HomeMy WebLinkAboutBuilding Plans2"x2" GALVANIZED WASHER
WITH Y" NUT
EYES BOLTED TOGETHER
WITH&x2" BOLT & NUT WITH
(2) 2"x2" GALVANIZED WASHERS
(2,000LB SHEAR CAPACITY)
Yz"x 3" (400 LB)
CONCRETE WEDGE ANCHOR
(SEE TABLE 1 FOR SPACING)
Y" THREADED ROD
- OPTIONAL FOR "HIGH SET' 1/2"x5" (400 LB) CONCRETE
WEDGE ANCHOR INTO SLAB
-Y2" COUPLER THRU 2"x4" P.T. BOTTOM PLATE
4" MIN. (SEE TABLE 1 FOR SPACING)
^ �
C NCRETE SLAB BY OTHERS ia_
SIMPSON A-24 THROUGH LOCAL CODES CONCRETE SLAB BY OTHERS
CLIP OR EQUAL AND JURISDICTION THROUGH LOCAL CODES
AND JURISDICTION
SHED WITH SKID
ANCHORED TO CONCRETE
SETUP 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 OF THE GROUND 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, MORE BLOCKS ARE ADDED TO ACHIEVE THE CORRECT
SPACING (SEE TABLE 3).
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 112" HOLE IS DRILLED INTO THE CONCRETE
1-112" OFF THE 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 A'NO FLOOR OPTION, ANCHOR WITH 1/2"X5" WEDGE ANCHOR THRU THE 2"x4" BOTTOM
PLATE.
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TABLE 1
ANCHORING TO CONCRETE
SHED WIDTH
UPLIFT (PLF)
ANCHOR SPAC'G
20'-0"
400
T-6"
13'-8"
280
T-6"
111-8"
240
T-6"
10'-0"
200
T-6"
8'-0"
160
T-6"
6'-0"
120
T-6"
NOTCH OR COUNTERSINK BOLT
THRU 2"x4" BOTTOM PLATE
2"x4" BOTTOM PLATE NAILED
TO 2"x6" P.T. BASE
SHED WITH WO FLOOR' OPTION'
ANCHORED TO CONCRETE
1/2"
OPTIONAL
4"MIN.
EYES BOLTED TC
BOLT & NUT WITH (2
WASHERS (2,000LB
30" EARTH A
(SEE TABLE 4
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) } x4j"
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 2
SKID RUNNER SPACING'
SHED WIDTH
X1
X2
X3
13'-8"
1'-10
1'-104"
T-10}"
111-8"
2'• 8"
6'-4"
-
10'-0"
1'-7"
6'-10"
8'-0'
9"
6-6-
6'-0'
10"
51"
-
VALUES ARE FROM END OF JOIST TO CENTERS OF (2) 4"X4"
NOTES:
1. HOLLOW OR SOLID CONCRETE BLOCKS (8"x8"xl6") MAY BE
STACKED ON PADS FOR HIGH SETS UP TO 48" WITHOUT
REINFORCING.
2. ABS PADS REQUIRED ON 11'-8" AND 13'-0" WIDE SHEDS ONLY.
TABLE 3A
PAD TYPES
TYPE
PAD DIMS
MAX LOAD`
MATERIAL
I
2"x8"X16"
1778 LBS
CONG. BLOCK QUALITY
CEMENT AND SAND MIX
II
4"x8"X16"
3500 LBS
CONC. BLOCK Q07TITT-
CEMENT AND SAND MIX
III
16"X16"
3950 LBS
ABS PLASTIC PADS
IV
8"X8"X16"
1900 LBS
CONC. B CK QUALITY
CEMENT AND SAND MIX
' BASED ON 2000 PSF SOIL BEARING CAPACITY (2000 PSF IS TYPICAL)
NOTES:
1. HOLLOW OR SOLID CONCRETE BLOCKS (8"x8"x16") MAY BE STACKED
ON PADS FOR HIGH SETS UP TO 48" WITHOUT REINFORCING.
2. ABS PADS REQUIRED ON 1 V-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'
1936 LB
1, 11, III, OR IV
1879LB
I, II, III, OR IV
11'-8"
SW/DW
6.001480
0" TO 6"
6'-0"
2558 LB
I, II, III, OR IV
2558LB
I, II, III, OR IV
10'-0"
SW/DW
5.00/400
0" TO 6"
6'-0'
2400 LB
I, II, III, OR IV
2400LB
I, II, III, OR IV
8'-0"
SW I
4.00/320
0" TO 6"
6'-0'
2029 LB
1, II, III, OR IV
2133LB
I, II, III, OR IV
6'-0"
SW
1 3.00/240
1 0" TO 6"
6-0"
1658 LB
I, II, 111, OR IV
1866LB
I, If. III, OR IV
. LOAD WIDTH OF UPLIFT ON RUNNER
NOTES:
1. PAD SPACING IS END TO CENTER OF PAD
2. PADS OTHER THAN END PADS SPACING IS CENTER TO CENTER
3. USE SAME MAXIMUM SPACING FOR INTERIOR SPACING
WASHER
- •'I GRADE
1, 11, III, OR IV PAD WITH
LING AS REQUIRE
"ABLE 3)
CODE INFORMATION
CODE VERSION
FBC, 7THIEDISION '
_(2020 ASCE-79 { °
MANUFACTURER
SUPERIOR SHEDS
BUILDING TYPE
MANUF. SHED
CONSTRUCTION
V-B
CODE VERSION
NONE
FIRE SUPPRESSION SYSTEM
NONE
OCCUPANCY
STORAGE
ALLOWABLE NO. OF STORIES
1
BASIC WIND SPEED
180 MPH (VULT)
EXPOSURE
C
ENCLOSURE
ENCLOSED
INTERNAL PRESSURE CIDER
+/- 0.18
IMPORTANCE FACTOR
1.15
ROOF DEAD LOAD
10 PSF
ROOF LIVE LOAD
20 PSF OR 300LBS
FLOOR DEAD LOAD
8 PSF
FLOOR LIVE LOAD
75 PSF 1125 PSF
"R" RATING (WALL, FLOOR, ROOF)
N/A
MODULES PER BUILDING
1
HURRICANE PROTECTION USAGE
NO
HURRICANE SHELTER USAGE
NO
SQUARE FOOTAGE
LESS THAN 720 S.F.
.R t/_._..........................
MODULAR
PLANS DESIGN, CO.
