HomeMy WebLinkAboutCertificationHalsey Beshears, Secretary
August 07, 2019
Alex Martens
Superior Sheds, Inc.
2323 S. Volusia Ave
Orange City, FL 32763
RE: Manufacturer Certification, ID MFT-113; Expiration Date: August 07, 2022
Dear Alex Martens
FL,A Manufactured Building Program
2601 BlairStoneRoad
Tallahassee. Florida 3239M772
Phone.850.487.1824• Fax.850.414.8436
Ron DeSaniis, Govemor
It is my pleasure to inform you that Superior Sheds, Inc., located at 2323 S. Volusia Ave, Orange
City, FL 32763, has been approved under the Manufactured Buildings Program, as provided for
under Chapter 553, Part I, Florida Statutes, to manufacture Storage Sheds, Manufactured
Buildings for installation in Florida.
Construction or modification on a manufactured building cannot begin until the Third Party
Agency has approved the plans in accordance with the current Florida Building Code. Your Third
Party Agency is a contractor for the Department and has statutory authority and responsibilities
that must be met to maintain approved status. You may expect and demand quality plans
review and inspections.
Each Code change will make your plans obsolete until they have been reviewed, approved and
indicated Lon the cover page of the plans] for compliance with the Code by your Third Party
Agency for plans review. Please ensure that your plans are in compliance and are properly
posted on our website. All site -related installation issues are subject to the local authority
having jurisdiction.
The Department's contractor will make unannounced monitoring visits at least once each year.
You must grant complete access to your manufacturing facility and records to remain in
compliance with the rules and regulations of this program.
Your certification is approved for three years from this date. You will receive a renewal notice by
Email generated by the BCIS (www.floridabuilding.org) for online renewal. If you have questions
you may contact Robert Lorenzo at 850-717-1835 or our FAX at 850-414-8436.
Please visit our website at www.floridabuilding.org to see valuable information on the Florida
Manufactured Buildings Program. A copy of this letter must accompany applications for local
building permits.
Sincerely,
Robert Lorenzo
Manufactured Buildings Program
cc:Top Line Engineering, LLC
-j-
�- 2"x2" GALVANIZED WASHER
WITH & NUT
EYES BOLTED TOGETHER
WITH Y"x2" BOLT & NUT WITH
(2) 2"x2" GALVANIZED WASHERS
(2,000LB SHEAR CAPACITY)
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Y"x 3" (400 LB)
CONCRETE WEDGE ANCHOR
(SEE TABLE 1 FOR SPACING)
Yz" THREADED ROD
OPTIONAL FOR "HIGH SET'
1/2"x5" (400 LB) CONCRETE
WEDGE ANCHOR INTO SLAB
-y" COUPLER
THRU 2"x4" P.T. BOTTOM PLATE
CQ
(SEE TABLE 1 FOR SPACING)
.Xl[4"
MIN.
C
NCRETE SLAB BY
OTHERS
ry
SIMPSON A-24 THROUGH LOCAL CODES
CLIP OR EQUAL AND JURISDICTION
CONCRETE SLAB BY OTHERS
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. 112" 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
1-112" 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 WO 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 SPAC'G
20'-0"
400
T-6"
280
T-6"
T3=8-
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'NO FLOOR' OPTION'
ANCHORED TO CONCRETE
4"MIN.
1/2" THREADED ROD
OPTIONAL FOR "HIGH SET"
1/2" COUPLER
1/2"x12" FORGED EYEBOLT
S BOLTED TOGETHER W/ 1/2"x2'
BOLT & NUT WITH (2)2"x2" GALVANIZED
WASHERS (2,000LB SHEAR CAPACITY)
30" EARTH AUGER
(SEE TABLE 4 FOR
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) J"x4}"
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 413).
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"
1'-10
111-8"
2'-8"
6'-4"
-
10'-0"
V-7"
6'-10"
-
6'-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"x16") MAY BE
STACKED ON PADS FOR HIGH SETS UP TO 48" WITHOUT
REINFORCING.
