HomeMy WebLinkAboutSHED 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.
6. 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 CONCRETE
SHED WIDTH
UPLIFT (PLF)
ANCHOR SPACING
20'-0"
400
3'-6"
13'-8"
280
S-6"
240
10'-O"
200
S-6"
8'-0"
160
V-6"
6'-Q"
120
g_5^
TABLE 2
SKID RUNNER SPACING"
SHED WIDTH
X1
X2
X3
1'-10}"
1,-10}"
1'-10}"
2'-8"
6'-4-
-
10'-0"
P-7'
6'-10"
-
8'-0"
0'-9"
6'-6"
-
6'-0"
O'-10"
51"
-
•VALUES ARE FROM END OF JOIST TO CENTERS OF (2) 4"x4'
SKIDS ONLY. 13'-B" 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)1"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 48).
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
2"x8"x16"
1778LBS
CONCRETE BLOCK QUALITY
CEMENT AND SAND MIX
II
4"x8"xt6"
3500LBS
CONCRETE BLOCK QUALITY
CEMENT AND SAND MIX
III
16"XI6"
3950LBS
ABS PLASTIC PADS
IV
8"x8"x16"
1900LBS
CONCRETE BLOCK OUAUTY
CEMENT AND SAND MIX
• BASED ON 2GOOPSF SOIL BEARING CAPACITY (2000PSF IS TYPICAL)
NOTES
1. HOLLOW OR SOLID CONCRETE BLOCKS (8'xB'x16' MAY BE STACKED
ON PADS FOR HIGH SETS UP TO 48' WITHOUT REINFORCING.
2. ABS PADS REQUIRED ON 11'-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 TYPE
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
0" TO 6"
6'-0'
1936LB
I, II, III, OR IV
1879LB
I, II, III, OR IV
11'-8"
SW/DW
6.00/480
0' TO 6"
6'-0'
2558LB
I, II, III, OR IV
2558LB
I, It, III, OR IV
10'-0"
SW/DW
5.00/400
0" TO 6"
6'-0'
2400LB
I, II, III, OR IV
2400LB
I, II, III, OR IV
8'-O"
SW
4.00/320
0" TO 6"
6'-0"
2029LB
I, II, III, OR IV
2133LB
I, II, III, OR IV
6'-O"
SW
3.00/240
0" TO 6"
6'-0'
165BLB
I, II, III, OR IV
1866LB
I, II, III
• LOAD WIDTH OF TRUTT ON RUNNER
NOTES
1. PAD SPACING IS END TO CENTER OF PAD.
2. PADS OTHER THAN END PADS SPACING IS C
3. USE SAME MAXIMUM SPACING FOR INTERIOR
TO CENTER.
R3
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 LES.
2. ANCHORING SYSTEM TO GROUND PER LOCAL BUILDING CODE (BY DEALER).
LOCATE ANCHORS PER TABLE 4A OR 48.
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-O"
10'-0"
11'-8"
LO'-0••
6.00
5i00 ''
208
jT74`
O-0" TO 3'-0"
�O-0"70a3'-0"-�;�'•
_ 10'-O"
'1T0-0�
8'-0"
4.00
138
U-T TO 3'-0"
.10'-0"
6'-0"
3.00
104
U-T TO 3'-0"
10'-0"
TABLE B
30" AUGER ANCHOR SPACING - DOUBLE WIDE
SHED WIDTH
LW
UPUFT (PLF)
END ANCHOR""
MAX. INTERIOR SPACING•'•
20'-0'
10.00
1 400
1 0'-0" TO S-0"
1 5'-0"
` LOAD WIDTH OF UPUFT ON RUNNER
•• LOCATION FROM END WALL OF AUGER ANCHOR
•`• MAXIMUM SPACING BETWEEN ANCHORS
NOTES
1. ANCHOR SPACING IS DESIGNED AS PER ASGE-0.
2. ALL MEASUREMENTS ARE. CENTER -TO -CENTER.
3. THE MINIMUM NUMBER OF ANCHORS PER SHED IS (4). (1) ANCHOR PER EACH CORNER.
ADDIDONAL INTERIOR ANCHORS ARE REQUIRED IF SPACING IS MORE THAN 10'-0'
BETWEEN ANCHORS..
4. ANCHORS SHALL BE ON SIDE WALLS EXCEPT WHEN THE SHED IS PLACED NEXT TO AN
EXISTING BUILDING; IN WHICH ANCHORS CAN BE PLACED ON THE. END WALLS AS CLOSE
TO THE SIDE AS POSSIBLE.
