HomeMy WebLinkAboutConstruction PlansSETUP AND INSTALLATION OF SINGLE WIDE SHED
1. BUILDING IS PLACED IN REQUESTED LOCATION ON SCHEDULE 40 PVC TO ALLOW FOR
MOVEMENT TO PLUM OR SQUARE UNIT TO HOUSE, FENCE, PROPERTY LINE, ETC.
2. ONCE UNIT IS SQUARE AND THE HIGH SPOT OF THE GROUND IS ESTABLISHED, THE
BUILDING IS BLOCKED ON THE HIGH SPOT AND LEVELED. THE OTHER END OF THE
BUILDING IS BROUGHT UP TO LEVEL AND BLOCKED. THEN THE CENTER OF THE BUILDING
IS SUPPORTED TO LEVEL, BLOCKED, AND THEN SHIMMED.
3. AFTER THE BUILDING IS LEVEL, MORE BLOCKS ARE ADDED TO ACHIEVE THE CORRECT
SPACING (SEE TABLE 3).
4. ANCHOR PLACEMENT IS ESTABLISHED BY THE WIDTH OF THE BUILDING. HOLES ARE DRILLED
THRU THE 2"x4" BOTTOM PLATE WITH A 1/2" AUGER BIT. 1/2" EYEBOLT OR OPTIONAL
1/2" THREADED ROD (FOR A "HIGH SET") IS SECURED THRU THE HOLE.
5. ANCHORS ARE NOT REQUIRED IN THE BOTTOM PLATE FOR DOORS AND DOORWAYS WITH NO
FOOTER (GARAGE DOORS FOR EXAMPLE). HEADER DESIGN TRANSFERS THESE LOADS.
B.IF THE UNIT HAS A FLOOR, EITHER A HOLE IS DUG FOR THE 30" AUGER ANCHOR AND
BACKFILLED AND SECURED AS PER THE DETAIL OR A 1/2" HOLE IS DRILLED INTO THE
CONCRETE 1-1/2" OFF OF RIM JOIST. THE EYEBOLT IS FASTENED THRU THE BOTTOM
PLATE AND A SIMPSON A-24 (OR EQUAL) IS SECURED TO THE CONCRETE WITH A 1/2"
WEDGE ANCHOR.
7. IF THE UNIT IS A 'NO FLOOR' OPTION. ANCHOR WITH 1/2"x5" WEDGE ANCHOR THRU THE
2"x4" BOTTOM PLATE.
TABLE 1
ANCHORING TO CO CRETE
SHED WIDTH
UPLIFT (PLF)
ANCHOR SPACING
20'-0"
400
S-W
13'-B"
280
S-6*
11'-8•,
240
5-6"
10'-O"
200
V-4r
8'_p"
160
31-0"
120
3'{•
TBLE2
SKID RUNNER SPACING'
SHED WIDTH
X1
X2
X3
13'-B"
1'-1Uj"
1'-to].
I V-8"
2'-8"
6'-e
-
10'-0"
V-7"
V-10"
-
8'-0"
0'-9"
6'-6"
-
6'-0'
V-10"
51"
-
-VALUES ARE FROM END OF JOIST TO CENTERS OF (2) 4'x4"
SKIDS ONLY. IS-8- WIDE SHEDS HAVE (4) SETS OF SKIDS.
SETUP AND INSTALLATION OF DOUBLE WIDE SHED
1. BUILDING IS PLACED IN REQUESTED LOCATION. THE FIRST SECTION OF THE DOUBLE WIDE IS
PLACED ON THE HIGHEST LOCATION OF GROUND AND IS LEVELED UP.
2. BLOCKS ARE THEN PLACED AT THE END, CENTER, AND OTHER END TO LEVEL ONCE THE
BUILDING IS LEVEL, BLOCKS ARE ADDED TO ACHIEVE THE CORRECT SPACING (SEE TABLE 3).