GENERAL NOTES & SPECIFICATIONS FOR AUGER ANCHORS
BUILDING ANCHORS SHALL BE "MOBILE HOME" TYPE HP-1 SINGLE HELIX EYE
AUGER ANCHORS BY HOME PRIDE OF BRISTOL, VA. OR EQUIVALENT. AVERAGE
HOLDING STRENGTH IS NOT LESS THAN 4,725 LBS.
ANCHORING SYSTEM TO GROUND PER LOCAL BUILDING CODE (BY DEALER).
LOCATE ANCHORS PER TABLE 4A OR 4B.
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 A
SHED WIDTH
LW`
UPLIFT (PLF)
END ANCHOR"` M,
13'-B"
7.00
243
0'-0" TO T-0"
1 V-8"
6.00
208
0'-0" TO T-0"
101-0"
5:00
174
0'-0'' TO,TmO'!
8'-0"
4.00
138
0'-0" TO T-0"
6'-0"
3.00
104
0'-0" TO T-0"
TABLE 4B
30' AUGER ANCHOR SPACING - DOUBLE V
SHED WIDTH
LW*
UPLIFT (PLF)
END ANCHOR" MI
20'-0"
10.00
400
1 0'-0" TO 3'-0"
LOAD WIDTH UPLIFT ON RUNNER
LOCATION FROM END WALL OF AUGER ANCHOR
MAXIMUM SPACING BETWEEN ANCHORS
NOTES
1. ANCHOR SPACING IS DESIGNED AS PER ASCE-7
2. ALL MEASUREMENTS ARE CENTER -TO -CENTER
3. THE MINIMUM NUMBER F 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 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.
GENERAL NOTES:
1. FOUNDATION PLANS ARE NOT PART OF THIS
PLAN SET AND ARE GOVERNED BY LOCAL
JURISDICTION.
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.
MODULAR PLANS DESIGN, CO.
202 DORIS DRIVE., SURE 105 OFFICE: 663.688.1054
IAKELAND. FLORIDA FAX: 863.6B8.7118
33813 COLE@MODULARPLANSCO.COM
oReEcp,
r+o. aalw -
% ''•..Rand!•: 011
SS�ONAL EN`��
Digitally signed by
Julio Orbegoso
Date: 2021.02.01
16:42:51-05'00'
GENERALNOTES
2.
3.
4.
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6.
7.
8.
9.
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Foundation plans are not part of this plan set and are governed by local
jurisdiction.
Buildings are approved for residential lawn storage only
This building is exempt from the FECC per sections R101.4.2.4, R402.1.
Refer to tie down details for proper installation requirements to meet code.
All lumber for construction will be #2 SYP except as noted.
Gutters shall be site installed per the local authority having Jurisdiction and
permitting requirements.
All windows and doors to meet the minimum specifications per the
approved
plans and the Florida Building Code.
In accordance with FBC 1609.1.2, "Storage sheds that are not designed for
human habitation and that have a floor area of 720 square feet or less are
not required to comply with the mandatory windborne debris impact
standards of this code".
In accordance with FBC 1010.1.1, exception (10.) Buildings that are 400
sq-ft or less and that are intended for use in conjunction with one- and
two-family residences are not subject to the door height and width
requirements of this code. Structures 400 sq-ft or more shall have an 80"
minimum door.
In accordance with Florida Statute 553.80 (1)d, lawn storage buildings and
storage sheds bearing the insignia of approval of the department are not
subject to 553.842 (Florida product approvals) but shall meet the design
wind load requirements of the 2020 FBC 7th edition.
Flat metal straps can be bent around structural members of wall studs,
trusses, chords, etc. To help secure these members, provided that the
added bend does not interfere with any of the existing breaks/bends in
the strap.
As per FBC section 1626.1 exception (f): storage sheds that are not
designed for human habitation and that have a floor area of less than 720
square feet or less are not required to comply with the mandatory
windborne debris impact standards of this code.
Components/Cladding are in compliance with the 2020 FBC 71h Edition.
Sheds located in flood hazard areas must comply with the local flood zone
regulations.
If a wall is framed for future HVAC units that shall be approved by the AHJ
and shall comply with local requirements for permitting.
Windows and doors installed by the customer that shall be approved by
the AHJ and shall comply with local requirements for permitting.
HVHZ components for sheds require that installation per manufacturer's
instructions.
__+ TOP LAVE ENGINEERING
._LLC
)1:, sTRUI-TURAL ENGINEERS
William E. Neary, III
SMP-51, SMI-79, ICC 5185040
10649 Oakview Pointe Terrace
Gotha, Florida 34734
2323 S. VOLUSIA AVENUE
ORANGE CITY, FLORIDA 32763
(877) 439-7433
LISTING AGENCY APPROVAL: TOP LINE ENGINEERING, LLC.
BUILDING CODE
FBC, 7TH EDITION (2020)
RESIDENTIAL CODE
FRBC, 7TH EDITION (2020)
ELECTRICAL CODE
2017 NATIONAL ELECTRICAL CODE
BUILDING TYPE
RESIDENTIAL LAWN STORAGE SHED
MANUFACTURER
SUPERIOR SHEDS, LLC
AGENCY
TOP LINE ENGINEERING, LLC
AGENCY PLAN NUMBER
BUNG-20-HVHZ
CONSTRUCTION TYPE
V-B
FIRE PROTECTION
NO
FIRE SUPPRESSION SYSTEM
NO
OCCUPANCY
UTILITY
ALLOWABLE # OF STORIES
1
WIND VELOCITY
170 MPH, EXPOSURE C
FIRE RATING OF EXTERIOR WALLS
0
FLOOR LIVE LOAD - STANDARD
75 PSF
FLOOR LIVE LOAD - OPTIONAL
125 PSF
FLOOR DEAD LOAD
10 PSF
ROOF LIVE LOAD
30 PSF
ROOF DEAD LOAD
10 PSF
"R" RATING OF FLOOR, WALL,&ROOF
N/A
MODULES PER BUILDING
1
SQUARE FOOTAGE .