SCANNED
BY
2"x2'�LVANIZED WASHERS s -
2"x2' GALVANIZED WASHER
WITH 1/2" NUT
1/2' THREADED ROD
"HIGH
St. I UCIP"i'TOl1Yt1
�-
-WIC/2 NUT -•' _•��T
OPTIONAL FOR EY
NOTCH OR COUNTERSINK BOLT
1/2" THREADED ROD
PTIONAL FOR "HIGH SE!"�" F, F -
EYES BOLTED TOGETHER R WITH 1/2'x2'
BOLTS NUT WRH GALVANIZED
WASHERS
1/2` COUPLER
THRU 2"xb" 8070M PLATE
BOTTOM NAILED
1/2' COUPLER �'A' Thy-�- -`�-" -
I/2lii Z' FORCED EYEBOLT Dom`-: fr
�y
LB SHE
(2.000LB SHEAR CAPACpY)
e
-
MIN.
'" _°s
°
RETE
1/WEDGE 4ANCHOR 00 ft IMOCSLAB
THRU 2'x4' P.T. BOTTOM PLATE
TO 2x60 BASE
___ MIN.
- •
�L
lT
EYES BOLTED TOGETHER WRH 7 2 TYPE1 II III, OR IV PAD W
'
(SEE TABLE 1 FOR SPACING)
M ------a----- -
_
BOLT'
k NUT WITH (2)2�2;[GALVryE�
BLOCKING AS REQUIRED S ABLE 3
WASHERS (2.000LB SHEAR CAPACITY) �A ( )'
1/2'x3" (4OO ANCHOR
CONCRETE WEDGE ANCHOR
E 24 CONCRETE SLAB BY OTHERS THROUGH
CUP OR EQUAL LOCAL CODES AND JURISDICRON
CUP
CONCRETE STAB BY OTHERS THROUGH
LOCAL CODES AND JURISDICTION
30' EARTH AUGER AHCHOR '
(SEE TALE 4 FOR PP CINC) �- - -
(SEE TABLE 1 FOR SPACING)
SHELL) MTHISKID'
SHED
WITH SKID
SHED
WITH FLOOR' OPTION
Ti0 PAQVQRlBL06KINC
ANCHORED
TO CONCRETE
ANCHOREDD
TO CONCRETE
TIE
-DOWN
DETAILS
CODE VERSION
f M17 60, WTI., AECE-T
MANUFACTURER
SUPFBIDR SHEDS
BUILDING TYPE
uF RESRw 6UIwl G
NENML IAWM SIORAOE
CONSTRUCTION TYPE
V-0
FlRE PROTECTION
NONE
FIRE SUPPRESSION SYSTEM
NONE
OCCUPANCY
STOWE
ALLOWABLE NUMBER OF STORIES
1
BASIC WIND SPEED
V. 200mPN
COP
0
ENCLOSURE
mCwsm
IMPORTANCE FACTOR
1.15
ROOF DEAD LOAD
15PEF
ROOF LNE LOAD
20PSF OR OOft.
FLOOR DEAD LOAD
BPSF
MOOR LIVE LOAD
W. 75P - 125PSF OPT.
'F" RATING OF WALLS, FLOOR, ROOF
N/A
MODULES PER BUILDING
1
HURRICANE PROTECTION USAGE
NO
HURRIGME SHELTER USAGE
NO
SQUARE FOOTAGE
L55 TWAN 720 S03T.
I 2 I6RWN0 M.R 6" AFA MAX.. AN.R CcENs JN IS/2fi/IB 1 HTB N
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ARE NOT PART OF THIS
GOVERNED BY LOCAL
2. THIS BUILDING IS EXEMPT FROM THE FBC
ENERGY CONSERVATION CODE PER SECTION
1015.22.
3. REFER TO TIE -DOWN DETAILS FOR PROPER
INSTALLATION REQUIREMENTS TO MEET CODE.
3
6/1 /18
Sheet: AD-1 OF 1
TOP LINE ENGINEERING. LLC
STRUCTUNAL ENGINEERS
ROOF SHEATHING OPTIONS: William E. Neary, III
— OSB, 21" OSB, OR J" CDX PLYWOOD WITH 20 YEAR CLASS 'A' SMP-51, SMI-79, ICC 5185040
225LB FIBERGLASS SHINGLES AND #16 FELT 10649 Oakview Pointe Terrace
ROOF
+27.8/-94.7
WALLS/DOORS/WINDOWS
+32.5/-29.2
ROOF FRAMING PLAN nT
2018-12-20 TOP LINE ENGINEERING APPROVAL PLAN #55-CI-180-C
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MITEALPINE 2"x5"