3. THE NEXT SECTION OF THE SHED IS BACKED INTO PLACE AND UNLOADED PARALLEL WITH THE
FIRST SECTION. THE TWO SECTIONS ARE CONNECTED AT THE LOWER CORNER WITH (1)4'x44"
BOLT AND NUT. THE SECOND SECTION IS THEN LEVELED AND THE OTHER BOLT HOLES ARE
LINED UP AND BOLTED SECURE. THE REST OF THE BLOCKING IS THEN COMPLETED. THIS
PROCEDURE IS REPEATED FOR MULTIPLE SECTION SHEDS UNTIL ALL SECTIONS ARE IN PLACE.
4. GROUND ANCHORS ARE THEN ADDED (SEE TABLE 4B).
5. ONCE THE BUILDING IS PROPERLY BLOCKED AND BOLTED TOGETHER, THE SUPPORT BRACING IS
REMOVED.
6. ANCHORS ARE NOT REQUIRED IN THE BOTTOM PLATE FOR DOORS AND DOORWAYS WITH NO
FOOTER (GARAGE DOORS FOR EXAMPLE). HEADER DESIGN TRANSFERS THESE LOADS.
TABLE 3A
PAD TYPES
TYPE
PAD DIMENSIONS
MAX. LOAD-
MATERIAL
I
2"x8"x16"
1778LBS
CO CRETE BLOCK QUALFF
CEMENT AND SAND MIX
II
4"x8"x16"
3500LBS
CO CRETE BLOCK -Q-UADW
CEMENT AND SAND MIX
III
16's16"
3950LBS
ABS PLASTIC PADS
IV
8"x8"x16'
190CLOS
CO CRETE BLOCK QU
TY
CEMENT AND SAND
MIX
• BASED ON 2000PSF SOIL BEARING CAPACITY WOOPSF IS TYPICAL)
NOTES
1. HOLLOW OR SOLD CONCRETE BLOCKS (SNS".16') MAY BE STACKED
ON PADS FOR HIGH SETS UP TO w' WITHOUT REINFORCING.
2. ASS PADS REQUIRED ON IV-8' AND 13'-8' WIDE SHEDS ONLY.
TABLE 3
SUPPORT FOOTING PAD SPACING FOR RUNNER BLOCKING FOR SINGLE & DOUBLE WIDE SHEDS
SHED DESCRIPTION
PAD
MAXIMUM LOAD AND PAD TIDE
SHED WIDTH
TYPE
LW(PLF)
END PAD
MAX. SPACING
END PAD
SIDE RUNNER
PAD TYPE
INTERIOR
PAD
SIDE RUNNER
PAD TYPE
13'-8"
SW/DW
4.15/332
Cr TO 6"
6'-0"
1936LB
I, II, III, OR IV
1879LB
I. II, III, OR IV
11'-8"
SW/DW
6.00/48D
0' TO 6'
6'-0'
2558LB
I, II, III, OR IV
2558LB
I, II, III, OR IV
10'-0"
SW/DW
5.GO/400
0" TO 6'
6'-0'
24COLB
I, II, III, OR N
2400LB
I, II, III, OR IV
8'-0"
SW
4.00/320
Cr TO W
6'-0"
2029LB
I, II, III, OR IV
2133LB
I, II, III, OR IV
SW
3.00/240
1 Cr TO 6"
6'-0'
1658LB
I. II. III, OR IV
1866LB
1. II, III, OR IV
• LOAD WIDTH OF UPUFT ON RUNNER
NOTES
1. PAD SPACING 15 END TO CENTER OF PAD.
2. PADS OTHER THAN END PADS SPACING IS CENTER TO CENTER.
3. USE SAME MAXIMUM SPACING FOR INTERIOR SPACING.
GENERAL NOTES & SPECIFICATIONS FOR AUGER ANCHORS
1. BUILDING ANCHORS SHALL BE "MOBILE HOME" TYPE HP-1 SINGLE HELIX EYE
AUGER ANCHOR BY HOME PRIDE OF BRISTOL. VA. OR EQUAL AVERAGE
HOLDING STRENGTH IS NOT LESS THAN 4.900 LEIS.
2. ANCHORING SYSTEM TO GROUND PER LOCAL BUILDING CODE (BY DEALER).
LOCATE ANCHORS PER TABLE 4A OR 4S.