2. ABS PADS REQUIRED ON I V-8" AND 13'-13" WIDE SHEDS ONLY.
SUPPORT FOOTING PAD SPACING FC
SHED DESCRIPTION
P/
SHED WIDTH
TYPE
LW' (PLF)
END PAD 1
13'-B"
SW/DW
4.151332
0" TO 6"
111-8"
SW/DW
6.001480
0" TO 6"
10'-0"
SW/DW
5.00/400
0" TO 6"
8'-0"
SW
4.00/320
0" TO 6"
6'-0'
SW
3.00/240
0" TO 6"
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
TABLE 3A
PAD TYPES
TYPE
PAD DIMS
MAX LOAD`
MATERIAL
I
2"x8"X16"
1778 LBS
CONIC. BLOCK QUT=
CEMENT AND SAND MIX
11
4"x8"X16"
3500 LBS
=. BLOCK QUALITY
CEMENT AND SAND MIX
III
16"X16"
3950 LBS
ABS PLASTIC PADS
IV
1 8-X8-X16" 1
1900 LBS
CO C. OC Q ALI TY
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.
VANIZED WASHER
JUT
f . •-I GRADE
11, III, OR IV PAD WITH
NG AS REQUIRE
IBLE 3)
CODE INFORMATION
CODE VERSION
BC�7TH EDITION 1
JC2p20) ASCE-7-16
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 COEF.
+/- 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 / 125 PSF
"R" RATING (WALL, FLOOR, ROOF)
WA
MODULES PER BUILDING
1
HURRICANE PROTECTION USAGE
NO
HURRICANESHELTER USAGE
NO
SQUARE FOOTAGE
LESS THAN 720 S.F.
SHED STRUCTURE FOR:
SUPERIOR SHEDS
(877) 439-7433
2323 S. VOLUSIA AVE. ORANGE CITY, FL 32763
GENERAL NOTES & SPECIFICATIONS FOR AUGER ANCHORS
1. 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.
2. ANCHORING SYSTEM TO GROUND PER LOCAL BUILDING CODE (BY DEALER).
LOCATE ANCHORS PER TABLE 4A OR 4B.
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 T-0"
10'-0"
171-8
10'-0"
5.00
1� 74
0'-0" TO T-0"
10'-0"
8'-0"
4.00
138
0'-0" TO T-0"
10'-0"
6'-0"
3.00
104
0'-0" TO T-0"
10'-0"
TABLE 4B
30" AUGER ANCHOR SPACING - DOUBLE WIDE
SHED WIDTH
LW'
UPLIFT (PLF)
END ANCHOR"
MAX. INTERIOR SPACING"
20'-0" _
10.00
400
0'4" TO T-0"
1 5'-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 FANCHORS 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.
MODULAR ( o AURE,OS OFFICE-- �:�:1,
18
PLANS DESIGN, CO. 33613 COLS@MODUUIRPLANSCO.COM
lb.38)69 -
'p0 '•. sm�as r ��;
. `SONAL
Digitally signed by
Julio Orbegoso
Date: 2021.02.01
16:42:51-05'00'
JULIO.ORBEGOSW� y
FLORID���`'
rRff L'I,CENS&j 8. 9�`°-
rDA 01-22-2021
N: R.L.G.
SS FOUNDATION
T NO.
GENERAL .NOTES
1. Foundation plans are not part of this plan set and are governed by local
jurisdiction.
2. Buildings are approved for residential lawn storage only
3. This building is exempt from the FECC per sections R101.4.2.4, R402.1.
4. Refer to tie down details for proper installation requirements to meet code.
5. All lumber for construction will be #2 SYP except as noted.
6. Gutters shall be site installed per the local authority having Jurisdiction and
permitting requirements.
7. All windows and doors to meet the minimum specifications per the
approved
plans and the Florida Building Code.
8. 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".
9. 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.
10. 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.
11. 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.
12. 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.
13. Components/Cladding are in compliance with the 2020 FBC 7th Edition.
14. Sheds located in flood hazard areas must comply with the local flood zone
regulations.
15. If a wall is framed for future HVAC units that shall be approved by the AHJ
and shall comply with local requirements for permitting.
