSFER 15 TIMES THE
INDICATED DESIGN LOADS, TO THE STRUCTURAL SUBSTRATE
IN ACCORDANCE WITH, 2011 Florida Building Code
1101A5.1 AND 1101A5.4.
ATTACHMENT OF
WINDOW TO FRAME
WALL TO BE PER
MANUFACTURERS
RECOMMENDATION.
DEOrAl
ALL WIDT
DOOR ANCHOR4arm (FR4MV
REBAFP, IDETAIL
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
me t :
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.
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Signed and scaled by1'.1 1lansolsPE •••;t',lunl
Thomas L Digitally signed by
using a I ligital Signature and date,
Thomas L Printed n,pic:. ul Ill is dorunsenl r>
Hanson:AO1410 Hanson:A01410D00000 ""'""`"""'de"`1slgned '" ;✓�`
sealed awl Ibe slgualure mull be : w
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Date: 2021.12.15
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TABLE 2304. 10. 1
FASTENING SCHEDULE
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 SPANSo 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 widths (feet)
20
28
36
SPAN
Njd
SPAN
Njd
SPAN
NJ
Roof and ceiling
2-2x4
1 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
1 2
6-6
2
2-2x 12
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
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
1 4-6
1
4-0
1 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
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 1
2
6-7
2
4-2x12
9-8
2
8-6
2
7-8
2
Roof, ceiling and two
clear span floor
2-2x4 1
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 1
4-10
2
4-2
2
3-9
2
3-2x10
5-11
2
5-1
2
4-7
2
3-2x12
6-10
2
5-11
3
5-4
2
4-2x8
5-7
2
4-10
2
4-4
2
4-2x10
6-10 1
2 1
5-11 1
2 1
5-3 1
2
4-2x12
7-11 1
2 1
6-10 1
2 1
6-2 1
3
For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kN/m2.
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.
Cl. 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.
e. Reserved.
z�irmi■��r�
'7 V1C '41 M=IIVr-C./I111.i11`ltz PHIS.
#3 #4 1,..04f= SQL i C�
25" MIN. LAP
--S REINFORCING BAR
# LAP SPL I SE
3io" MIN_ LAP
`IO l�>=IIVr Vl�I..IIv[� PHIS
#6 LAP SQL 1 Cr
A2" MIN I dP
#i L4f= SPLICE.
1011
05 REINFORCING BAR
St0_ 'BOO
COLLAR TIE 1X6 (MIN.) EVFRi'
OTHER RAFTER T-0" OR LONGER
2'-011 O PILASTER
16
MAX.
■
II ^ II �O O� 00 ■O O• � •O O.00 ■O O■
VERTICO4L
SCHE=uL r�14SoNR�-
8' PLATE HEIGHT = 8'-0" O.C.
10' PLATE HEIGHT = ro'-O" O.C.
12' PLATE HEIGHT = 4'-0" O.G.
"A" 14' PLATE HEIGHT = 2'-0" O.C. MAX. / PILASTERS 10 10'-0" O.C.
AT EACH CORNER 4 BOTH 51DES OF DOORS 4 WINDOWS OPENINGS
(OVER 5'-0"). BEFORE 4 AFTER SHEARWALL SEGMENTS, 4
(2) BARS -1 EA. 51DE OF OPENING OVER i2'-O"
10
BAR LAP DIST
F_ T_ T - - -
i0oftwNI�
BLOCKING BELOW RIDGE
25" MIN. LAP
ROOF SHEATHING FASTENING SCHEDULE a js,,c d e
5d Common (0.13I x 2-1/2 Inches) or Ring -Shank (0.135 X 2-1/2 inches)
(Except Uklere Noted) for Exposure 5, Enclosed 6ulldings, Roof Framing Spaced 24 Incise
o.c. or Lose
Roof Fastening Zone
Overhang
Wind
Main
Sheathing -to -Gable
(eaves)
Velocity
Roof
End -Wall Framinge
(3-Second
Panel
1
2
3 2 3
2
3
Gust)
Location
Fastening Schedule (Inches on center)
Supported Panel
6
6
6
6
6
150 mph f'g
and and edges
3h
Panel field
6
4
3
4
3
Supported Panel
120 mph f19
and and edges
ro
6
6
6
6
3
Panel field
12
6
4
6
4
Supported Panel
90 mph
and and edges
ro
6
6
6
6
6
Panel field
12
12
6
6
6
a. Specific gravity (Cs) 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 5 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 Sd ring shank nails (0.135 x 2-1/2 Inchesaulthln 45 inches of
gable and walls. (IRC Table R6023, footnote f)
g. When wind speed i6 100 mph or greater, block panel edges perpendicular to
gable -and -wall framing members In the first two baya of framing. Blocking shall be
spaced a maximum of 4 feet oc. (Wood Frame Construction Manual, Section 3B.5)
h. 10d ring -shank nails (0.14Sx 3 Inches).
1. Blocking 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 -1
WALL LINE
3 OVERHANG
}}. I I :::: a I t
L I L
I
l I:
I
2 1 1 1 2.
J o Il:
If.I I I I.
. '.'..' ..'..'I L ..1....
3; 3::3 _ 2
X \ WALL LINE A 3 OVERHANG - ` 1 -3 OVERHANG -�
U 3 OVERHANG WALL LINE G" ABLE END WALL
Distance a-4 ft. In most cases (10q of least building width or OA times building height,
whichever is smaller, but not less than either 4% of least building width or 3 ft.)
ROOF 1 l AFHRf4M SAILING SCHEDULE (GABLES)
2Xro VERTICAL SCAB OR KNEEWALL MID -POINT
IN RAFTER W1 RAFTER SPAN LENGTH GREATER
THAN 14 FT OR LONGER.
CONN W1 4-10d NAILS AT TOP 4 HURRICANE
CLIP af BOTTOM.
2Xro (MIN.) NO. 2 YP VALLEY FRAMINGSIMPSON LSTA12
ITYP. SIM(OfR EQUAL)
2X8 NO. 2 5PF r PLYWOOD SHEATHING
RIDGE BOARD
CONY VA
(1) 05 DOWEL
I I I I I IN CORNER
(4) 10d e RIDGE
BOARD END
TRUSSES BELOW SHEATHED PRIOR
TO VALLEY FRAMING INSTALLATION
OR ro'-0" O.G. TOP CHORD
51MP5ON L5TA12 STRAP OR SIMP50N A22 TIE
e EA. RAFTER W1 10-10d NAILS
(T''P.)