3. THREADED ROD WITH EYEBOLTS SHALL BE PLACED THRU THE BOTTOM PLATE
(FLOOR SYSTEM) AND ATTACHED TO ANCHOR. THESE CAN BE EXTENDED WITH
THREADED ROD (OR STRAPS WITH EQUAL OR GREATER STRENGTH) FOR ELEVATED
PORTIONS OF SHEDS ON LEVELING BLOCKS.
TABLE 4A
30" AUGER ANCHOR SPACING - SINGLE WIDE
SHED WIDTH
LW
UPLIFT (PLF)
END ANCHOR--
MAX. INTERIOR SPACING...
13'-8"
7.00
243
0'-0' TO S-cr
10'-0"
'r'F
11x-8
'�, 800^,'
r
I"s• 208'��
0'-0T05-0?
-
10'-0" _
10'-0"
5.00
174
0-0' T3'-0'
10-0"
8'-0"
4.00
138
0'-0" TO S-T
10'-0"
3.00
104
0-0' TO S-Cr
10'-0"
TABLE B
30" AUGER ANCHOR SPACING - DOUBLE WIDE
SHED WIDTH
LW'
UPUFT (PLF)
END ANCHOR--
MAX. INTERIOR SPACING...
20'-0-
10.00
400
0-T TO V-Cr
5'-0'
• LMD " OF UPLIFT ON RUNNER
•" LOCATION FROM END WALL OF AUGER ANCHOR
•�" UMMUM SPACING BETWEEN ANCHORS
NOTES
1. ANCHOR SPACING IS DESIGNED AS PER ASCE-7.
2. ALL MEASUREMENTS ARE CENTER -TO -CENTER.
3. THE MINIMUM NUMBER OF ANCHORS PER SHED IS (4). (1) ANCHOR PER EACH CORNER.
ADDITIONAL INTERIOR ANCHORS ARE REQUIRED IF SPACING IS MORE THAN 10'-0'
BETWEEN ANCHORS_
4. ANCHORS SHALL BE ON SIDE WADS DICEPT WHEN THE SHED IS PLACED NEXT TO AN
EGS'ITNG BUILDING: IN WHICH ANCHORS CAN BE PLACED ON THE ENO WALLS AS CLOSE
W WE SIDE AS POSSIBLE
R
VIEWED FOR
r. 'r�_ ■
CODI
COMFL
-
-.
"
2"x2" GALYANuREG WASHER
WITH 1/2" NUT
1/2" THREADED ROD
�°T.
COUNTY
2"x2" GALVANIZED WASHER
WTM�I/2 NUT
1 /2" THREADED ROD - +, - --_ �.®
OPTIC FOR 'HIGH SET L' S +ti '
EYES BOLTED TOGETHER WmH 1/2'r2'
BOLT $ NUT TO ETHER2' H1/2-IED
OPTIONAL FUR THIGHNOTCH
1 2 COUPLER
/ "
.UCIr
PB�p{, n I�S^
Ida OCC SILT Y20
OR LT
THRU 2'x{CBOTTOM SPLATE
�
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�y
f 1 /!27 CO i.'j � Eii �
1/2 ;2 FORGED EYEBOLT
6.,.s w .� T i''L"�� ..'
WASHERS (2AOOLB SHEAR CAPACITY)
MIN.
._y4
•
n .: ' . • I
f/z'xs' (wD LBJ CONCRETE
WEDGE ANCHOR INTO STAB
THRU 2'x4' P.T. BOTTOM PLATE
TO 2"x6" P.T. BASE
� MIN.
T' -"
EYES BOLTED TOCETHER'WITH+1/2 x2
-L
(SEE TABLE 1 FOR SPACING)
U---�-=- -•--
nyE`I:-1I:.111*OR IV PAD WITH
BOLT & NUT WITH (2)2 x2"•CALVANIZED �=;BLOCKING A1] -REQUIRED I PA (SEE TABLE 3).
1/2"x3" (400 LB.)