16. Windows and doors installed by the customer that shall be approved by
the AHJ and shall comply with local requirements for permitting.
17. HVHZ components for sheds require that installation per manufacturer's
instructions.
rO�
_-TT' TOP LINE ENGINEERING. LLC
j_, STRUCTURAL 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 no e• t , Any guesfrons regartling local permtftrng:shovld be directed to., Aga„nufacfurer.
The Manufacfurer's contactinformaffon can <be found in.the tifle block of'the plans.
APPROVED FOR HVHZ
Digitally
\o ........,, signed by Julio
Orbegoso
No. 38769
* * • * _- Date:
poi•. STATE OF '7v2021.02.09
........... G
'ASS/Oryp� E?. ' 15:09:36
-05,00,
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
io 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
A2 SIDEWALL FRAMING
A3 FLOOR FRAMING
A4 ROOF FRAMING
A5 CROSS SECTIONS
A6 ENDWALL FRAMING
A7 SCHEDULES
BUNGALOW SHED - HVHZ
r MODULAR PLANS DESIGN, CO.
[`l
MODULAR202 DORIS DRIVE, SURE 105 OFMCE:863.688.105a
PLANS DESIGN, CO. IAKEIAND, FLOR DA FAX:86.
33813 COLE(�MODUTARPLgNSCOSCO.COMCOM
CONSULTING ENGINEER
JULIO ORBEGOSO
FLORIDA
PE LICENSE #38769
LUL I-UL-uo I Vr LINt tNuIIVCCKIINu Ar'r'KV V/HL r'LAIN 1=f I5UNQ7-HVHL-LU --- MVf IL AF'l'KVVtU
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CEILING J-BOX
SINGLE POLE NtU I hWL 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"
TOP LINE ENGINEERING, LLC
�' STRUCTURALENGINEERS
William E. Neary, III
SMP-51, SMI-79, ICC 5185040
10649 Oakview Pointe Terrace
Gotha, Florida 34734
III,,/ Digitally -signed
O oReF�0 / by Julio
�. O
N°•38769 = Orbegoso
_
�= Date:
O STATE OF ; !�/�\
s.FGORIDP.•�G\�, 2021.02.09
"/��NAL\x��`'� 15:10:26-05'00'
SHED OVERALL LENGTH (MAX. 40'-0")
FLOOR PLAN
SCALE: 318" = 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
1� MODULAR PLANS DESIGN, CO.
MODULAR L202 DORIS DRIVE_ WELMD, OWDAURE105 OFFICE
3� Ile
PLANS DESIGN, CO. —13 COLE®MODULARPLANSCO.COM
2021-02-08 TOP LINE ENGINEERING APPROVAL PLAN # BUNG-HVHZ-20 *** HVHZ APPROVED
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
`•�J� : '�1DENse' �iTp byJUllo
No.38769 Orbe oso
�,% : gDate:
Q STATE OF [(/`
i�FS'•.ORIDP..�G\�, 2021.02.09
s�NAL 1 15:10:50-05,00,
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OPTIONAL HYDROVENT DETAIL
SCALE: NTS
3"X6" MITEK MT20
OR EQUIVALENT
2"X4" SYP #2 BOTTOM
4"X4" SYP #2 HEADER
2"X4" SYP #2 JACK STUD
2"X4"SYP #2 KING STUD
4"X4" HEADER DETAIL
SCALE: NTS
JD DETAIL
(6" MITEK MT20 _
)R EQUIVALENT
" BETWEEN
NT IS SECURED
IS PER
INSTRUCTIONS
2"X4" SYP#2 ROOF TRUSSES
@ 24" O.C.
VARIES
L SEE HEAE
DETAIL
1111
11_11_iw
4"X4" P.T. SKID (CONT.)
GIMP
M�Mol�
E
2"X4" SYP #2 STUDS
@ 24" O.C.
HED LENGTH (MAX. 40'-0")
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: 318" = r-0"
(2) 2"X4" W/ 1/2" PLYWOOD _
OR OSB FILLER OR (1) 4"x4"
2"X4" SYP#2
KING STUD
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.