719 SQ/FT. MAX.
HURRICANE PROTECTION USAGE
NO
HURRICANE SHELTER USAGE
NO
HVHZ APPROVED
YES
TOP LINE ENGINEERING, LLC
DESIGN PRESSURES
DOORS (by EAGAN)
+/-20 PSF
WINDOWS (by CROFT)
+/- 40.10 PSF
D/P INFO PROVIDED BY MANUFACTURER
* 'Please note,, ..Any guesfions iegardiing iocat,Aertm#fin hotild be directed to the Mcnufccturer: signed
Digitally
9 s oReF si ned b Julio
The M9anufadturer's contactfnformofion can be.found in the title block ,of the plans. .'.o...•• .. c '9 Y
Jam,:�c6NSE:°,y,'s
Orbegoso I
No. 38769 I`
* * = Date: APPROVED FOR HVHZ ° WAIT �� 15:09: 6 -
��.SS-oNA� ��.�� 15:09:36 .MODULAR
-05'00'
PLANS DESIGN, Co.
STRUCTURAL LOAD LIMITATIONS
WIND LOAD CRITERIA
1. 132 Vasd/170 Vult WIND SPEED (MPH)
2. 1 RISK CATEGORY
3. II BUILDING CATEGORY
4. ENCLOSED ENCLOSURE CLASSIFICATION
5. GCpI = 0.18 INTERNAL PRESSURE COEFFICIENT
5. C EXPOSURE FACTOR
6. 0.85 WIND DIRECTIONALITY FACTOR (Kd)
7. 0.85 GUST RESPONSE FACTOR (Gh)
8. Pr = -93.0 PSF MAIN FRAME STRUCTURE
OVERTURNING LOAD
9. COMPONENT & CLADDING LOAD
(ROOF)
Pr = ZONE 1: -35.63 PSF, ZONE 2: -35.63 PSF, ZONE 3: -65.26 PSF
(WALL)
PW = ZONE 4: -39.14 PSF, ZONE 5: -46.89 PSF
10. THIS BUILDING IS NOT DESIGNED FOR PLACEMENT ON THE
UPPER HALF OF A HILL OR ESCARPMENT EXCEEDING 15 FEET
IN HEIGHT.
SEISMIC LOAD: N/A
FLOOD LOAD:
THIS BUILDING IS NOT DESIGNED TO BE SUBMERGED OR
SUBJECTED TO WAVE ACTION WHEN LOCATED IN A FLOOD
PRONE OR ZONE AREA. FINISH FLOOR ELEVATION MUST BE
LOCATED ABOVE THE BUILDING SITE FLOOD PLANE LEVEL.
SHEDS LOCATED IN FLOOD HAZARD AREAS MUST COMPLY WITH
THE LOCAL FLOOD ZONE REGULATIONS.
DRAWING INDEX
C1 COVER SHEET
Al FLOOR PLAN
A SIDEWALL FRAMING
A3 FLOOR FRAMING
A4 ROOF FRAMING
A5 CROSS SECTIONS
A6 ENDWALL FRAMING
A7 SCHEDULES
BUNGALOW SHED - HVHZ
MODULAR PLANS DESIGN, CO.
202 DORIS DRIVE., SUITE 105 OFFICE: 863.688.1060
LAKELAND. FLORIDA FA%: B63.688.7118
33813 COLEa@MODULARPLANSCO.COM
CONSULTING ENGINEER
JULIO ORBEGOSO
FLORIDA
PE LICENSE #38769
gngl-ng-nP fnF5 I INF FN(,INFFRIN(, APPRnVAI PI AN 4 RIJN(-,-HVH7-gn *** HVH7 APPRC)VFF) -
'f
CEILING J-BOX
SINGLE POLE NEUTRAL 15 AMP G.F.I.
SWITCH OUTLET
ELECTRICAL NOTES & OPTIONS:
- AS PER NEX ARTICLE 330.30(B) SECURING OF MC TYPE
CABLE. UNLESS OTHERWISE PROVIDED, CABLES SHALL BE
SECURED AT INTERVALS NOT EXCEEDING 6FT. CABLES
CONTAINING FOUR OR FEWER CONDUCTORS SIZED NO
LARGER THAN 10 AWG SHALL BE SECURED WITHIN 12 IN. OF
EVERY BOX, CABINET, FITTING, OR OTHER CABLE
TERMINATION.
- ALL WIRING SHALL BE 14 GAUGE 3-WIRE MC CABLE.
- ENCASE IN ALL METAL BOXES.
MAXIMUM NO. OF OUTLETS: 7
MAXIMUM NO. OF LIGHTS: 8
ELECTRICAL WIRING DIAGRAM
SCALE: NOT TO SCALE
NOTE:
1. MIN. GRADE STUDS: 2"X4" STUDS TO BE Fb
= 1200 PSI OR GREATER
2. MIN. ROOF SHEATHING: 29GA CORRUGATED METAL
3. MIN. FLOOR SHEATHING: %4' PLYWOOD
4. MIN. WALL SHEATHING: D4 ALUMINUM SIDING
NOTE:
23" SECTIONS OF 29GA CORRUGATED METAL SIDING
FASTENED W/ %4' #8 HEX HEAD w/ WASHER SELF
TAPPING SCREWS @ 6" ON EDGE & 12" IN FIELD.
NOTE: SHOWN IS THE 10'-0" x 20'-0"
'E LINE ENGINEERING. LLC
STRUCTURAL ENGINEERS
William E. Neary, III
SMP-51, SMI-79, ICC 5185040
10649 Oakview Pointe Terrace
Gotha, Florida 34734
Digitally signed
Jam,• ' LICENSE ' . CP �� by Julio
No. 38769 _ Orbegoso
�= Date:
��0 STATE OF lv��
ZORIOp'.•'•G 2021 .02.07
15:10:26-05'00'
SHED OVERALL LENGTH (MAX. 40'-0")
FLOOR PLAN
SCALE: 3/8"= V-0"
NOTE:
SHEDS TO HAVE A MAXIMUM
• OF 5 DOORS AND 10 WINDOWS
CONSULTING ENGINEER
JULIO ORBEGOSO
FLORIDA
BUNGALOW SHED - HVHZ PE LICENSE #38769
XMODULAR PLANS DESIGN, CO.
MODULAR Z� EOMDDlOE�OpUfTE 105 0FR� � M.,° 4
PLANS DESIGN, CO. M" COLE@MODUTARPLANSCO.COM
9691-ng-nib T0P I INF FNGINEERING APPROVAL PLAN 4 RUNG-HVH7-9n *** HVH7 APPRnVFr)
ENDWALL DOOR & WINDOW
6'-0" WIDE OR LESS
SCALE: NTS
2"X4" SYP#2 STUDS @ 24" O.C.
2"X4"X60" SYP#2 SISTER STL
ATTACHED W/ 10d COMMON
NAILS @ 4" O.C.