SIMPSON A-24 CONCRETE SUB BY
OTHERS THROUGH
CONCRETE SUB BY OTHERS THROUGH
WASHERS NFAf2V
TABLE WEDGE ANCHOR
TABLE 1 FOR SPACING)
CLIP OR EQUAL LOCAL CODES AND JURISDICTION
LOCAL CODES AND JURISDICTION
M. EARTH
30 EARIHFAUCER ANCHOR �1%�"�
AT 4CHOR
(SEE
(SEE
(SEE TABLE 'SP CNG)y� -•= ;?..
�MR•---^• SH' ED1SWfiH�SKID
SHED WITH SKID
ANCHORED TO CONCRETE
SHED
ANCHORED
WITH 'NO FLOOR' OPTION
TO PAD__0R7-Bff0CK�_G77>
TO CONCRETE
TIE
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ALLOWABIB NUMBER OF STORIES 1
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FLOOR OFAD LOAD
FLOOR LNE LOAD
STD. MSF - I]eP3 CR.
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LLJ ALL
GENERAL NOTES
1. FOUNDATION PUNS ARE NOT PART OF THIS
PLAN SET AND ARE GOVERNED BY LOCAL
JURISDICTION.
LLJ 2. THIS BUILDING IS EXEMPT FROM THE FBC
J ENERGY CONSERVATION CODE PER SECTION
1015,22.
m 3' RIEFER TO E DETAILS FOR INSTALLATION REQUUPROPER REQUIREMENTS TO MEET CODE
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ROOF FRAMING PLANT T I1JVI
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STR=URAL ENGINI RS
William E. Neary, III
SMP-51, SMI-79, [CC 5185040
10649 Oakview Pointe Terrace
Gotha. Florida 34744
2018-12-20 TOP LINE ENGINEERING APPROVAL PLAN #SS-CI-180-C
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Matthew T. BaIdWiD P.F-
O Florida License #64608
O sne-t: FBPR-1 OF 6
2x4 BLOCH
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/X OR ALPINE 2"x5'
OR EQUAL
6r3:12 M1/L�`.`4" COLLAR
L' TOP LINE ENGINEERING. LLC
�I: STRUCTURAL ENGINEERS
William E. Neary, III
SMP-51, SMI-79, [CC 5185040
10649 Oakview Pointe Terrace
Gotha, Florida 34734
2x4 SOLE PLATE
FLOOR FRAMING
VARIES 6'-0" TO 13'—e•
ELEVATION CROSS—SECTION
TYPICAL ARCH FRAME
END ELEVATION
WITHOUT DOOR
WITH DOOR
I WITH
H24 OR EQUIVALENT. SEE
TABLE 2 FOR QUANTITY AND
SPACING.
END ELEVATION
WITH GARAGE DOOR
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Malthew T. Baldwin P.E.
Q Florida License #64608
w Sheet: FBPR-2 OF 6
4x4 P.T. POST
OPTIONAL PORCH
WITH 0.039'
STANDARD WALL DETAIL ((11mm) 12" TRRAAMP W/6-10d NAILS
WITH DOOR & WINDOW OPTIONS OR EQUAL
M
FLOOR FRAMING PLAN
L SHEATHING OPTIONS:
•" OSB OR SHEATHING EQUIV. OR BETTER
CORRUGATED ALUMINUM
14 ALUMINUM SIDING
° OR I" T7 -11 SIDING
AMES HARDEE PANEL OR EQUIV.
AMES HARDEE HORIZ. SIDING LAP OR EQUN.
9 GAUGE CORRUGATED STEEL METAL SIDING(RUN ANY DIRECTION)
HERMO—PLY BLUE (0.135 THICK)WITH VINYL SIDING
CODE INFORMATION
CODE vOaaN
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MANUFACNRFR
sUVEmOR sans
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BUILDNO WPEDONI
TYPE
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NnNE
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WALL
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olctDsuRE
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♦/- a.la
IMPORTANCE FACTOR
1.15
ROOF MW L
10P
ROOF DYE LOAD
w
awsF OR an PO04r uvn
FLDDR DFAO LOAD
1a3F
NOTE: WALL FRAMING MEMBERS ARE CONTINUOUS FROM
FOUNDATION SILL TO ROOF AND SECURED TO ENSURE A
CONTINUOUS LOAD PATH. WHERE WALL MEMBERS ARE
NOT CONTINUOUS, SHEET METAL CLAMPS, TIES, OR CUPS
SHALL BE FORMED OF GALVANIZED STEEL OF NOT LESS
THAN 0.040" NOMINAL THICKNESS.