SIDEWALL DOOR & WINDOW (TYP) '_4
SCALE: NTS MODULAR.
PLANS DESIGN, CO.
BUNGALOW SHED - HVHZ
MODULAR PLANS DESIGN, CO.
202 DORIS DRIVE, SUITE 105 OFFICE' 863.688.1054
IAKELAND, FLORIDA FAX' 863.688.71 IS
33813 COLEQMODULARPLANSCO.COM
ENDWALL
SIMPSON LTS12 @ ALL TRUSS
_TO HEADER CONNECTIONS.
USE MIN (5) 10d NAIL INTO
TRUSS & (5) 10d NAILS INTO
HEADER.
_TLOEI l SiLine ENGINEE 40 11C
RU."NFAL ENDINE�NS
William E. Neary, III
SMP-51, SMI-79, ICC 5185040
10649 Oakview Pointe Terrace
Gotha, Florida 34734
2"X4" SYP#2 SOLE PLATE
2"X6" SYP#2 PERIMETER
WALL SHEATHING OPTIONS:
- %6" OSB OR SHEATHING EQUIV. OR BETTER
- CORRUGATED ALUMINUM
- D4 ALUMINUM SIDING
-Y" 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
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WIDTHS
6'-0"
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10'-0"
11'-8"
13'-8"
A
0'-10"
0'-9"
V-7"
2'-8"
V-10.5"
B
51"
6'-6"
6'-10"
6'-4"
1'-10.5"
C
-
-
-
-
1'-10.5"
*VALUES ARE FROM END OF JOIST TO CENTERS OF
(2) 4"X4" SKIDS ONLY. 13'-8" WIDE SHEDS HAVE (4)
SKIDS.
`T'�TOP LINE ENTGINEERING, LLC
j, STRUCTURAL ENGINEERS
William E. Neary, III
SNIP-51, SMI-79, ICC 5185040
10649 Oakview Pointe Terrace
Gotha, Florida 34734
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SHED OVERALL LENGTH (MAX. 40'-0")
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SIMPSON HL33 _ No.38769 O$O
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Date:
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- %" P.T. T&G
CONSULTING ENGINEER
JULIO ORBEGOSO
FLORIDA
PE LICENSE #38769
2021-02-08 TOP LINE ENGINEERING APPROVAL PLAN # RI IN(,-HVH7-gn *** HVH7 APPRC)VFF)
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SHEATHING OPTIONS AS PER
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TOP LINE ENGINEERING. L_LG
STRUCTURAL ENGINEERS
William E. Neary, III
SMP-51, SMI-79, ICC 5185040
10649 Oakview Pointe Terrace
Gotha, Florida 34734
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SCALE: 3/8° = 1'-0"
JULIO ORBEGOSO
FLORIDA
BUNGALOW SHED - HVHZ _
PE LICENSE #38769
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Digitally signed
MODULAR STRUCTURE FOR:
DATE: 02-05-2021
Os
SUPERIOR SHEDS
by Julio
(877) 439-7433
DRAWN: R.L.G.
No. 38769
2323 S. VOLUSIA AVE. ORANGE CITY, FL 32763
* * * =
Orbegoso
MODULAR PLANS DESIGN, CO
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JOB: SS20-BU-HVHZ
•
STATE OF
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Date: 2021
-
SHEET NO.
�'CORIDP.
.02.09
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MODULAR 202 OOMS DRIVE., SURE 1- OFFICE—.688.1050
LAKELAND, FLORIDA FA%:863.688.7118
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MAX. 8:12
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.
LN
SHED WIDTH
(6'-0", 8'-0", 10'-0", 1 V-8", 13'-8")
A CROSS SECTION 'A'
A5 SCALE: 3/8" = V-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"
LIFROM ENDWALL (TYP)L
SISTER STUDS FOR 4'-0"
TYPICAL STUD SPACING 24" O.C. MAX ,,FROM ENDWALL (TYP),,
O.C.