OR
3.12 MIN.
B 2 c4" COLLAR
T�3iS TOP LINE ENGINEERING. LLC
—Z�i.1. STRUCTURAL ENGINEERS
William E. Neary, III
SMP-51, SMI-79, ICC 5185040
10649 Oakview Pointe Terrace
Gotha, Florida 34734
2x4 SOLE PLATE
FLOOR FRAMING
VARIES 6'-0" TO 13'-8"
ELEVATION CROSS—SECTION
TYPICAL ARCH FRAME
END ELEVATION
WITHOUT DOOR
WITH DOOR
VARIES 6'-0" TO 13'-8"—
END ELEVATION
WITH GARAGE DOOR
2018-12(6�P(TPP14i VLV D
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H24 OR EQUIVALENT. SEE
TABLE 2 FOR QUANTITY AND
sPAcING.
INEERING APPROVAL PLAN #SS-CI-180-C
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BOOR LIVE LOAD
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'R• RATING OF WALL-, BOOR ROOF
N/A
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No
HURWCWE SHELTER USAGE
NO
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STANDARD WALL DETAIL
WITH DOOR & WINDOW OPTIONS
AND FLOOR FRAMING WITH 0.039"
(1mm)x12" STRAP W/6-10d NAILS
OR EQUAL
'&6' OPTIONAL PORCH
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FLOOR JOIST. SEE SCHEDULE FOR SIZE
FLOOR FRAMING PLAN
L SHEATHING OPTIONS:
OSB OR SHEATHING EQUIV. OR BETTER
:ORRUGATED ALUMINUM
14 ALUMINUM SIDING
" OR I" T7-11 SIDING
AMES HARDEE PANEL OR EQUIV.
AMES HARDEE HORIZ. SIDING LAP OR EQUIV.
.9 GAUGE CORRUGATED STEEL METAL SIDING(RUN ANY DIRECTION)
HERMO-PLY BLUE (0.135 THICK)WITH VINYL SIDING
WALL
SOLE PLATE
TR FRAMING
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.
,,,-FLOOR SHEATHING:
- 3/4" PLYWOOD
- 3/4" P.T. PLYWOOD
- 3/4" T&G
- 3/4" P.T. T&G
TABLE 2
SKID RU NER SPACING -
SHED WIDTH
X1
X2
X3
1'-10)•
2'-8'
6'-4"
-
10'-0"
1'-7'
W-10"
-
8'-0"
0'-9.
6'-6"
-
6'-O"
C-10•
61"
-
NALU6 PRE FROM ENO OF JOIST TO CENIEHS OF (2) 4•x4-
SKIOS ONLY. 13'-8• WIDE SHEDS HAVE (4) SUS OF SKIDS
2x4 P.T. S.Y.P. #2 PULLING
BLOCK
—2x6 P.T. 24" O.C. TYP.
OPTIONAL 125PSF 0 16" O.C.
TYP. WITH 3/4" T&G PLYBOARD
4"x4" P.T. ATTACHED WITH
7 H24 OR EQUIVALENT. SEE
TABLE 2 FOR QUANTITY AND
SPACING.
TOP LINE ENGINEERING LLC
STKUCIURAL E
NG
INEER
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
TYPE
TON TYPE
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Matthew T. BOIdWin P.E.
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J
Sheet: FBPR-3 OF 6
Side Wall Header Schedule 080C)
Size
Building Width
Fasteners w/ strap
(each end)
Up to 14' Wide
Max. Span
NJ{b}
1-4"x4"
6'-0"
0
3 — 3" x 0.131" nails
4"x4" wZ'x4"
1 8'-0"
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.
a. 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.
WALL STUDS
SHEATHING
' 12"x12" OR 16"x4" BETWEEN
WALL STUDS. VENT IS SECURED
TO SHEATHING AS PER
MANUFACTURERS INSTRUCTIONS
HYDROVENT DETAIL
OPTIONAL
!) 2"x4" WITH 1/2" PLYWOOD
R OSB FILLER OR (1)4"x4"
SIDE WALL WINDOWS
& DOORS
End Wall Header Schedule
(180C1
Sized}
Max. Span
NJ{b}
Fasteners w/o strap
(each end){c}
1-2"x4"
6'-O"
0
4 — 3" x 0.131" nails
2-2"x4'(c)
9'-0"
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
N. 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.1. �+
OUTLET NOT ES - OPTIONAL ELECTRIC
—ALL WIRING SHALL BE 14 GAGE 3—WIRE MC CABLE.
SOURCE °a
N —ENCASE IN ALL METAL BOXES.