RDOR uvE tD:n
sa T6PSF - 1ibP3' ovc
'R' RATNG OF WADS. FLOOR, ROOF
N/A
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1
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Na
HURRIruNe sHeLTER usAGE
No
sQI F xE
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SHEATHING:
I" PLYWOOD
I" P.T. PLYWOOD
I" T&G
I" P.T. T&G
TABLE 2
SKID RUNNER SPACING.
SHED WIDTH
X1
X2
X3
13'-8"
1'-1DJ"
1•-104"
11'-8"
2'-8,
6'-4"
-
10'-0"
V-7"
6'-10"
-
81-0.
0'-9'
6'-6'
-
6'-0"
0'-10'
61"
-
NALJES ARE FROM END OF JOIST TO CENTERS OF (2) 40x4'
SKIDS ONLY. 13'-5' WIDE SHEDS HAVE (4) SETS OF SKIDS.
P.T. S.Y.P. #2 PULLING
ICK
P.T. 24" O.C. TYP.
IONAL 125PSF ® 16" O.C.
. WITH 3/4" T&G PLYBOARD
4" P.T. ATTACHED WITH
I OR EQUIVALENT. SEE
ILE 2 FOR QUANTITY AND
ICING.
_ F'T' TOP LINE ENGINEERING LLC
STRUCTURAL ENGINEERS
William E. Neary, III
SMP-51, SMI-79, ]CC 5185040
10649 Oakview Pointe Terrace
Gotha, Florida 34734
2018-12-20 TOP LINE ENGINEERING APPROVAL PLAN #SS-CI-180-C
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Matthew T. Baldwin P.E.
J Florida License #64608
J
Sheet. FBPR-3 OF 6
Side Wall Header Schedule 080C)
Building Width
Size
Fasteners w/ strap
Up to 14' Wide
(each end)
Max. Span
NJ{b}
1-4"x4"
6'-011
0
3 — 3" x 0.131" nails
4"x4" w2"x4"
1 8'-011
1
6 — 3" x 0.131" nails
a. Tabulated values are for No. 2 grade Spruce -Pine -Fir lumber.
b. NJ - Number of jack studs required to support each end.
c. Window header for window openings that have more than 50% combined stud wall above
and below, otherwise use door header schedule.
d. See header details for alternate layouts, i.e. 2-2"x4" or 4"x4" P.T.
e. The header can be attached to the top plate and thus have the combined strength
equivalent and use the maximum span stated.
EXTERIOR
SHEATHING
" 16"x4" BETWEEN
WALL
WALL STUDS. VENT IS SECURED
TO SHEATHING AS PER
MANUFACTURERS INSTRUCTIONS
HYDROVENT DETAIL
(OPTIONAL)
2"x4" WITH 1/2" PLYWOOD
OSB FILLER OR (1)4"x4"
SIDE WALL WINDOWS
& DOORS
End Wall Header Schedule 0 §9C1
Size{d}
Max. Span
NJ{b}
Fasteners w/o strap(each
end){c}
1-2"x4"
6'-0"
0
4 — 3" x 0.131" nails
9140"
0{d}
6 — 3" x 0.131" nails
a. Tabulated values are for No. 2 grade Spruce -Pine -Fir lumber.
b. NJ - Number of jack studs required to support each end.
c. Laid flat
d. No Jack studs, but 2x6 studs laid flat.
• OTES
1. SEE FASTENER SCHEDULE FOR HARDWARE REQUIREMENTS.
2. SEE HEADER SCHEDULE FOR ADDITIONAL INFORMATION.
3. WINDOW HEADERS HAVE COMBINED 50% OR MORE WALL FRAMING ABOVE
AND BELOW, OTHERWISE REFER TO DOOR HEADERS.
SINGLE 2"x4"
HEADER
END WALLS WINDOWS &
DOOR 6' WIDE OR LESS
G.F.I. �+NOTES—OPTIONAL ELECTRIC
OUTLET
—ALL WIRING SHALL BE 14 GAGE 3—WIRE MC CABLE.