Digitally signed
. `O ORBFGO.,
by Julio
No.38769 = Orbegoso
Date:
0 ••.• STATE OF
°Fs'..�ORIDP.•�G\�, 2021.02.09
S/Oryo` 15:10:50-05'00'
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OPTIONAL HYDROVENT DETAIL
SCALE: NTS
3"X6" MITEK MT20
OR EQUIVALENT
4"X4" HEADER DETAIL
SCALE: NTS
JD DETAIL
(6" MITEK MT20
)R EQUIVALENT
"BETWEEN
NT IS SECURED
IS PER
INSTRUCTIONS
ROOF
I L —
TRUSSES'--
—I
—
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N
IJ„ IJ
IJ„IJ
11 INN
SEE '
DETAIL
• O.C.
L 4"X4" P.T. SKID (CONT.) 1 HED LENGTH (MAX. 40
ALL STUDS SECURED TO SOLE PLATE
AND FLOOR FRAMING W/ SIMPSON
LTS16 STRAP w/ 5 -10d NAILS
ON.TOP INTO STUD, SECURING
INTO RIM JOIST ON BOTTOM A SIDEWALL FRAMING
W/ 5-10d NAILS (TYPICAL) SCALE: 3/B' =1-T
NOTE:
WALL FRAMING MEMBERS ARE CONTINUOUS FROM .
FOUNDATION SILL TO ROOF AND SECURED TO ENSURE A
CONTINUOUS LOAD -PATH: WHERE WALL -MEMBERS ARE - -
1 NOT CONTINUOUS, SHEET METAL CLAMPS, TIES, OR CLIPS
SHALL BE FORMED OF GALVANIZED STEEL OF NOT LESS
THAN 0.040" NOMINAL THICKNESS.
\ BUNGALOW SHED - HVHZ
WOOD
SUPS
ORO B4FILLEROR(1)4"x4"
2323 S. VOLUSIA
2"X4" SYP#2�
KING STUD
-_
SIDEWALL DOOR & WINDOW (TY I
SCALE: NTS
MODULAR
PLANS DESIGN, CO.
MODULAR PLANS DESIGN, CO.
202 DORIS DRIVE.. SUITE 105 OFFICE:663.66B.1D54
IAKELA ND, FLORIDA FAX. 863.666.7118
33813 COLE@MODULARPLANSCO.COM
— ENDWALL
SIMPSON LTS12 @ ALL TRUSS
_TO HEADER CONNECTIONS.
USE MIN (5) 10d NAIL INTO
TRUSS & (5) 10d NAILS INTO
HEADER.
t 70 l.I NF. ENGINGEPJNG._G.0
I —�� STRUCrURhI. F.`1GINEERS
I William E. Near), III
l SMP-51, SIVII-79, ICC 53.85040
I 10649 Cakview Pointe Terrace
I Gotha, Florida 34734
2"X4" SYP#2 SOLE PLATE
2"X6" SYP#2 PERIMETER
WALL SHEATHING OPTIONS:
- %s' OSB OR SHEATHING EQUIV. OR BETTER
- CORRUGATED ALUMINUM
- D4ALUMINUM SIDING
-Y2" OR %" T1-11 SIDING
- JAMES HARDIE PANEL OR EQUIV.
- JAMES HARDIE HORIZ. SIDNG LAP OR EQUIV.
- 29 GA CORRUGATED STEEL METAL SIDING
(RUN ANY DIRECTION)
- THERMO-PLY BLUE. (0.135 THICK)
W/ VINYL SIDING
CONSULTING ENGINEER
JULIO ORBEGOSO
FLORIDA
PE LICENSE #38769
gng1-ng-nR TC)P I INF FNC'INFF-RINC', APPROVAL PLAN 4 RIIHVH7 APPROVFF)
1
SKID RUNNER SPACING*
WIDTHS
6'-0"
8'-0"
10'-0"
1 V-8"
13'-8"
A
0'-101,
0'-9"
1'-7"
2'-8"
V-10.5"
B
5111
6'-6"
6'-10"
6'-41'
*VALUES ARE FROM END OF JOIST TO CENTERS OF
(2) 4"X4" SKIDS ONLY. 13'-8" WIDE SHEDS HAVE (4)
SKIDS.
TOP LINE EATGINEERING, LLC
' -" "�� STRUCTURAL ENGINEERS
William E. Neary, III
SNIP-51, SMI-79, ICC 5185040
10649 Oakview Pointe Terrace
Gotha, Florida 34734
3
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SHED OVERALL LENGTH (MAX. 40'-0")
BLOCKPULLING
■
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• •-
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& SPACING
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FOR
P.T.
• • -
QUANTITY
SKIDS ATTACHED
EQUIV.2
2"X6" PERIMETER RAIL
FLOOR FRAMING PLAN
FLOOR SHEATHING:
SCALE:318"= 1'-0"
- %" PLYWOOD
- %4' P.T. PLYWOOD
- ;' T&G
FLOOR SHEATHING 2-1/2" X 1/2"
THRU-BOLT
����`��������i� Digitally signed
-i P.T.T&G
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IEAVYANGLE 2"x6" CONTINUOUS
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No. 38769
�* * Orbegoso
_ P.T. FLOOR JOIST -
. 4 Date:
CONSULTING ENGINEER
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JULIO ORBEGOSO
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DATE: 02-05-2021 i
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SUPERIOR SHEDS
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THRU-BOLT
(877) 439-7433
DRAWN: R.L.G.
2323 S. VOLUSIA AVE. ORANGE CITY, FL 32763
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FLOOR JOIST TO SKID CONNECTION
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STRUCTURAL ENGINEERS
William E. Neary, III
SMP-51, SIVII-79, ICC 5185040
10649 Oakview Pointe Terrace
Gotha, Florida 34734
I — —Af MA Al I IRAIKII IRA or%r%r_iw[n
SHED LENGTH (MAX. 40'-0")
ROOF FRAMING PLAN
SCALE: 318" = 1'-0"
\\\\1111111/,
Digitally signed
by Julio
No.38769
Orbegoso
° STATE OF �(/Date: 2021.02.09
15:11:26-05'00'
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CONSULTING ENGINEER
JULIO ORBEGOSO
FLORIDA
BUNGALOW SHE - HVHZ PE LICENSE #38769
MODULAR PLANS DESIGN, CO.