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ON TOP INTO STUD, SECURING B
INTO RIM JOIST ON BOTTOM A5
W/ 5-10d NAILS (TYPICAL)
_4 _TOP LINE ENGINEERING,_L_ —
STRUCTURALENGINEERS
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
CROSS SECTION "B' - D4 ALUMINUM SIDING
SCALE: 3/8"=r-0"-Y"OR5/"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
L
.
MODULAR
PLANS DESIGN, CO.
BUNGALOW SHED - HVHZ
MODULAR PLANS DESIGN, CO.
202 DORIS DRIVE., SUITE 105 OFFICE: 663.688.1054
W(ELAND, FLORIDA FAX: 863-688.7718
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
STATEOF
Digitally signed by
Julio Orbegoso
Date: 2021.02.09
15:11:50-05'00'
CONSULTING ENGINEER
JULIO ORBEGOSO
FLORIDA
PE LICENSE #38769
2021-02-08 TOP LINE ENGINEERING APPROVAL PLAN 4 RIJNG-HVH7-2n *** HVH7 APPROVFn
MIN. 3:12
MAX. 8:12
L
#2 STYDS
@ 241 P.C.
G
,TE
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: 3/8" = V-0"
-- TtM TOP LINE ENGINEERING. LLC
"�, STRUCTURAL E�IGIPIEERS
William E. Neary, III
SMP-51, SMI-79, ICC 5185040
10649 Oakview Pointe Terrace
Gotha, Florida 34734
N]
SHED WIDTH
(6'-0", 8'-0", 10'-0", 11-,T, 13'-8")
B ENDWALL FRAMING
A6 SCALE: 3l8" = 1'-0"
Digitally
/
oReFc �/ signed by Julio
� JV,. ��GENSF •. Off,
Orbegoso
No. 38769
* r_ Date:
�O ' STATE OF �(/�� 202 1 .02.0 9
15.12:06
-05'00'
ROOF TRUSSES
@ 24" O.C.
(4" SYP #2 STUDS
@ 24" O.C.
' SYP#2 BLOCKING
2"X4" SYP#2
SOLE PLATE
K6" PERIMETER
MIN. 3:12
MAX. 8:12
2"X5" MITEK MT20
OR EQUIVALENT
(2) 2"X4"
HEADER
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w
Q
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" = r-0"
CONSULTING ENGINEER
JULIO ORBEGOSO
FLORIDA
BUNGALOW SHED - HVHZ PE LICENSE #38769
MODULAR PLANS DESIGN, CO.
°�8638MODULAR F�.
PLANS DESIGN, CO. 3813 COLE6M0
DULARPLANSC0.00M
2021-02-08 TOP LINE ENGINEERING APPROVAL PLAN # RUN(-.-HVH7-gn *** HVH7 APPR(-)VFI)
X
LI
SIMPSON STRONG DRIVE & STRAP - SD SCREW SCHDEULE
RAFTER
PART#/DESC.
UPLIFT
WALL FASTENER
RAFTER FASTENER
PLATE FASTENER
H7
435
6-SD9xl.5•
4-SD9x1.5'
H11Z
750
6-SD10x25'
6-SD10x2.5"
H2A
495
5-SD9z1.5'
S-SD9A.5"
2-SD9x1.5'
H2.5A
540
5-SD9x7.5•
5-SD9xl.5'
H25
410
5-S09xl.5'
5-SD9x1.S
H2.5T
545
5-SD9xl.5'
5-SD9x7.5'
H2A
495
7-SD9xl.5'
5-SD9xl.5'
H3
320
4-SD9xl.5'
4-SD9x7.5'
H4
280
4-SD9xl.5'
4-SD9xl.5'
HS
415
4-SD9xl.5•
4-SD9x1.5'
LTS-12
895
6-SD9xl.5'
6-SD9x1.5'
LTS-16
1075
6-SD9x1.5'
6-SD9x1.5'
LTS-18
1235
6-SD9x1.5'
6-SD9xl.5'
LTS-20
1215
6-SD9xl.5•
6-SD9x1.5'
MTS-12
895
7-SD9x1.5'
7-SD9xl.5"
MTS-16
1075
7-SD9xl.5'
7-SD9x1.5'
MTS48
1255
7-SD9x7.S•
7-SD9xl.5'
MTS-20
1255
7-SD9x1.5'
7-SD9x1.51
PORCH
PARTWDESC.