N " —ENCASE IN ALL METAL BOXES.
SOURCE
L "
WIRING DIAGRAM
(OPTIONAL)
2"x4"
Jj 4"x4"
4"x411 W/2'1x4"
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`�L STRUCNHAL ENGINEERS
William E. Neary, III
SMP-51, SMI-79, ICC S185040
10649 Oakview Pointe Terrace
Gotha, Florida 34734
2018-12-20 TOP LINE ENGINEERING APPROVAL PLAN #SS-CI-180-C
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OCCUPANCY
N1DWABLE NUMBER OF STORIES
,
BA9c MNG SPEED
v.-,mown
FxPOSURE
C
ENCLOSURE
alaOSID
NTERNAL PRESSURE WEFF ENE
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NPORTANCE FACTOR
,.15
ROOF DEAD LOAD
,tPSF
ROOF LNE LOAD
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FLOOR DEAD IDAD
laP
FIDOR WE LOAD
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WA
IIDDDLES PER fR11LDING
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HURRICANE PROTECDON USAGE
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= Sheet. FBPR-4 OF 6
(2) 1/4
END OF AN
F:CURED WITH STRAPS AS
PER FASTENER SCHEDULE
PORCH CORNER
SECURED WITH STRAPS AS
PER FASTENER SCHEDULE
END
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END OF ANGLED BRACE TYPICAL
PORCH INTERIOR COLUMN
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STRUCTRLEGUANINEER<
William E. Neary, III
SMP-51, SMI-79, ICC 5185040
10649 Oakview Pointe Terrace
Gotha, Florida 34734
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2018-12-20 TOP LINE ENGINEERING APPROVAL PLAN #SS-CI-180-C
CODE VEISION
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pOOUPANC
90�ME
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V+-10M,pM1
EIIOSUJRE
C
FN0.05URE
alaDsfD
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ILIPORFANCE FACTOR
1.15
ROOF DEAD LOAD
100.5E
ROOF WE LDW
3aP4 OR 3D06 PCINf 1D1➢
LTOOR DEAD MOD
IOPSF
FL0011 LNE LW
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W RABNG OF WALLS. FLOOR ROOF
N/A
NODULES PER BUILDING
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NO
HURRIGNE SHELTER USAGE
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UMatthew T. Baldwin P.E.
Florida License #64608
Sheet: FBPR-5 0F 6
Fastening Schedulefrl '- 29, Jost to was Jost 3-18dcomri 112'x0.135')
(F6C Table M104.10.1) 4-3'x nags face nail
q -3' 19 plane staples
or
or
Sole plane tojoist a docking ar bracedwefi
Double top plates
0.131 nails (Face not an each joint
2-T x 0.232'nats
loaned each end
SUDfioo, roof end well sheathing (to ineming)
23/8-x 0.1 IT naiNn}
2-3' 14 gage staples
Single0oa(comNnaion subAoor-undeda/ment to
burning)
1 N4' 16 gagefo)
19132' to 314' 81 or 64(e),
23110.113'nallp}
2' 16 gagefp}
6' Me. Edges and Intermediate. 4' oc at
component and cladding edge strip 4 zone 3
2-let common (2 1/2' x 0.131')
face net
3-8d Common, (2 112' x 0,131")
face nail
2-16d common (3 1/2'x 0.1 M')
blind and face nail
t6d (31/2' x 0.135') of 16' Me.
3' x 0.131 nags at 8' Me.
Typical face nail
7/F to 1' Me}
[refer [o Figure 30.57 of ASCE 7j
3' 14 gage staples at 12 Done.
1111 to 1114' 10dit or Kd}
3-16d common (31/2' x 0.135) a 16' Ox.
4 -3' x 0.131' nails at 16' Me
braced wall panel
s We]/8
4 -3' 14 gage staples a 10. o.c.