MODULAR ZIA�KE�IAP�DOFLRORDAURE,05 0MMO :,04
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2"X4" SYP#2 COLLAR TIE
2"X5" MITEK MT20
OR EQUIVALENT
2"X4" SYP #2 STUDS
@ 24" O.C.
2"X4" SYP#2 BLOCKING
4"X4" P.T. SKID (CONT.)
FLOOR DECKING (CONT.)
FLOOR JOISTS @ 16" O.C.
SHED WIDTH
(6'-0", 8'-0", 10'-0", 11'-8", 13'-8")
A CROSS SECTION 'A'
A5 SCALE: 318" = 1'-0"
NOTE:
2"X4" STUDS TO BE Fb = 1200 PSI OR GREATER
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 CLIPS
SHALL BE FORMED OF GALVANIZED STEEL OF NOT LESS
THAN 0.040" NOMINAL THICKNESS.
2"X4" ROOF TRUSSES
@ 24" O.C.
2"X4" SOLE PLATE
2"X6" PERIMETER
SISTER STUDS FOR 4'-0"
,,FROM ENDWALL (TYP),,
SISTER STUDS FOR 4'-0"
TYPICAL STUD SPACING 24" O.C. MAX ,,FROM ENDWALL (TYP),
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LSTA12 STRAP w/ 5 -10d NAILS
ON TOP INTO STUD, SECURING
INTO RIM JOIST ON BOTTOM
W/ 5-10d NAILS (TYPICAL)
wLTOP LINE ENGINEERING,'
�, STRUCTURAL ENGINEERS
William E. Neary, III
SMP-51, SMI-79, ICC 5185040
10649 Oakview Pointe Terrace
Gotha, Florida 34734
WALL SHEATHING OPTIONS:
- Y16- OSB OR SHEATHING EQUIV. OR BETTER
- CORRUGATED ALUMINUM
B CROSS SECTION 'B' - D4 ALUMINUM SIDING
A5 SCALE: 3/8"=r-0"-Y2'OR%"T1-11 SIDING
- JAMES HARDIE PANEL OR EQUIV.
- JAMES HARDIE HORIZ. SIDNG LAP OR EQUIV.
- 29 GA CORRUGATED STEEL METAL SIDING
(RUN ANY DIRECTION)
- THERMO-PLY BLUE (0.135 THICK)
W/ VINYL SIDING
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202 DORIS DRIVE.. SUITE IDS OFFICE 8635H 1054
LAKEIAND. FLORIDA FAX:863.688.7118
33813 COLEQMODULARPLANSCO.COM
— ENDWALL
SIMPSON LTS12 @ ALL TRUSS
—TO HEADER CONNECTIONS.
USE MIN (5) 10d NAIL INTO
TRUSS & (5) 10d NAILS INTO
HEADER.
2"X4" SOLE PLATE
2"X6" PERIMETER
No. 38769
i�Q�•,• STATE OF
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SS /Ui NALIII "?
Digitally signed by
Julio Orbegoso
Date: 2021.02.09
15:11:50-05'00'
CONSULTING ENGINEER
JULIO ORBEGOSO
FLORIDA
PE LICENSE #38769
2021-n?-nR TOP LINE FN(-,INFFRING APPROVAI PLAN 4 Rl1NC-.-HVH7-qn *** HVH7 APPRC)VF-n
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MIN. 3:12
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SHED WIDTH
(6'-0", 8'-0", 10'-0", 11'-8", 13'-8")
4"X4" P.T. SKIDS ATTACHED W/
SIMPSON H24 OR EQUIVALENT.
SEE TABLE 2 FOR SPACING.
2"X5" MITEK MT20
OR EQUIVALENT
A ENDWALL FRAMING
A6 SCALE: 3l8" = T-0"
TOP LINE ENGINEERING, LLC
STRUCTURAL ENGINEERS
William E. Neary, III
SMP-51, SMI-79, ICC 5185040
10649 Oakview Pointe Terrace
Gotha, Florida 34734
SHED WIDTH
(6'-0", 8'-0', 10'-0", 11'-8", 13'-8")
B ENDWALL FRAMING
A6 SCALE: 318" = 1'-0"
Digitally
11111111/!/
\o oRsFsigned by Julio
_XCENSF
0 ; Orbegoso
No. 38769
* _ Date:
0 STATE OF 2021• 02.0 J ^•
"tORID �- N
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-05'00'
"ROOF TRUSSES
@ 24" O.C.
(4" SYP #2 STUDS
@ 24" O.C.
SYP#2 BLOCKING
2"X4" SYP#2
SOLE PLATE
(6" PERIMETER
MIN. 3:12
MAX. 8:12
2"X5" MITEK MT20
OR EQUIVALENT
(2) 2"X4"
HEADER
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MAX 36"
SHED WIDTH
(,6'-0', 8'-0", 10'-0", 11'-8", 13'-8")
4"X4" P.T. SKIDS ATTACHED W/
SIMPSON H24 OR EQUIVALENT.
SEE TABLE 2 FOR SPACING.
B ENDWALL FRAMING__
A6 SCALE: 318" = 1'-0"
CONSULTING ENGINEER
JULIO ORBEGOSO
FLORIDA
BUNGALOW SHED - HVHZ PE LICENSE #38769
MODULAR PLANS DESIGN, CO.
MODULAR Z, o RE,05 OFFF� M .;°
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PLANS DESIGN, CO. 33873 COLEQMODULARPUWSCO.COM
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SIMPSON STRONG DRIVE & STRAP - SD SCREW SCHDEULE
RAFTER
PARTIUDESC.
UPLIFT
WALL FASTENER
RAFTER FASTENER
PLATE FASTENER
H1
435
6-SD9xl.5•
4-SD9z1.5'
H11Z
750
6-SD10x2.5"
6-SD1Dx2.5"
H2A
495
5-SD9x1.5'
5-SDDx1.5'
2-SD9x1.5"
H2.5A
540
5-SD9xl.5'
5-SD9x1.5'
H2.5
410
5-SD9x1.5"
5-SD9x1.5'
H2.5T
545
5-SD9z1.5"
5-SD9z1.5*
HZA
495
7-SD9xl.5'
5-SD9xl.5•
H3
320
4-SD9xl.5'
4-SD9xl.5•
H4
280
4-SD9xl.5'
4-SD9xl.5'
HS
415
4-SD9xl.5'
4-SD9xl.5'
LTS-12
895
6-SD9x1.5"
6-SD9xl.5'
LTS-16
1075
6-SD9x1.5'
6-SD9x1.5"
LTS-18
1235
6-SD9xl.5"
6-SD9xl.5"
LTS-20
1215
6-SD9x1.5'
6-SD9z1.S'
MTS-12
895
7-SD9x1.5"
7-SD9xl.5'
MTS-16
1075
7-SD9xl.5'
7-SD9x1.5'
MTS-18
1255
7-SD9xl.5'
7-SD90L"
MTS-20
1255
7-SD9xl.5'
7-SD9xl.5"
PART#1DESC.