2Xro CONT. W/SLEEPER, CLIPPED
OR STRAPPED TO TRUSS BELOW
Y ;:fR,4rV11NCX DrMorAl
25" MIN. LAP
� I
II
I
II (1) 05 DOWEL
IN CORNER
CORNER CONT IN i TY 4 WAL.L R INFORC 1"i NT FOOTING 4 StV(WALL RE INFORCEt*1ENt
DESCRIPTION OF BUILDING ELEMENTS
NUMBER AND TYPE OF FASTENER
SPACING
AND LOCATION
Roof
3-8d common 2x x 0. 131, or
3-10d box ( 3 0. 128. ) ; or
1.
Blocking between calling joists, rafters or trusses to top
3-3" x 0.131"naiIs; or
plate or other framing below
3-3" 14 gage staples, its"crown
Each end, toenail
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") 0 6" a. c.
3"x 0.131" nails 0 6" o.c.
Face nail
Flat blocking to truss and web filler
3" 14 gage staples 0 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 gage staples crown
3.
Ceiling joist not attached to parallel rafter,
3-I6d common (2j" X 0.131")or
4-I0d box (3" x 0.128")or
laps over partitions (no thrust)
Each hind) toenail
(see Section 2308.2)3.1, Table 2308.7.3.1)
4-3"x 0. 131" nails; or
4-3" 14 gage staples, 1j" crown
4.
Ceiling joist attached to parallel rafter (heel joint) (see
Per $ebt6o830807.2.1
Face nail
6ett&on2208172).1, Table 2308.7.3.1 Per Table 2308.7.3.1
3-10d common 3" X 0. 148 ; or
5.
Collar tie to rafter
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
6.
Rafter or roof truss to top plate
4-10d box (3" x 0.128");or
Sagostatlon
2001.0uss to top plate
4-3" 0. 131' nails; or
Ifoeea&&cil
See Section 2308.7.5, Table 2308.7.5)
4-3" 14 gage staples, �" crown
2-I6d common 3 1/2" X 0. 162;or
3-1Od box ( 3" x 0. 128" ); or
3-3" 0.131" nails; or
End nail
7.
Roof rafters to ridge valley or hip rafters; or roof
3-3" 14 gage stap Ias, is" crown; or
End nail
7of%oftoof6inshtoidtdgbeeml ley or hip rafters; or roof
3-]OB Oommon 3 ! 4Z"t)• 14i8 ; or
rafter
to 2-Inch ridge beam
8-168 BOX (3 1/2' x00.1855));or
4-100 BOX (3"x•01388J);oior
Toenail
4-3" x xQ 131°i ti®nnsr„• or
4-3" 14 qaqe staples, "WTMWn
I6d common 3 1 2" X 0.162"
24"o.c. face
nail
8.
Stud to stud (not at braced wall panels)
common ;or
8.
Stud to stud (not at braced wall panels)
3"x 0.131" nails; or
16"0. c. face
mall
3-3" 14 gage staples, crown
9.
Stud to stud and abutting studs at intersecting wall
16d common 3 1/2- X 0.162"
I6"o.c. face
nalI
l6d box 1 3 2" X 0.135 ;or
12 o.c. face
nail
8orfibod at intersecting wall
corners
totslDpdceddwamitA6ngls}uds
at braced wall panels)
3"x 0.131 nails; or
3-3" 14 gage staples, ?g" crown
12"a.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
16d common 3 1 2" X 0. 162" ; or
16 o. c. face
nail
1 common 3 X 0. 128 ; or
12.
Top plots to top plate
3"x 0.131" 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-I0d 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
I6 o. c. face
nail
14.
Bottom plate to joist, rim joist, band joist or blocking
16 box 1 2 X 0.13 ;or
(not at braced wall panels)
3"x 0.131" nails; or
12"o.c. face
nail
3" 14 gage staples, eg" crown
2-16d common 3 1/2" X 0. 162"); or
15.
Bottom plate to joist, rim joist, band joist or blocking
3-I6d box (3 1/2" x 0.135");or
at
braced wall panels
4-3" 0.131' nails; or
Toenail
4-3" 14 gage staples, ?g" crown
4-8d common 2 1/2" X 0. 131"); or
4-1Od box ( 3" x 0. 128" ); or
Toenail
4-3" 0. 131" nails; or
4-3" 14 gage staples, ?g" crown
16.
Stud to top or bottom plate
2-16d common 3 1 2 X 0. 162"); or
3-I0d box (3" x 0.128");or
3-3" 0. 131" no i Is; or
End nail
3-3" 14 gage staples, ?g" crown
2-16d common 3 1/2 X 0. 162 ; or
3-10d box (3" x 0. 128"); or
17.
IRepeocetlottom plate to stud
3-3" 0.131" not Is; or
End nail
3-3" 14 gage staples, ?S" crown
2-I6d common (x 1 2 X ;or
18.
Top plates, laps at corners and intersections
3-lOd box (3" x ;or0.
);or
18.
To plates, laps at corners and intersections
p P P
3-3" 0.131' nails; or
s;0. or
Face Hall
3-3" 14 gage staples, ?g" crown
2-8d common (2 1/2" X 0. 131"); or
19.
1" brace to each stud and plat
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
20.
1"x6" sheathing to each bearing
2-8d common (2 1/2" X 0.131");or
20.
1"x6"sheathin to each bearing3-10d
box (3" x 0.128');or
Face Hall
21.
1 x8 and wider sheathing to each bearing
3-8d common (2 1/2" X 0.131");or
21.
1"x8" and wider sheathing to each bearing
3-10d box (3" x 0.128");or
Face nail
Floor
3-8d common (2 1/2" X 0. 131); or
22.
Joist to sill, top plate, or girder
3-10d box (3" x 0.128");or
22.
Joist to sill, top plate, or girder
3-3" 0.131" noIIs; or
Toenail
3-3" 14 gage staples, ?g" crown
8d common (2 1/2" X 0. 131"); or
23.
Rim joist, bond joist, or blocking to top plate, sill or
IOd box (3" x 0.128");or
BEheRitirglimia4,bb4od
joist, or blocking to top plate, sill or
3" 0.131" nails; or
6"o.c., toenail
other
framing below
3" 14 gage staples,?g" crown
2-8d common 2 1/2" X 0. 131"); or
24.
1"x 6"subfloor or less to each joist
2-10d box (3" x 0.128");or
Face nail
25.