7'
18'to 1- Si
1 1/8'to 1 1/4' 10Il or SN,d}
2-3'x1 6d comman(31/2'x 0.162')
32. Panel siding (to froming)Iq}
1/2'orlms 6d8}
3-3'x meld
end nail
3-3' 14 gage staples
gage
m8, etl
4 -8tl common (2112' x 0.131')
33. FiberboaM sheahmg[q,gj
1/2' endless No. 11 gage roofing nail@)
4-3'x ,131'gage pals
moaned
got common nail 2' x 0.113-)
3-3' 14 e lee
as
g p
No. 16 gage sigile[g
6' o.c. Edges and Intermediate
2932 No. 11 gage roaring nal(h}
2-16d common (3 1/2' x 0.162')
8tl common nail (21/2'x 0.131')
3-314
antl nail
No. 16 gage slenle(i}
M. Interior paneling
1/4' q
318' B�}
6' Mc. Edges and intermediate
3-3' 14 gage
gag staples
135-) a 24' o.c.
TM-(3 1/2'x 0.ar
a. man or box nals are permma to use excW more Olhemise stated
3- 8' M
taco rail
1498W staples a.c.
3' 14 gage stapes a 8' o.a.
le. Nails spaced a 6 inches on center at edges, 12 inches at irttermedae supports except 6 inches a supports where spans are 48 inches or more. For nailing Of
wood struc[ma panel and particleboard diaphrams aid sheer wads, refer to Section 2305. Neils for wall sheathing are permitted to be common, bac or casing.
16tl(31/2' x0. 135) at16'o.c:
3' at
Typical face nail
c. Common or deformed shrink (6d-2'x0.11T;8tl- 2112" x 0. 131% 10f-3"x 0.148').
.con
It. Common (ad - 2' x 0.113'. ad- 2 1/2' x 0.131'; 1M - 3' x 0.148').
14 gage staplel s at
3' 14 gage stapes e[ 8' o.c'
e. Deformed shank (6d- 2' x 0.113'; 8d - 2 1/2" x 0.131'; 1Cd- 3" x 0.148').
8-16d common (3 1/2'x 0.16T)
I. Conosion-resistant siding (6d-17/6'x0.106%So-2318'x0.128")a casing (6d - 2"x 0.099'ed- 2117'x 0.113') nail.
12-3' It 0.131' nails
lap splice
9. Farmers spaced 3 inches on center a exterior edges and 6 inches on center a intermediate supports. when used as structural sheathing. Spacing shall be 6
12- 3' 14 gage staples
inches on center on the edges and 12 inches on center ar intermediate supports for nonstruchura sheathing.
h. Conosion-resistant roofing nails with 7116much4iameter head and 11/2-inch length for 112-inch sheathing and 13Wnch length for 25/32-inch steaming.
3-8d common (2 112'x 0.131')
i. Comestaples with nominal 7/1 Bich cram m 1-inch crown and 1 1/4-inch length for 1/2-inch sheaNing end 1 1/2-inch length for 25.324nch sheatim
3-3-x oars
toenail
Panel suppods a 16 inches (20 inches if strength axis in the long direction of the panel, unless otherwise marked).
3-3' 19 gaga staples
gage
j. Casing (I Ur 0.080') or finish (11/2"x 0.072") nails spaced at 6 inches on panel edges, 12 inches at intermedae supports.
k. Panel supports at 24 inches. Casing or finish nails spaced at 6 inches on panel edges, 12 inches a Intermediate supports.
rid (21/2'x 0.131") a T Done.
3-x 0.131 nails a 6' ac.
toenail
I. For roof sheathing applications, 8d nails (21/2' x 0.113") arethe minimum refuined forwood structure panels.
3' 14 gage steples at 6-Done.
on, Staples shall has a minimum crown w dth of 7/16 inch.
non For rod shamming applications, festemers spaced at 4 inches . Center a edges. 8 inches at intermediate supports.
2-lad! common (31/2'x 0.11sx)
3-3'x 0.131'nals
face nail
o. Fasimers spaced a4Inches an center a edges, Riches a Intermediate supports for subduer and wall sheathing and 3 inches on center rim edges, 6 inches as
3-3' 14 gage staples
intermediate supports for roof sheathing.