UPLIFT
COLUMN FASTENER
RAFTER FASTENER
A21
2-SD9z1.5'
2-SD9xl.S'
PORCH
A23
4-SD9x1.5'
4-SD9x1,5'
A33
4-SD9x1.5'
4-SD9xl.S•
BTM PLATE
PART!#DESC.
UPLIFT
WALL FASTENER
FLOOR FASTENER
LSTA-18
1235
7 - SD9x1.5'
7 - SD9x1.57
TIE -DOWNS
PART#lDESC.
UPLIFT
WALL FASTENER
FLOOR FASTENER
20GA 1-1l4• WIDE
4725
7-SD9z1.5'
518'x30•ANCHOR
4300
A, ONLY NEEDED ON ALUMINUM SHEATHING WALLS.
B. HEADERS OVER V SPAN.
STRAP & FASTENER SCHEDULE'
PARTM(DESC.
UPLIFT
WALL FASTENER
RAFTER FASTENER
PLATE FASTENER
H1
400
63dxl/5'
4-8d
H11Z
750
6-16dx2.5"
6-16dx2.5'
H2A
495
53dx1.5'
5-0dxl.5'
2-8dz1.5'
H2.5A
535
-
53d
53tl
H2.5
410
53d
53d
RAFTER (B)
H2ST
545
5-8d
5-8d
-
H2A
495
7-8dxl.5"
5-8&1.5"
H3
320
43d
43d
-
H4
235
43d
4-8d
H5
265
43d
4-8d
LTS-12
620
6.1 Odxl.5'
6-10dx1S
LTS-16
620
6-10dx1.5'
6-10dx1S'
LTS-18
620
6-10dx1S'
6-10dxl.5'
LTS-20
620
6-10dx1.5'
6-10dx1.5'
MTS-12
860
7-10dx1S'
7-10dx1.5'
MTS-16
860
7-10dxl.5"
7-10dxl.5'
MTS-18
860
7-10dx1.5'
7-10dxl.5'
MTS-20
860
7-!Odx1S'
7-10dx1S•
PORCH
PART/#DESC.
UPLIFT
COLUMN FASTENER
RAFTER FASTENER
A21
245
2-10dxl.5'
2-1Ddx1.5'
A23
585
4-10dxl.5'
4-1Ddx1.56
A33
750
4-10d
4-10d
BTM PLATE
PART#/DESC.
UPLIFT
WALL FASTENER
FLOOR FASTENER
LSTA-18
1110
7-10d
7-10d
HEADER(D)
PART#IDESC.
UPLIFT
STUD FASTENER
HEADER FASTENER
TP-35
MIR
53"x0.131'
T3'0.131•
HP40,41,80,81
4725
53'x0.131'
63'x0.131'
TIE -DOWNS
PARTWDESC.
UPLIFT
WALL FASTENER
FLOOR FASTENER
20GAL 1-114' WIDE
4725
7-10dx1.5•
5/8'x30"ANCHOR
4300
-
- -
' ALL STRAPS CAN BE SUBSTITUTED WITH AN EQUIVALENT BRAND MEETING SAME STRENGTHS.
B. RAFTER TES TO STUD WALL TO BE AT EVERY CONNECTION FOR 24' O.C. & CAN EVERY OTHER
FOR 16" O.C. BUT IS REQUIRED ON CORNERS AND STUDS ADJACENT TO CORNERS.
C. ONLY NEEDED ON ALUMINUM & VINYL SHEATHING WALLS.
D. HEADERS OVER 6'-0' SPAN.
PRODUCT OPTIONS
PRODUCT CAT.
SUB. CATEGORY
MANUFACTURER
STATE OF FL APPROVAL#:PANEL
WALLS
SIDING
JAMES HARDIE
FL#: 13223.1
PANEL WALLS
SIDING
JAMES HARDIE
nMODEL/DESC.
FL#'. 132232
PANEL WALLS
SIDING
ADVANCED ALUM.
FLO: 23138.1
PANEL WALLS
SIDING
PLY GEMFL#:-
PANEL WALLS
SIDING
ADVANCED ALUM.
X
FLlk 31737.1
PANEL WALLS
SIDING
SIMPSON LUMBER
X
FL}k.-
EXTERIOR DOORS
SWINGING EXT
EAGAN
EIHDL
FL#: 12820-R3
EXTERIOR DOORS
SWINGING EXT
CROFT
2009-UFTE
FL#. -
WINDOWS
SINGLE HUNG
CROFT
VERT SLIDER
FL#: 10851R5
WINDOWS
SINGLE HUNG
CROFT
VERT SLIDER
FL#: 15527-R5
WINDOWS
SINGLE HUNG
CROFT
I VERT SLIDER
FL#: 16082-113
WINDOWS
SINGLE HUNG
CROFT
VERT SLIDER
FLIk 16153-Rl
WINDOWS
HORIZ. SLIDER
CROFT
HORIZ. SLIDER
FL#: 27202
WINDOWS
HORIZ. SLIDER
CROFT
HORLZ. SLIDER
FLfk. 28M
WINDOWS
HORIZ SLIDER
CROFT
HORIZ_SLIDER
FL#. 30648
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Digitally signed by
Julio Orbegoso
Date: 2021.02.09
15:13:28-05'00'
FASTENING SCHEDULE
(FBC TABLE 23D4.10.1) ,
CONNECTION
FASTENING
CONNECTION
24. BUILT-UP GIRDER AND BEAMS
20d COMMON (4- X 0.192") AT 32' O.C.
3' X 0.131 NAILS AT 24' O.C.
FACE NAIL AT TOP AND BOTTOM
STAGGERED ON OPPOSITE
1. JOIST TO SILL OR GIRDER
3 -Bd COMMON (2 112-X 0.131-)
TOENAIL
3 - 3' 14 GAUGE STAPLES
3' 14 GAUGE STAPLES AT 24" O.C.