2" subfloor to foist or girder
2-16d common 3 1/2" X 0.162"
Foce Hall
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)
common t ; 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-IOd box (3" x 0.128");or
Ends and at each splice, face
3-3" 0.131" nails; or
noll
3-3" 14 gage staples, Zg" crown
3-18d common (3 1/2" X 0.162");or
4-1Od 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, ?S" 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, l�" crown
3-I6d common (3 1/2 X 0. 162);or
4-10d 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
Yllhzoill ssttrur Wrtsil Waredlss (011391. saritff laver "zcff axdt irrttesriirnr 001111
sitWAHIFnp tiro ffrweliTW arrdJ W=rttiWkittmurdi wbdlll s#fesritftlifW tleo framing a
framing
a
Edges
Intermediate
(inches)
supports
(inches)
6d common or deformed (2" x 0.113")
6
12
squbflnor and
�wgalll yp y�
µmo .rr di Qd1113")
a C./fl3
r
6
12
31.
3/8 '- 1/2"
3 "0 " R81 I b 9 f 88F 8R9 --98-f 1
g
H
11" 16 gage staple, ?g" crown
4
8
subfloor and wall
21" x 0.113, not (roof)
4
8
1 3/4"I6 gage stople,?g"crown(roof)
3
6
8Pl IQl Ai l bjt; or
6
12
Ge Wtcil 4Qd( 2wp01n31)l" SUBFLOOR AND
32.
19/32 " - 3/4"
x , 1 33 nail• or
la 14mifigifeare r QUM 131
(OOoi)cRftahR�-301�20/448K9.;1oya") nail
g
33.
78 -1
rof
Other exterior wall
pheothing
4
8
2 x0.113 "no il; or
$ "1 Gja9Q4i� i�1a7P F0o nor �Itl191
34.
7/8 "filbb}board sheathing b
1 c �m pg"or 1"
?2
Other ex ter I or w
n (4" X 0. 192"); or
fiberboard sheathing
11 3"gIlv1Q f7 zgAir%Ofldf9 noll
3
6
i3t;p- hlWdg ti19nWt1&¢1%i9,r8" raven
tiberboard sheath
Wgd structural panels, combination
u&,tdppr un erlayment to framing
Ft9Nt�t96'x ((Z "1�x2"0. QZ�1; dv or
g
12
30,
32 b and sheathin b
f r 11
3
6
W3bmM g41"
sX9
gjwood
12
5a
structural panels, corMinal
_ "
d common x 8 o'
6
12
36.
3 4 and less Panel sidin 9
d rdlirfi"e d 2" x 0. 113"
6
12
37.
7 8 1`- 1"
6 d r s -"xb.� s'di
6
12
1 9 6BFW1919ibrl-+�e9i3691;c15ing (2"X
8
IF
38.
1 , 1* less
mad 2 1 2"x0. 131"
Panei siding
Wo rRg)sion-reslstant siding
Ad g®FFOl31
6
12
(2j"1/dt"I): DOa"1)3"4r
39.
1/2, or less Interior pa
d11W*")
4Q:
j178"
42c3)pVfbnX(d. 42✓P ); Sk 080'); or
1p
fdpimbs do lr ds ks tb Ot72c s i n
12
c114$ A Q.21 k3 0) 099")
; or
6
12
JQU
ne
inter far punaliny
4d common (1 1/2"x 0.080"); or
6
12
41.
4d finish 1 1 2"x 0.072"
6d casing (2"x 0.099"); or
6
12
42
tl"
6d finish Panel supports at 24"
N
O
N
0
Digitally signed by
Thomas L
Thomas L
Hanson:A01410
Hanson:A01410D00000
=
177EF3164E000015AD
(D
D00000177EF31A
B4E000015ADA
Date:2021.12.15
11
08:51:15-05'00'
0
U
Signed and scaled by l.. Hanson YL'`\\\�\\y"n
using a Digital signature and date.Y?\� re {SQ1 �Gi�
Printed copies of this docunienl ti ��0,% a 54
A
arc not considered signed and
scaled and the signature must he
verified on any electronic co
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Ld
iY
PROJECT NO.
2021-32
Rr=154R C)ET4 i !.
ror an i incn a co. -t mm.
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 are 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 cell Ing 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
on nail.
DWG N0.
S 2ri
SU8 &F8-05/1T 8F8-013/2T 8F8-15/1T 8F8-15/2T
■ . ■` '� r■MIME 111 11'
&RU& 8W6-05/IT 8RF6-05/2T &RFh-I5/1T &W6-I15/2T
8RF10-05/1T 8RF10-05/2T ORF10-113/1T 8RF10-113/2T
ill
8W14-013/1T OW14-05/2T 8W14-18/1T 8RF14-113/2T
0 IN
MIMM
0 i0 0
0 mom 0 0 0 0 0 0
on
all LINTEL SECTIONS
8RF18-05/1T 8RF18-05/2T 8RF18-18/1T 5RF18-I5/2T
8RF22-05AT 8RF22-05/2T 8RF22-15AT 8W22-113/2T
8" IRECE55ED LINTEL 5ECTiON5
SAFE GRAVITY LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS
SAFE LOAD - POUNDS PER LINEAR FOOT
TYPE
LENGTH
SUS
8F8-0B
8F12-08
8F16-0B
8F20-OB
BF24-OB
8F28-OB
8F32-OB
8F8-1B
BF12-1B
BF16-18
8F20-1B
8F24-1B
8F28-1B
8F32-1B
2'-10" (34") PRECAST
2231
3069
4605
6113
7547
8974
10394
11809
3069
4605
6113
7547
8974
10394
11809
3'-6" (42") PRECAST
2231
3069
3719
5163
6607
8054
9502
10951
3069
1 4605
6113
7547
8974
10394
11809
4'-0" (48") PRECAST
1966
2561
2751
3820
4890
5961
7034
8107
2693
4605
6113
7547
8974
10394
11809
4'-6" (54") PRECAST
1599
1969
2110
2931
3753
4576
5400
6224
2189
4375
6113
7547 M
8672
10294
11809
5'-4" (64") PRECAST
1217
1349
1438
1999
2560
3123
3686
4249
1663
3090
5365
7547(se)
7342(10)
8733(10)
10127(to
5'-10" (70") PRECAST
1062
1105
1173
1631
2090
2549
3009
3470
1451
2622
4360
7168(,45)
6036(le)
7181pe
8328 10
6'-6" (78") PRECAST
908
1238
2177
3480
3031
3707
4383
5061
1238
2177
3480
5381
8360
10394M
882514
7'-6" (90") PRECAST
743
1011
1729
2632
2205
2698
3191
3685
1011
1729
2661
3898
5681
8467(44)
6472 1s
9'-4" (112") PRECAST
554
699
1160
1625
2564
306
2818
3302
752
1245
1843
2564
3486
4705 M
6390(4
10'-6"(126") PRECAST
475
535
890
1247
2093
2777
2163
2536
643
1052
1533
2093
2781
3643(ael
4754(.5
11'-4" (136") PRECAST
362
582
945
1366
1846
2423
3127
4006
582
945
1366
1846
2423
3127
4006
12'-0" (144") PRECAST
337
540
873
1254
1684
2193
2805
3552
540
873
1254
1684
2193
2805
3552
13'-4" (160") PRECAST
296
471
755
1075
1428
1838
2316
2883
471
755
1075
1428
1838
2316
2883
14'-0" (168") PRECAST
279
424
706
1002
1326
1697
2127
2630
442
706
1002
1326
1697
2127
2630
14'-8" (176") PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR
458
783
1370
1902
2245
2517
2712
15'-4"(184") PRESTRESSED
N.R.R
.R.