L 11
WIRING DIAGRAM
(OPTIONAL)
4"x4" W/2"x4"
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William E. Neary, III
SMP-51, SMI-79, ICC 5185040
10649 Oakview Pointe Terrace
Gotha, Florida 34734
2018-12-20 TOP LINE ENGINEERING APPROVAL PLAN #SS-CI-180-C
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1VPOREA4CE FACTOR
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ROOF ODD LOAD
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FLOOR DM LOAD
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VOMM PER BUILDING
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Sheet FBPR-4 OF 6
SE ED WITH STRAPS AS
PASTENER SCHEDULE
I 4"x4" P.T.
(2) 1/4"x6" LAG BOLTS EACH
END OF ANGLED BRACE TYPICAL 17
4"x6" P.T.
PORCH CORNER_
SECURED
PER FAST
END
4"x4" P.T. (2) 1/4"x6" LAG BOLTS EACH
4"x6" P.T. END OF ANGLED BRACE TYPICAL
PORCH INTERIOR COLUMN
CMV WA11
"x4" P.T.
TOP LINE ENGINEERING. LLC
' " STAUC7[IAP.L ENGINEERS
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
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UMatthew T. 13.14in P.E.
Florida License #64608
c I Sheet: FBPR-5 OF 6
F__ tl ing Schedulefr}
(FBCTeble 904.10.11
- hen common (3
-3'x 0.131 nets
Sole plate to joist 9 blocking at bracedwali
-3'14 gage Means �•0 31.Wmdstmctura nets en0 artideboac
-Btl common (21/2'x 0.1371 Sub600r, roof indwell sheathin pto tamin
-3'x ommo n(21 toenet each and 9 ( 9)
x 0.131 nags at 8' o.c.
14 gage stapes n 17 o.c
-16d common (31/2-x 0.135) at Wax
-3' x 0.131' nals at 16 o.c.
-3.14 gage staples a 16 o.c.
-16d common (31/7 x 0.16T)
-3'x 0.131'nals
-3' 14 gage enables
-Bd common (21/2' x 0.131]
-3' x 0.131' mils
-3' 14 gage staples
-16d common (31/2-x 0.162]
-3'x 0.131' nails
- .., ��,�, non la
-3'x 0.131 nails
flan (combination sutfloor-und hfa/ment toJI9/37 to 314-
facenail
7/8'to 1'
1 1/8'to 1 114'
nail panel 3/4'and less
7/8'to 1'
111Tm 1114'
32 Pane siding too remngggj 1/2_ or less
3' x 0.131' nail a 8' o.c Iface "it
3- 14 gage slopes at S o.c.
10. Double top places M(3 MT x 0.1351 at IT o.c.
3' x 0.131' nail et 8' o.c. Typical face roil
3- 14 gaga stapes a 8' o.c.
Double top plates 8- 78d common (3117 x 0.1627
12-Tx 0.131' nails lap sOlice
nals
x 0.131 nags at 6' ox.
pals
16, Continuous header to stud
14-6d common (2 IIT x 0.131')
itoemall
17. C 1ilingjoists. laps wa partitions
3-16d common (3 1/2'x 0.135) minimum. Table 2308.70.4.1
(See Tede 2308.10.4.1)
4-T x 0.131 nails
face nail
4 -3-14 gage shades
18. Ceibngjoists to parall el reftes
3-16d comman (3112'x 0.1W) minimum. Table 2308.10.4.1
(See Trade 2308.10.4.1)
4-3'x 1.131 nails
4 -3' 14 gage staples
face mail
= uo l� o[ x pit
3-Yi, I)MI'nalls toenail
3 -3' 14 gage staples
3' x 0.131 nails
0.131 nails
x 0.131' nails a 24' a.c.
14 gage staples at 2G o.c.
9 common (4' x 0.1921
.3' x 0.131' nals
a top and bottom staggered on
sides
at ends and at each spike
4 -3' x 0.131 pals Iface
,_314 gage staples
nail
27. Jack velar to hip
3 - 1 W common (3-x 0.146)
4 -3' x 0.131 oils
toenail
4 -3' 14 gaga maples
2-1Bd common (31/2-x 0.1b7)
3 -Tic 0.131' ..Is
face nail
13-3' 14 gage staples
28. Roof rater to 2.by edge beam
2-16d coon man (31/7x OAM
3 -3' x 0.131' nails
toenail
3 -3' 14 gage staples
2 -1Bd common (31/2'x 0.167)
13 -3' x 0.131' nails
,face nail
23/8' x 0.113' nml(n)
1314' 16 gagefo}
Bold) or 61
2 3/8' It 0.113' neipj)J
2' 16 gaga
MC)
10df* or 8cgd)
61
8dlc}
6a common nail (7 x 0.113)
No. 16 gage stacleo
No. 11 gage roofing nail(h)
8d common nail (21/7 x 0.1311
A each joint
. Edges end intermediate, 4' o.c. at
went and cladding edge strip #zone 3
to Figure 30.5.1 of ASCE 71
O.C. Edges and Intermediate
) 6-o.c. Edges andintermediate
e. Common or bar no ss ore par to used e<cep[ Mere Ot>) i st. ate
b. Nails spaced at 6 Inches on center a edges, 12 inches at ir4ermedae supports except 6 inches a supports where spans are 48 Inches or more. For nailing of
wood structural pe tel and particleboard 6apfirems and sheer Coals, rater to Section 2305. Nets for Mg sheathing we pemumed to be common, box a casng.