2 - 20d COMMON (4-X 0.192-)
SIDES
2. BRINGING TO JOIST
2 - Bd COMMON (2 12-X 0.131-)
TOENAIL EACH ND
2 - Bd COMMON (2 112- X 0.131')
3 - 3" X 0.131' NAILS
FACE NAIL AT ENDS AND AT
2 - 3' 14 GAUGE STAPLES
3 - 3' 14 GAUGE STAPLES
EACH SPLICE
3. 1'x6' SUBFLOOR OR LESS TO EACH JOIST
2-8d COMMON (2 12-X 0.131-)
FACE NAIL
25.2" PLANKS
16d COMMON (3 112" X 0.162-)
AT EACH BEARING
4. WIDER THAN 1'x6" SUBFLOOR TO EACH JOIST
3 -8d COMMON (2 12-X 0.131-)
FACE NAIL
26. COLLAR TIE TO RAFTER
3-10d COMMON (3" X 0.1481 MIN.
4- 3' X 0.131• NAILS
4 - 3" 14 GAUGE STAPLES
FACE NAIL
5.2' SUBFLOOR TO JOIST OR GIRDER
2- 16d COMMON (3 12-X 0.162-)
BLIND AND FACE NAIL
6. SOLE PLATE TO JOIST OR BLOCKING
16d (3 11T X 0.135-) AT 16- O.C.
TYPICAL FACE NAIL
3' X 0.131 NAILS AT W O.C.
3' 14 GAUGE STAPLES AT 12" O.C.
27. JACK RAFTER TO HIP
3 - 1 Od COMMON (3- X 0.148-)
TOE NAIL
4 - 3° X 0.131 NAILS
SOLE PLATE TO JOIST AT BLOCKING AT
3 -16d COMMON (3 1/2' X 0.135-) AT 16" O.C.
4 - 3' 14 GAUGE STAPLES
BRACED WALL PANEL
4 - 3• X 0.131" NAILS AT 16" O.C.
BRACED WALL PANEL
2 -16d COMMON (3112-X 0.16P)
4 - 3" 14 GAUGE STAPLES AT 16- O.C.
3 - 3" X 0.131' NAILS
3 - 3" 14 GAUGE STAPLES
FACE NAIL
7. TOP PLATE TO STUD
2 -16d COMMON (3 112' X 0.162')
END NAIL
3-3 ' X 0.131' NAILS
28. ROOF RAFTER TO 2-BY RIDGE BEAM
2 -16d COMMON IS 1/2" X OAM
TOE NAIL
3 - 3. 14 GAUGE STAPLES
3 - 3• X 0.131 NAILS
3 - 3" 14 GAUGE STAPLES
8. STUD TO SOLE PLATE
4 - Ed COMMON (21/2' X 0.131-)
TOE NAIL
LS
4-3:14
3 - 3' 14 GAUGE STAPLES
GAUGE STAPLES
2-16d COMMON 3112-X 0.162")
3- 3' X 0.131' NAILS
FACE NAIL
2 -16d COMMON IS 1/2- X 0.162-)
3 - 3" 14 GAUGE STAPLES
3 - 3' X 0.131' NAILS
3-3'14 GAUGE STAPLES
END NAIL
29. JOIST TO BAND JOIST
3 -16d COMMON 3 12" X 0.135 j
FACE NAIL
4-3"X 0.131- MAILS
4-3 ' 14 GAUGE STAPLES
9. DOUBLE STUDS
16d (3 112- X 0.135') AT 24. O.C.
FACE NAIL
3" X 0.131 NAILS AT W O.C.
3' 14 GAUGE STAPLES AT B' O.C.
30. LEDGER STRIP
3-16d COMMON (3 112' X 0.162')
FACE NAIL AT EACH JOINT
4 - 3' X 0.131' NAILS
4 - 3' 14 GAUGE STAPLES
10. DOUBLE TOP PLATES
16d (3 112" X 0.135') AT 16" O.C.
TYPICAL FACE NAIL
3" X 0.131 NAILS AT 8" O.C.
3' 14 GAUGE STAPLES AT 6' O.C.
31. WOOD STRUCTURAL PANELS AND
11Y AND LESS 6d C
PARTICLEBOARD (B) SUBFLOOR, ROOF AND
2 3f8'XD 113- NAIL (N)
DOUBLE TOP PLATES
8-16d COMMON (3112-X 0.135-) AT 16. O.C.
LAP SPLICE
WALL SHEATHING (TO FRAMING)
1 314.16 GAUGE(0)
12-3' X0.131'NAILSAT1&'O.C.
19/32'TO 3!4' Bd(D)OR 6d (E)
12 - 3" 14 GAUGE STAPLES AT 16' O.C.
SINGLE FLOOR (COMBINATION SUBFLOOR-
2 318-X0.113' NAIL(
2" 16 GAUGE (P)
6' O.C. EDGES AND INTERMEDIATE,
4" O.C. AT COMPONENTAND
11. BLOCKING BETWEEN JOISTS OR RAFTERS
3 - Sd COMMON (2112" X 0.131')
TOENAIL
TO TOP PLATE
3-3 ' X 0.131' NAILS
UNDERLAYMNT TO 19/32" TO 314" FRAMING
CLADDING EDGE STRIP # ZONE 3
3 - 3' 14 GAUGE STAPLES
1/fr BTTO 1 1/4' 10d((D) OR 8d(D)
314-AND LESS 6tl(C))
(REFER TO FIG. 30.51 OF ASCE 7)
12. RIM JOIST TO TOP PLATE
8d COMMON (2112-X 0.131-) AT 6" O.C.
TOENAIL
3' X 0.131' NAILS AT 6"O.C.
7I8' TO 1" Ed
3' 14 GAUGE STAPLES AT 6' O.C.
1 1/8' TO 1 1/4' 10d(D) OR 8d(D)
13. TOP PLATES, LAPS AND INTERSECTIONS
2 - 16d COMMON (3 112" X 0.162-)
LS
FACE NAIL
32 PANEL SIDING (f0 FRAMING) (Q)
112' OR LESS 6tl
3-3' 40GAUGE STAPLES
11. 8d(F)
14. CONTINUOUS HEADER, TWO PIECES
16tl COMMON 3112' X 0.162-)16'
O.C. ALONG EDGE
33. FIBERBOARD SHEATHING (G,Q)
112' AND LESS NO. 11 GAUGE ROOFING
NAIL(H) 6d COMMON NAIL
(2'xO.113') NO. 16 GAUGE
15. CEILING JOISTS TO PLATE
3- 16d COMMON (310 X DA31-)
TOE NAIL
5 - 3' X 0.131' NAILS
25/32' STAPLE (I) NO. 11 GAUGE
6-O.C. EDGES AND INTERMEDIATE
3 - 3' 14 GAUGE STAPLES
NAIL(H) Ed COMMON NAIL
(2 1/2"x0.131-) NO. 16
GAUGE STAPLE (1)
16. RIM JOIST TO TOP PLATE
4 - 8d COMMON 2 12' X 0.131')
TOE NAIL
17. CEILING JOISTS, LAPS OVER PARTITIONS
3-16d COMMON (3 112" X 0.1357) MIN.