NR
NR
NR
NR
NR
NR
412
710
1250
1733
2058
2320
2513
17'-4" (208") PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR300
548
950
1326
1609
1849
2047
19'-4" (232") PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR
235
420
750
1037
1282
1515
1716
21'-4" (256") PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR
180
1 340
598
845
1114
1359
1468
22'-0" (264") PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR
165
315
550
784
1047
1285
1399
24'-0" (288") PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR129
250
450
654
884
1092
1222
(#) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR
GR40 FIELD ADDED REBAR.
SAFE LATERAL LOADS FOR
8" PRECAST & PRESTRESSED U-LINTELS
SAFE LOAD
PLF
LENGTH TYPE
8U8
81`8
R MU* C
2'-10" (34") PRECAST
1293
1642
2135
3'-6" (42") PRECAST
1025
1024
1830
4'-0" (48") PRECAST
765
763
1365
4'-6" (54") PRECAST
592
591
1057
5'-4" (64') PRECAST
411
411
734
5'-10- (70") PRECAST
340
339
607
6'-6" (78") PRECAST
507
721
483
7'-6" (90") PRECAST
424
534
357
9'-4" (112") PRECAST
326
512
227
10'-6" (126") PRECAST
284
401
178
11'-4" (136") PRECAST
260
452
152
12'-0- (144") PRECAST
244
402
135
13'-4" (160") PRECAST
217
324
109
14'-0" (168") PRECAST
205
293
98
14'-8"(176') PRESTRESSED
N.R.
284
89
15'-4"(184") PRESTRESSED
N.R.
259
82
17'-4"(208") PRESTRESSED
N.R.
194
63
19'-4"(232") PRESTRESSED
N.R.
148
51
21'-4"(256') PRESTRESSED
N.R.
125
42
22'-0"(264") PRESTRESSED
N.R.
116
39
24'-0"(288") PRESTRESSED
N.R.
91
33
* SEE NOTE 18
M�M
MEN
MIMM
0
-i
M__M
M M
i
IN M
Mon
o
M__._M
M____ 0
M____M
INA
m
ICI
ICI
IMA
8F28-013/1T 8F28-05/2T 8F28-15/1T 8F28-113/2T
MEN
M�M
M�M
Mxa"M
0 Mi
M
M M
M
M 0
0 0
M 0
0
M
M
0 0
mom
MX0"M
M
son
mom
MEMO
M 0
0 0
8F32 -15/2T
�son
i
E
i�ME
mom
■fi
i
on1
8RF26-015/17' 8W26-08/2T 8RF26-l5/lT 8RF26-113/2T
1111111�10
MEN
Ems
ME
IL�V__A
F
a
8RF30-013/1T 8RF30-013/2T 8W30-113/1T 8RF30-113/2T
*S REBAR AS
REQUIRED 130° STANDARD
(2 MINIMUM) NOOK 10" MINIMUM
(TYPICAL)
• • 1Mat
CAST-CRETE
HIGH STRENGTH all
PRECAST BEARING
LINTEL FILLED :'
WITH GROUTT/
'
SAFE UPLIFT LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS
SAFE LOAD - POUNDS PER LINEAR FOOT
TYPE
LENGTH
-
8F8 1T
8F12-1T
8F16-IT
8F20-1T
BF24-1T
-
8F28 1T
F -
8 32 1T
8F8-2T
8F12-2T
BF16-2T
8F20-2T
8F24-2T
8F28-2T
BF32-2T
2'-10" (34") PRECAST
1972
3173
4460
5747
7034
8321
9608
1972
3173
4460
5747
7034
8321
9608
3'-6" (42") PRECAST
1569
2524
3547
4569
5591
6613
7636
1569
1 2524
3547
4569
5591
6613
7636
4'-0" (48") PRECAST
1363
2192
3079
3966
4853
5740
6627
1363
2192
3079
3966
4853
5740
6627
4'-6" (54") PRECAST
1207
1940
2724
3508
4292
5077
5861
1207
1940
2724
3508
4292
5077
5861
5'-4" (64") PRECAST
1016
1632
2290
2649
3607
4265
4924
1016
1 1632
2290
2949
3607
4265
4924
5'-10" (70") PRECAST
909
1492
2093
2694
3295
3897
4498
929
1492
2093
2694
3295
3897
4498
6'-6" (78") PRECAST
835
1340
1880
2419
2959
3498
4038
835
1340
1880
2419
2959
3498
4038
7'-6" (90") PRECAST
727 (yy)
1021
1634(12)
2102 1,
2571(io)
3039(to)
3508
727
1166
1634
2102
2571
3039
3508
9'-4" (112") PRECAST
591
680
11 331s
1471 1s
181115
2152 a
2494 1s
591
851
1326
1705
2084
2463
1 2842
10'-6"(126") PRECAST
530
552
914(,$)
1185(,$)
1458(1s)
1732(15)
2007(15
530
686
1183
1 1526
1865
2204
2544
l l'-4" (136") PRECAST
474
485
798 ,s
1034 1s
1272 1s
1510 1s
1749 (1s
494
1 599
1028
1422
1738
2053
2369
12'-0"(144") PRECAST
470 (0
441
723 ,.
936 „
1151(1s
1366(s)
1582p5
470
543
928
1349
1649
1948
2247
13'-4" (160") PRECAST
418 (ts
373
606 (14
783 (,4
962 (1.