It. See Fast spaced att inchesulcenter a edges, 8inches a In[ermetliata suppoM1s.
q. See FastenerAlternatebe
l6d common Is 1/2'x 0.162')
IF Done. Along edge
3-8tl common 2112'x 0.131'
( )
6-3' x 0.131' oars
toeneg
lied wtle.
Installed
r. Fasimes must be Installed with elan spacing between [hem across anacNng member.
-I be common (6 v[ x u.11) hill
T x 0.131 nails
-T 14 gage staples
-16d common (31/2' x 0.135') mil
.3'x 0.131 nails
-3' 14 gage staples
-8tl common (21/2'x 0.131')
-3' x 0.131' nals
-3- 14 gage staples
-80 common (2 1/2' x 0.131')
-3' x 0. 131 nals
-3- 14 gage staples
-rid common (2 1/2' x 0.131-)
-8d common (2 1/2' x 0.13P)
M common (31/2'x 0.162")
'x 0.131 nags
' 14 gage staples
Do common (4' x 0.191 a 3T Me.
' x 0.131' nails a 24' Mc.
14 gage staples at 24' o.c.
20 common K x 0.192')
-3' x 0.131' nails
-3' 14 gage staples
5o common (31/2' x 0.162T
-10I Comm. (3' x 0.148')
-3' x 0.131 nails
-3' 14 gage staples
-10d common (3- x 0.1485
-Tx 0,131 nals
-3' 14 gage asides
-16d common (3 1/2' x 0.162')
-3' x 0.131' nails
-3.14 gage staples
-16d common (3 1/2' x 0.162')
-3' x 0.131' nals
-3' 14 gage staples
-116d common (3 1/2' x 0.162')
-3' x 0,131' nets
nail
net
Done.
Done.
nail a top and bottom staggered on
code sides
nail a ends and a each splice
pail
nail
Alternate Fastening Schedule
Connection
I Fastening
ALI 31S3: wood structural panels and Particleboard
SubOoor, roof and well sheathing (to honing)
1/7 and less
I
2'x0092"RingShank bell -
4 from edge. 10" a.c.
Strap & Simpson Strong -Drive® SD Screw Schedule
Puller
Porch
Tle-0owns
A33 I - I 4.SD 1.5" 4.SD9xl r
Ranter(b}
Porch
Header{dj
_ T.3� LTOPL1NFNNV-"MM ING. LLQ
1 �: Itlll-NWJ.ENGI'FFAS
William E. Neary, III
SMP-51, SMI-79, ICC 518504D
10649 Dakview Pointe Terrace
Gotha, Florida 34734
Strap & Fastener & Fastener Schedule fa}
AM 585 A33 I 750 I 4- 4.1�M 5 44-tad 510&1."
TIe47awmS V8'x 30" Anchor 1 4.300 1 -
a. All straps can De substituted with an equhalent brand meeting some strengths.
b, Rafter ties to stud wall to bean away connection for 24" o.c. & can be awry other for
16" Mc. but is required on Comers and studs adjacent to comers.
c. (my needed an aluminum & Nnyl sheathing malls.
cl Headers oar 6'span.
2018-12-20 TOP LINE ENGINEERING APPROVAL PLAN #SS-CI-180-C
TYPE
Flip SUPPRESSION SYSTE31 NWE
DGLLPANCY StgN4E
ALL"ASIX NUWBM of STOWES Jill
BASK "D SP® v.-loom.
IE0e01AL PRESSURE COEIilOENT
/- ale
111P01311ANCE FACTOR
1.15
ROOF DEAD IIISD
1a6
ROOF l LOAD
a.sF OR soon noelr Ido
Fuel UFAD LOAD
tws
Fuel L 1,D.1D
Sl0. raPSi - 1]aP4 M.
'R' MN1G OF wil ROOK Real
N/A
MODULES PER BUIIDINO
I
niumishi PRo1ECnoN USAGE
No
HURPCANE S11Fd.1Fdt USk£
SQUiel FWTAGE
71
TIY 9]JT. m ILSS
_._".. MTB
QQJJG pale:
11/19/18
Scan e:
N/A
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W Matthew T. Baldwin P.E.
Florida License 164608
Sheet: FBPR-6 OF 6