FACE NAIL
34. INTERIOR PANELING
(SEE TABLE 2308.10A.1)
NAILSSTAPLES
3I6' 6d(K)
6'O.C. EDGES AND INTERMEDIATE
4-W 40GAUGE
18. CEILING JOISTS PARALLEL RAFTERS
3 - 16d COMMON (3 112" X 0.135') MIN.
FACE NAIL
A COMMON OR BOX NAILS ARE PERMITTED TO BE USED EXCEPT WHERE OTHERWISE STATED.
B. NAILS SPACED AT 61NCHES ON CENTER ON CENTER AT EDGES. 12 INCHES AT INTERMEDIATE SUPPORTS EXCEPT 6 INCHES AT
.1
(SEE TABLE 2308.10.4.1)
4- 3' X 0.131' NAILS
SUPPORTS WHERE SPANS ARE 48 INCHES OR MORE FOR NAILING OF WOOD STRUCTURAL PAN EL AND PARTICLEBOARD DIAGRAMS
4 - 3' 14 GAUGE STAPLES
AND SHEAR WALLS, REFER TO SECTION 23D5. NAILS FOR WALL SHETHING ARE PERMITTED TO BE COMMON, BOX OR CASING.
D. COMMON (Ed Z'x OR113�8d-21/26x013 10d�3" 0.1481�1.2x0.131'; tOd-3'x0.148').
19. RAFTER TO PLATE
3-3tl COMMON
TOE NAIL
(2112'X0.131'
LS
3 - 3' 43-3 0GAUGE STAPLES
E. DEFORMEDSHANKRESIS?(6d-2'xO.11(3,Bd-2112"x O.131'; 10dl.'x 0.148'. ( 1
F. G. FASTENERS PACEDANT 3 INCHESION CENTER ATEXTERIOREDGES AN 6 INCHES IOFI6CENTER AT INTERMEDIATE SUPPORTS, WHEN
USED AS STRUCTURAL SHEATHING. SPACING SHALL BE 61NCHE5 ON CENTER ON THE EDGES AND 12 INCHES ON CENTER AT
INTERMEDIATE SUPPORTS, WHEN USED FOR NONSTRUCTURAL SHEATHING.
20. 1" DIAGONAL BRACE TO EACH STUD & PLATE
2- Bd COMMON (21/Z"X 0.131-)
FACE NAIL
2 - 3' X D.131' NAILS
H. CORROSION -RESISTANT ROOFING NAILS WITH 7116' DIAMETER HEAD AND 1 112' LENGTH FOR 112' SHEATHING AND 1 3/4• LENGTH FOR
3 - 3' 14 GAUGE STAPLES
SHEATHING.
I. CORROSION -RESISTANT STAPLES WITH NOMINAL 7116' CROWN OR 1" CROWN AND 1 1/4" LENGTH FOR 1/Z' FOR 2532' SHETHING
r PANEL SUPPORTS AT 16" (20- IF STRENGTH AXIS IS THE LONG DIRECTION OF THE PANEL, UNLESS OTHERWISE MARKED).
PANEL SUPPORTS AT 24". CASING
L OR ROOF SHEATHING APPLICATIONSFEddISN MAILS
x SPACED 13') ARAT 6 E THE MINIMUMCHES ON EREQUIRED FOR WOOD STRUCTURALL EDGES 12 INCHES AT INTERMEDIA PANELS.
M. STAPLES SHALL HAVE A MINIMUM CROWN WIDTH OF 7/16%
N. FOR ROOF SHEATHING APPLICATIONS, FASTENERS SPACED AT 41NCHES ON CENTER AT EDGES, 8 INCHES AT INTERMEDIATE
21. 1"XB' SHEATHING TO EACH BEARING
3 - 8d COMMON (2 112- X 0.131-)
FACE NAIL
22. WIDER THAN 1"XB" SHEATHING TO EA.BEARING
3 - Sd COMMON (2 112-X 0.131')
FACE NAIL
23. BUILT-UP CORNER SUDS
t6d COMMON (3 tl2' X 0.162") MIN.
24' O.C.
3• XCOMM NAILS
16" O.C.
SUPPORTS.
3" 14 GAUGE STAPLES
16" O.C.
O. FASTENERS SPACED AT 41NCHES ON CENTER AT EDGES, 81NCHES AT INTERMEDIATE SUPPORTS FOR SUBFLOOR AND SHEATHING
3 INCHES ON CENTER AT EDGES, 61NCHE5 AT INTERMEDIATE SUPPORTS FOR ROOF SHEATHING.
P. FASTENERS SPACED AT 41NCHES ON CENTER AT EDGES, 81NCHES AT INTERMEDIATE SUPPORTS.
Q. SEE FASTENER ALTERNATE SCHEDULE
R. FASTENERS MUST BE INSTALLED WITH EVEN SPACING BETWEEN THEM ACROSS ATTACHING MEMBER.
ALTERNATE FASTENING SCHEDULE
CONNECTION
FASTENING
ALT 3133. WOOD STRUCTURAL PANELS AND PARTICLEBOARD
SUBFLOOR, ROOF AND WALL SHEATHING (TO FRAMING)
I 11T AND LESS
15"
I 2" X 0.092" RING SHANK NAIL
FROM EDGE, TO- O.C.
7 ^_r_TOP LINE ENGINEERING, LLC
STRUCTURAL ENGINEERS
William E. Neary, III
SIVIP-51, SMI-79, ICC 5185040
10649 Oakview Pointe Terrace
Gotha, Florida 34734
sla..
MODULAR
PLANS DESIGN, CO.
CONSULTING ENGINEER
JULIO ORBEGOSO
FLORIDA
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MODULAR PLANS DESIGN, CO.
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LAKELAND. FLORIDA FAX 863.698.7118
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