1141(14
1321(14
428
455
770
1145
14"
1718
1993
14'-0" (168") PRECAST
384 (m)
346
559 ,4
723 (m)
887 (u
1052 (14)
1218 (14
410
420
709
1050
1434 p
1694 Is
1954
14'-8" (176") PRESTRESSED
239
323
519 (,
671 („)
823 (1a)
976 (14)
1129(,q
246
390
655
968
1324 (0)
1625 (11)
1874 11
15'-4" (184") PRESTRESSED
224
302
485 (,
626 (1
767 (1
909 (,
1052(13)
230
364
609
897
1224
1562 (14)
1801(14
17'-4" (208") PRESTRESSED
187
255
404 (1
520 (u)
637 (1:)
754 (12)
872 (1s)
192
303
500
732
993
1268(14
1470(u
19'-4" (232") PRESTRESSED
162
222
347 tt
446 11
546 a
646 12
746 1s
166
261
424
616
831 (e
1057 (11)
1225 (11
21'-4" (256') PRESTRESSED
142
198
306 „
393 (11)
480 (tt
567 11
654 (11
142
230
369
531
713 V
903 (1
1046 1
22'-0" (264") PRESTRESSED
137
192
295 (10
378 (t,
461 (to
545 I„)
629 pi
137
221
354
1 508
1 681
861 (1
997 (1
24'-0" (288") PRESTRESSED
124
175
267 po
341 (10
416 (10
491 (to
566 (10
124
200
316
450
600
756 12)
875 t
(#) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS
FOR GR40 FIELD ADDED REBAR.
05 REBAR IN .•
VERTICAL
GROUT FILLED
CELL •"
E' ^
C,ANTiLEVEFRED LINTEL DETA L
MASONRY TIES
•'::'i'
AS SPECIFIED
CONCRETE FASTENERS
SPLIT FACE
y'.
WITH MINIMUM 4"
MASONRY VENEER
EMBEDMENT SPACED AS
REQUIRED
CAST-CRETE LINTEL
FILLED WITH GROUT
CONTINUOUS SHELF ANGLE
SIZED AS
REQUIRED
:r CONCRETE FASTENERS
_ AS REQUIRED
7:7` CAST-CRETE U-LINTEL
FILLED w/ GROUT
• 4,.
CONTINUOUS SHELF ANGLE
SIZED AS REQUIRED
1„i,ASONF��r VENEEFR 5FL iT FACE VENEEFR
SAFE GRAVITY LOADS FOR 8" PRECAST w/ 2" RECESS DOOR U-LINTELS
4~ft- iWM
SAFE LOAD - POUNDS PER LINEAR FOOT
TYPE
LENGTH
8RU6
8RF6-0B
8RFIO-08
8RF14-OB
8RF18-OB
8RF22-OB
8RF26-08
8RF30-OB
8RF6-1B
8RF10-1B
8RF14-1B
8RF18-1B
8RF22-1B
8RF26-18
BRF30-1B
4'-4" (52") PRECAST
1635
1749
3355
3280
4349
5421
6493
7567
1891
3699
5206
6639
8060
9479
10893
4'-6" (54") PRECAST
1494
1596
3063
2992
3968
4946
5924
6904
1 556
3699
5206
6639
8060
9479
10893
5'-8" (68") PRECAST
866
920
1770
1716
2277
2839
3402
3966
1167
2481
4567
6389
8060
7917(,o
9311(it
5'-10" (70") PRECAST
810
859
1653
1600
2124
2649
3174
3700
1113
2342
1 4242
6639 ryo
8060(is)
7402(1a)
8706 (,o
6'-8" (80") PRECAST
797
901
1825
3120
5048
7747
9448
7360
901
1825
3120
5048
7915
9479
1089
7'-6" (90") PRECAST
669
755
1490
2459
3776
5743
7239
5623
755
1490
2459
3776
5743
8998(is)
10893(4a
9'-8" (116") PRECAST
411
466
999
1568
2253
3129
4091
3146
526
1 999
1 1568
1 2253
1 3129
4150
5891(/
(#) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR
GR40 FIELD ADDED REBAR.
NOTE: INFORMATION CONTAINED ON THIS SHEET
PROVIDED BY AND PERTAINING TO CAST-CRETE CORP.
ALTERNATE PRODUCTS OF EQUAL CAPACITY MAY BE
USED. ALTERNATE PRODUCT MUST BE ACCOMPANIED BY
ENGINEERING DATA TO SUPPORT SUCH PRODUCT.
ENGINEERING
SPECIFICATI NS
PRODUCT DESCRIPTION
High strength precast concrete lintels designed to be unfilled or Filled to Form a composite reinforced beam using concrete masonry units.
MATERIALS
f'c 8" precast lintels = 3500 psi ° Concrete masonry units (CMU) per A5TM C90 with minimum net area
f'c 8" prestressed, 6" and 12" precast lintels = 6000 psi compressive strenght : IWO psi
f'c 4" precast lintels = 3000 psi ° Rebar per A5TM A615 Grade 60
Grout per A5TM C416 f'g : 3000 psi w/ maximum ° Prestressing strand per A5TM A416 Grade 210 low relaxation
3/8 Inch aggregate and 8 to II inch slump. ° 1/32 inch wire per ASTM A510
° Mortar per A5TM C210 Type M or S
GENERAL NOTES
1. Provide full mortar head and bed joints. 8. Cast -in -place concrete may be provided in composite lintel in lieu of
2. Shore filled lintels as required. concrete masonry units.
3. Installation of lintel must comply with architectural 9. Safe load ratings based on rational design analysis per ACI 318 and AGI 530
and/or structural drawings. 10. Product Approvals: Miami Dade County, Florida Nos. 03-0605.05
4. U-Lintels are manufactured with 5-1/2 inch long notches at and 03-0605,04. Florida Certificate of Product Approval number FL158.
ends to accomodate vertical cell reinforcing and grouting. 11. The exterior surface of lintels installed in exterior concrete masonry walls
5. Reference the CAST-CRETE Load Deflection Graph shall have a coating of stucco applied in accordance with A5TM C926
Brochure for lintel deflection Information. or other approved coating.
6. Bottom field added rebar to be located at the bottom 12. Lintels loaded simultaneously with vertical (gravity or uplift) and horizontal
of lintel cavity. (lateral) loads should be checked for the combined loading with the
1. 1/32 inch diameter wire stirrups are welded to the bottom following equation:
steel for mechanical anchorage. Applied vertical load +Applied horizontal load i 1.0
Safe vertical load Safe horizontal load
SAFE LOAD TABLE NOTES
1. All values based on minimum 4 Inch nominal bearing.
Exception: Safe loads for unfilled lintels must be reduced
by 20 % if bearing length is less than 6-1/2 inches.