c. Common a deformed shank (6d- 2' x 0.1IT; M- 21/2' x 0.1M ; 1Od-3' x 0.146').
d. Common(6d-2'x0.113`,8d- 21/2' x 0.131`, 10d-Tx 0.148').
e. Defomned shaac (Bd - 2 x 0.113'; Bd- 21/2' x 0.131' 10d- 3' x 0.1481.
I. Corrosion -resistant siding(6d-17/8'x0.106^So-2318'x0.128')orcasing (6d-2'x 0.099'. Bit- 21/7 x 0. 113') nail.
g. Fasteners spaced 3 inches on center at exterior edges and 6 inches on center at Intermediate supports, when used as structural sheathing. Spacing shall be 6
inches oa carter an the edges and 12 inches on center a imelmedae supports for nonstructural sheathing.
h. Corrosion -resistant roofing mails with 7116-ieh-dameter head and 1112-nch length for 1/2-inch sheathing and 1 314-inch length for 2532-inch sheathing.
I. Corrosion -resistant staples with nominal 7/16mch crown or 1/inch croon and 1 1/4-Inch length for 1/2-inch sheathing and 1 1/2-inch length for 25'324nch shenth4
Panel supports at 16 In ches (20 inches 0 strength axis in the long direction ofthe panel, unless otherwise marked).
1. Casing (11/2'x 0.0817) or finish (I Iix 0.0721 naffs spaced at 6 inches on panel edges. 12 inches at intermediate supports.
k. Panel supports 424 inches. Casing a finish nails spaced at 6 inches on panel edges. 12 inches at nlemedate supports.
I. For rod sheahing applications, 8d roils(21/2'x0.113) are the minimum required for wood structural panels.
m. Sleplas shall hire a minimum prove, Worth of7116 inch.
n. For and sheathing applications, inclement awed a inches on camera edges, 8 Inches at intermediate supports.
o. Fasteners speed at 4 inches on center at edges. 8 inches a intermediate supports for sub0oa and wall sheathing and 3 inch as on center at edges. 6 inches
imemedate supports for roof sheathing
P. Fasteners spaced at 4 inches on center at edges, 8 inches A intermedate, supports.
q. See Fastener Alternate Schedule.
r. Fasteners must be installed with asn spacing berween them across attaching member.
Alternate Fastening Schedule
or, roof and well sheathing (to haring) I I 5" horn edge, IT O.C.
Strap & Simpson Strong-Drive®SD Screw Schedule
Father I H5 1 415 1 asrw.e 4• acne; s•• ' Rafter(b)
Porch I A23 I - I 4-SD9115' I 4SDgx1.9' I I Porrlt
TIe4)owrls •SV8-30"Anchor 4,300 - �H.;addj.nly needed m dummum snowni walls.
Headers aver 6'sp ri.
�T[en r INFFYGINEEm GlIC
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William E. Neary, III
SMP-51, SMI-79, ICC 5185040
10649 0.1,0ew Potnte Terrace
Gotha, Florida 34734
Strap & Fastener Schedule fa}
AZ I 585 1 410d11.5" 1 4-10de1.3'
b. Fingertips to stud wal to be etevery connection for 24- o.c. & can be every other for
16' o.c. but is required on toners and studs adjacent to comers.
c. Cnly needed on aluminum &vinyl sheathng walls.
d. Headers over 6-span.
2018-12-20 TOP LINE ENGINEERING APPROVAL PLAN #SS-CI-180-C
CODE INFORMATION
C IDE VERSION ion A17 m nerM A 7.
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caNsmuwON TYPE Y-9
F1aE Paantizi NONE
FIRE suPPBEssoN SMIIEU NONE
OCCUPANCY 5(arAOE
AuoNABU NUMEM of srpwEs 1
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f--- Florida Ucense #64608
Sheet: FBPR-6 OF 6