2. N.R = Not Rated.
3. Safe loads are superimposed allowable load.
4. Safe loads based on Grade 40 or Grade 60 field rebar.
5. Additional lateral load capacity can be obtained by the
designer by providing additional reinforced masonry above
the precast lintel. See Reinforced CMU on Page 4.
6. One 01 rebar may be substituted for two 5 rebars in 8" lintels only.
1. The designer may evalute concentrated loads from the safe load tables
by calculating the maximum resisting moment and shear at d-away
from the face of support.
SAFE LATERAL LOADS FOR
8" PRECAST w/ 2" RECESS DOOR U-LINTELS
4WP-4m r
SAFE LOAD
PLF
LENGTH TYPE
8RU6
8RF6
CMU*
4'-4" (52") PRECAST
758
757
1365
4'-6" (54") PRECAST
694
693
1249
5'-8" (68") PRECAST
408
407
734
5'-10" (70") PRECAST
382
381
687
6'-8" (80") PRECAST
595
788
510
7'-6" (90") PRECAST
509
674
393
9'-8" (116") PRECAST
370
490
227
* SEE NOTE 18
8. For composite lintel heights not shown, use safe load from
next lower height.
9. For lintel lengths not shown, use safe load from
next longest length
10. All safe loads in units of pounds per linear foot.
11. All safe loads based on simply supported span.
12. The number in the parenthesis indicates the percent reduction
for grade 40 field added rebar.
Example: T-b" lintel Type BF32-15 safe gravity load = 6412 (15)
w/ 15% reduction =1E 6412 (B5) = 5501 plf
SAFE UPLIFT LOADS FOR 8" PRECAST w/ 2" RECESS DOOR U-LINTELS
4^=64~11111111111
SAFE LOAD - POUNDS PER LINEAR FOOT
TYPE
LENGTH
8RF6-1T
8RF10-1T
8RF14-1T
8RF18-lT
8RF22-IT
BRF26-1T
8RF30-1T
8RF6-2T
8RF10-2T
8RF14-2T
BRF18-2T
8RF22-2T
8RF26-2T
8RF30-2T
4'-4" (52") PRECAST
905
1748
2635
3522
4409
5296
6183
905
1748
2635
3522
4409
5296
6183
4'-6" (54") PRECAST
867
1675
2525
3374
4224
5074
5924
867
1675
1 2525
3374
1 4224
5074
5924
5'-8" (68") PRECAST
675
1301
1960
2618
3277
3935
4594
675
1301
1960
2618
3277
3935
4594
5-10"(70") PRECAST
655
1262
1900
2538
3176
3815
4453
655
1262
1900
2538
3176
3815
4453
6'-8" (80") PRECAST
570
1012
1651
2204
2758
3312
3865
570
1097
1651
2204
2758
3312
3865
7'-6" (90") PRECAST
506
797
1462 (e)
1952 M
2442 (e)
2931 e
3257
506
967
1462
1952
2442
2931
3421
9'-8" (116") PRECAST
395
491
931 (1s)
1301(15)
1640(15)
1980 1s
2322 (u
395
1 589
1135
1514
1 1893
2272
2652
(#) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR
GR40 FIELD ADDED REBAR.
0
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PROJECT NO.
2021-32
Thomas L Digitally signed by Signed and sealed byl'.L. t(ansun Pl: \ 4
Thomas L using a Digital Signature and date. fir, 1 - G1.i'
Hanson:A01410 Pnntcdcopieso(thlsdocun,enl o,
Hanson:AO1410D00000
are not considered signed and _
D00000177EF31 177EF31 B4E000015ADA scaled and the signature must be Uj
Vel'die/l on ally cicoront, co
Date:2021.12.15 o� F4ua�•""a�
B4E000015ADA 08:51:44-05'00'
DWG N0.
s �a
1 _ I I I I It I I I __L_ _ _ _ _
I IL I I 1 11 1 111!1 __ __ 11 t
PRODUCT APPROVAL INFORMATION SHEET (S) COVER SHEET
EVALUATION REPORT FROM A PRODUCT EVALUATION ENTITY
Ff;;�,10E)UGT AFFFP,0VAL SF G iF i GAT i ON 5I 4EE T
MMAs squired by Florida Statute 553.842 and Florida Administration Code 98-12, 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
1. EXTERIOR DOORS
A. SWINGING
ThermaTru
Flberclassic
FL 5891.1
+E1.0/-E7.0 psf
ThermaTru
Smooth Star
FL 5891.2
4010 / -II per
ThermaTru
ClassicCraft
FL 5891.3
401.0 / -Ei.0 psf
5. SLIDING
MI Windows and Doors
Series 420/430
FL 15332.1 - FL 15322.5
+40.0 / -40.0 psf
C. SECTIONAL
Wayne -Dalton, a division of
Overhead Door Corporation
Model 08,000/8100 01101 - 01104
9' Max width, 14' Max Height
FI 0248.1 - FI 8248.4
+22.13 / -26.3 per
+46.0 /-52.0 psf
Wayne -Dalton, a division of
Overhead Door Corporation
Model *8000/8100 011211 - 01125
16' Max width, 14' Max Height
FI 8248.5 - FI 8248.9
+15.30 / -11.0 per
+4F,.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 per
MI Windows and Doors
Series GSA 5500 PVC SH
FL 152111 - FL 1521-1.3
+50.0 / -50.0 psf
5. HORIZONTAL SLIDER
MI Windows and Doors
Series HS iSS
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. 51DING
James Hardie Building
Proclucts,lnc.
Artisan®Lap Siding
FL 104-11.1
5. SOFFITS
Alside
Solid and Vented Soffit
FL 15212.1 - FL 152-12.2
+-10.0 / -10.0 psf
C. VINYL SIDING
Certainteed Corp Siding
Products
CertainTeed Vinyl Vinyl Siding
FL15-13.1
+N/A/-1E0.6
4. ROOFING PRODUCTS
A. ASPHALT SHINGLES
Certain Teed Corporation
CT20 land AR), Landmark 30 / 40
(and AR) XT30 (and AR)
FL54441
N/A
A. Metal Roofing
Union Corrugating Company
MasterRib Panel
FL9555.4
N/A
5. UNDERLAYMENTS
Tamko
151b 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
GAF Attic Ventilation
Products
Vent RViO
FL 621 1
N/A
E. ROOFING TILES
Bora I Tile
villa 900
FL 7849.24 - FL-1,549.28
N/A
F. OTHER
5. SHUTTERS
Global Protection Products
Galvanized Steel Storm Panels
FL 15016.1 - FL 15016.2
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 12856.1
+54.0 / -54.0 per
6. STRUCTURAL
COMPONENTS
Fastening Specialists, Inc.
Tie Max "Threaded Rod"
FL156E.3E
A. WOOD CONNECTORS / ANCHORS
USP Structura I Conn.
See chart
Simpson Strong -Tie
see chart
5. TRUSS PLATES
ITW Building Components
Alpine Truss Plates
FL 1999l.1 - FL 1999.4
N/A
MiTek Industries, Inc.
Truss Plates
FL 21'31.1 - FL 2191.5
N/A
C. ENGINEERED LUMBER
Boise Eng. Wood Prod.
Versa -Lam SP
FL III
N/A
Boise Eng. Wood Prod.
Wood -I -Joists ALL JOIST
FL III
N/A
Weyerhaeuser
Engineered lumber - TJI
FL 1630.1 - FL 1E30.11
N/A
Weyerhaeuser
iLevel Rim Board, LVL, PSL, LSL
FL 6527.1 - FL 6521.4
N/A
D. MATERIAL
Cast -Crete Corp.
High Strength Concrete Lintels
FL i58.1
N/A
Powers Steel, Inc.
Power Box Lintels
FL 3119.1 , 5450.1 , 11383.1
N/A
A. SINGLE PLY ROOF SYSTEMS
Mule -Hide Products Co., Inc.
Thermoplastic polyolefin Single ply
roof systems
FL12-1-12 1
+N/A /-525
51t-I &ON Connectors
Simpson Stock No.
FloridaASptaa ova No Product
Evaluation Report 5aele
A23
FLI0446.1
ESR-2606
HU210-2
FL10531.9
ESR-2549
14UD212 -2
FL 10531.9
E5R-2549
HU26
FL 10531.e
ESR-2549
HU28-2
FL10531.9
ESR-2549
HU410
FL10531.9
ESR-2549
HU412
FL10531.9
E61R-2549
14U610
FL10531.9
ESR-2549
W0412
FLI4963
ESR-2549
HD610
FLI4963
ESR-2549
HUCQ410
FL10531.9
SIM200804
HGAIOKT
FLi044II
SIM200803
HGAMIOKT
FLi1413.6
SIM200803
HCP2
FLI0441.4
ESR-2551
HETAI6
FL11413.4
SIM200802
HETA20
FL11413.4
6IM200802
HTTI6
FL11413.5
E5-0130
HTT22
PLI1413B
ES-0130
HT516
FL11413.12
ESR-2613
HT620
FLI1413.12
ESR-2613
HT524
FLi1413.12
ESR-2613
PTS30
FLII413.12
ESR-2613
HT5MI6
FLi1413.12
SIM200802
HTSM20
FL11413.11
SIM200802
HGT2
FL10866.1
E5R-2II
HGT3
FL 10866.1
ESR-2613
HUS210-2
FL10531.11
ESR-2549
HUS212-2
FL10531.11
E5R-2549
HUs26
FLI0531.11
ESR-2549
HUS28
FLI0531.11
ESR-2549
HUS28-2
FL10531.9
ESR-2549
LU24
FL10531.14
ESR-2549
LU26
FLI0531.14
ESR-2549
LUS210-2
FL10531.14
ESR-2549
LU524
FLI0531.16
ESR-2549
LU526
FL10531.16
E5R-2549
LUS26-2
FLI0531.16
ESR-2549
LUS25
FL 10531.16
ESR-2549
LUS46
FLI0531.16
ESR-2549
MST60
FL 1045620
ESR-2105
LSTA12
FL 13512.5
E5R-2105
LSTAI5
FL13812.5
ESR-2105
LSTAI5
FL 13812.5
ESR-2105
LSTA24
FL 13812.5
E5R-2105
LSTA30
FL13812.4
E5R-2105
LSTA36
FL13812.4
ESR-2105
LTT19
FLI1496 5
ER-130
LTT205
FL11496.5
ER-130
LTT131
FLI149ro.5
ER-130
LTS12
FL13512.8
ESR-2613
LGT2
FLI1410.1
5IM200803
L830
FL 1044620
ESR-2606
A34
FL10446.1
ESR-2606
M5TAI2
FLI045621
ESR-2105
MSTAI5
FLI045II
ESR-2105
MSTAIS
FLi045621
ESR-2105
M5TA24
FL1045621
ESR-2105
MSTA36
FL1045621
ESR-2105
MSTC40
FLi045622
ESR-2105
M5TC52
FL1045622
ESR-2105
MT512
FL1045633
E5R-2II
MTSI6
FLI045634
ESR-2613
MT515
FL1045635
ESR-2613
MTW20
FLI0456.36
ESR-2613
MGT
FLMS04.5
SIM200803
1' 15HA356/11.25
FL13904.5
ESR-2616
1" 15HA3.5ro/Ifo
F1_13904.5
ESR-2616
ABU44
FLI08602
E5R-1622
A51.166
FL108602
ESR-1622
HDU2-SDS2.5
FLI0441.4
ESR-2330
GLTV3.51ro
FLI0661.6
E51R-2615
FGTR
FL114132
SIM200802
c516
FLI3812.1
ESR-2105
HI
F10456.1
ESR-2613
H10
FL1044II
E5R-2613
HIO-2
FLI044II
ESR-2613
HIOA
FLI044616
ESR-2613
H3
FLI0456.1
ESR-2613
H4
FLI0456.1
E5R-2613
H5
FLI0456.1
ESR-2613
H2.5
FL10456.1
ESR-2613
H2.5A
FLI0456.1
ESR-2613
H8
FLI0456.1
SIM200803
SPl
FLI0456-R5
E5R-2613
5P2
FLI0456-R5
E5R-2613
SP4
FL10456-R5
ESR-2613
5106
FL10456 -R5
E5R-2613
5108
FLI0456-R5
E5R-2613
SPH4
FLI0456-R5
ESR-2613
SPH6
FLI0456-R5
ESR-2613
SPHB
FL10456-R5
ESR-2613
HHU526-2
FL 11468.1
ESR-2549
HHUS410
FLII468.1
ESR-2549
HGU5525/12
FL10531.4
5IM200804
HGUS414THDH414
1=1_10531.4
SIM200804
HDQ8-SD53
FL104413
E5R-2330
MSTAM24
FLI3812.4
SIM200802
MSTAM36
FL13812.9
SIM200802
MSTCM40
FL13612.9
SIM200802
HHETA20
FLI1413.1
SIM200802
LGT3-SD525
11413.8
SIM200803
LGUM211
FL13904.4
SIM200802
U5P Connectors
USP Stork No.
Florida Statewide Product
Approval No.
Evaluation Report 5aele
A3
FL11244.1
ESR-3455
1-10210-2
FL112323
E5R-3445
HD212 -2
FL112323
ESR-3445
HD216
FL112323
E5R-3445
HD216-3
FL112323
ESR-3445
HD26
FLI12322
ESR-3445
HD25-2
FL112323
ESR-3445
HD410
FLI1232.4
ESR-3445
HD412
FLi1232.4
ESR-3445
HD610
FL11232.4
ESR-3445
HD0410
FLI12212
ER-0201
HGAiOKT
FLI1236b
E5R-3448
HGAMIOKT
FLI-IiI
Evaluation Report
HWC102
FLi1236.1
E5R-3448
HTAI6-16
FLI1680.4
Evaluation Report
HTA20-18
FLI1680.4
Evaluation Report
HTT5
FLi12192
ER-0200
WWi&
FLI1244.1
ESR-3455
HTW20
FL11244.1
E5R-3455
HTW24
FL11244.1
E5R-3455
HTW30
FL11244.1
E5R-3455
HTWMI6
FLIII
Evaluation Report
HTWM20
FL62232
ESR-3455
HUGT2
FL62233
Evaluation Report
HUGT3
FL62233
Evaluation Report
HUS210-2
FL11232.5
ESR-3455
HUS212-2
FLI1232.5
E5R-3455
HUS26
FL11232%o
ESR-3455
HUS28
FL11232.6
E5R-3455
HU525-2
FL11232.6
ESR-3455
JL24
FL11232.10
ER-0201
JL26
FL11232.10
ER-0201
JUS210-2
FL11232.12
ESR-3445
JU524
FLi1232.13
ESR-3445
JUS26
FLI1232.14
ESR-3445
JUS26-2
FLi1232.14
E5R-3445
JU528
FLI1232.14
ESR-3445
JU546
FL11232.14
E5R-3445
KLEG3
FL11241
E5R-3444
KST260
FL11244.14
ESR-3445
LSTAi2
FL11244.11
ESR-3445
LSTAI5
FLI1244.11
E5R-3445
LSTA16
FL11244.11
E5R-3445
LSTA24
FL11244.11
ESR-3445
LSTA30
FLI1244.11
ESR-3445
LSTA36
FL11244.11
ESR-3445
LT51e
FLI12192
ER-0200
LTS205
FLI1219.2
ER-0200
LTT131
FL112192
ER-0200
LTW12
FLI1244.19
ESR-3455
LUGT2
FLI12403
E5R-3441
MP3
FL1124422
E5R-3455
MP34
FL1124423
ESR-3455
MP41F
FL1124424
E5R-3455
MP5
FL11244.25
ESR-3455
MPH3516
FL11240.4
E5R-3441
MSTAI2
FL11244.11
ESR-3455
MSTAI5
FL11244.11
E5R-3455
MSTAIS
FLI1244.11
E5R-3455
MSTA24
FL11244.11
E5R-3455
MSTA36
FL11244.11
ESR-3455
MSTC40
FL1124421
ESR-3455
115TC52
FL1124421
ESR-3455
MTWI2
FL11244.1
E5R-3455
MTWI6
FL11244.1
ESR-3455
MTW18
FLI1244.1
ESR-3455
MTW20
FL11244.1
ESR-3455
MUGTIS
FLI1240b
ESR-3441
NFM35X12
FL515.2
Evaluation Report
NFM35XI6U
FL5183
Evaluation Report
PAU44
FLI1239.12
ESR-3449
PAU66
FL11239.12
ESR-3449
PHD2A
FL1121133
ER-0200
PHXU3516
FL1124121
ESR-3444
RFUS
FL6223.5
Evaluation Report
R5150
FLI124426
ESR-3455
RTi5
FLI1236.10
ESR-3448
RTI6
FLI123III
E5R-3448
RTI6-2
FLI1236.11
E5R-3448
RTI6A
FLI1236.11
ESR-3446
RT3A
FLI1236.11
ESR-3448
RT4
FLI1236.10
ESR-3448
RT5
FLI1236.10
E5R-3448
RT1
FLI1236.10
ESR-3448
RT1A
FLI1236.10
ESR-3448
RT8A
FLI1236.10
ESR-3448
SPT22
FLI124431
ESR-3455
5PT24
FL1124431
e ESR-3455
SPT4
FL1124432
ESR-3455
5PT6
FL1124432
E5R-3455
SPTS
FL1124432
ESR-3455
SPTH4
FL1124432
ESR-3455
SPTH6
FLI124432
ESR-3455
SPTH8
FL1124432
ESR-3455
SUH24
FL11232.lrc
ESR-3455
THD28
FL 11232.19
E5R-3445
THD28-2
FL11232_ie
ESR-3445
THD410
FL11232.19
ESR-3445
THD412
FL11232.19
ESR-3445
THD612
FL11232.19
ESR-3445
THDH414
FL11232.19
E5R-3445
UPHD8
FLI121cJ 5
ER-0200
U5C53
FL20332
Evaluation Report
UGT53F
FL20332
Evaluation Report
UGT653
FL20332
Evaluation Report
GELI-10
FL11241.I
E6R-1102
GELi-22
FL11241.1
E6R-1102
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THE INFORMATION PROVIDED IS OF THE PRODUCTS INTENDED FOR o
USE IN THE CONSTRUCTION OF THIS PROJECT. ALTERNATIVE
PRODUCTS WITH FLORIDA PRODUCT APPROVAL (S) MAY BE o
SUBSTITUTED. SUPPORTING DOCUMENTATION SHALL BE SUPPLIED N
AND THE RESPONSIBILITY OF CONTRACTOR AND OR OWNER. 0
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Digitally signed by Signed and sealed by T.L. Hanson Pr
Thomas L using a Digital Signature and
Printed copies nlthis dneumd date_ �Thomas L ;ar
syi,
14Hanson:A01410Hanson:A01410D00000 are noonsidered signed an
,
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D00000177EF31 177EF31134E000015ADA sealed II"'ignature must be to
verified un any electronic co
Date:2021.12.15 %0, •_LoapP'a`'
B4E000015ADA 08:52:15-05'00'
PROJECT NO.
2021-32
DWG N0.
of