UPLIFT
COLUMN FASTENER
RAFTER FASTENER
A21
2-SD9x1.5'
2-SD9xl.5'
A23
4 - SD9x1.5'
4 - SD9xl.5"
A33
4-SD9xl.5'
4-SD9xl.S'
BTM PLATE
PART#/DESC.
UPLIFT
WALL FASTENER
FLOOR FASTENER
LSTA-18
1235
7-SD9x1.5'
7-SD9x1.5'
TIE -DOWNS
PART#/DESC.
UPLIFT
WALL FASTENER
FLOOR FASTENER
20GA. 1-114' WIDE
4725
7-SD9xl.5"
5/8'x30' ANCHOR
4300
A ONLY NEEDED ON ALUMINUM SHEATHING WALLS.
B. HEADERS OVER 6 SPAN.
STRAP & FASTENER SCHEDULE'
PART#/DESC.
UPLIFT
WALL FASTENER
RAFTER FASTENER
PLATE FASTENER
H7
400
-
63dx1/5'
43d
H11Z
750
6.16dx2.5'
6-166ZS'
H2A
495
5-8dx1.5"
5-8dxl.5'
2-8dxl.5"
RAFTER (B)WH3
H2.5A
535
-
53tl
5-8d
H2.5
410
Said
53d
H25T
545
53d
5-8d
H2A
495
73dx1.S'
53dx1.50
320
4-8d
43d
235
43d
43d
265
4Ad
4-8d
620
6-10dxl.5-
6-10dx1.5'
620
6-10dx1.5'
6-10dx1S'
620
6-10dx1.5'
6-10dx1S'
620
6-10&1.5'
6-10dx1S'
860
7-10dx1.5'
7-10dx1S'
860
7-10dx1.5'
7-10dx1.5"
MTS-18
860
7-10dx1.5'
7-1 Odxl.5"
MTS-20
860
7-10dx1.5'
7-10dx1S'
PORCH
PART#/DESC,
UPLIFT
COLUMN FASTENER
RAFTER FASTENER
A21
245
2-1Ddx1 S'
2-!Ddxl.5'
A23
585
4-1Ddxl.5•
4-10dx1S'
A33
750
4 m 10d
4 -1 Od
BTM PLATE
PART#/DESC.
UPLIFT
WALL FASTENER
FLOOR FASTENER
LSTA-18
1110
1 7-10d
7-10d
HEADER(D)
PART#/DESC.
UPLIFT
STUD FASTENER
HEADER FASTENER
TP-35
MIR
- 53'z0.131'
63'x0.131•
HP40,41,80,81
4725
S3'4.131'
63'x0.131'
TIE -DOWNS
PART#1DESC.
UPLIFT
WALL FASTENER
FLOOR FASTENER
20GA. 1A/4' WIDE
4725
7-10da1.5'
518'x30'ANCHOR
4300
• ALL STRAPS CAN BE SUBSTITUTED WITH AN EQUIVALENT BRAND MEETING SAME STRENGTHS.
B. RAFTER TIES 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
MODELI DESC.
STATE OF FL APPROVAL #.
PANEL WALLS
SIDING
JAMES HARDIE
5116' CEDAR
FL#: 13223.1
PANEL WALLS
SIDING
JAMES HARDIE
5116' STUCCO
FL7k. 132232
PANEL WALLS
SIDING
ADVANCED ALUM.
0.19 GA
FL#. 23138.1
PANEL WALLS
SIDING
PLY GEM
X
FL#_ -
PANEL WAILS
SIDING
ADVANCED ALUM.
X
FL#'31737.1
PANEL WALLS
SIDING
SIMPSON LUMBER
X
FL#: -
EXTERIOR DOORS
SWINGING EXT
EAGAN
E1HDL
FL# 1282D-R3
EXTERIOR DOORS
SWINGING EXT
CROFT
20091LITE
FL#'. -
WINDOWS
SINGLE HUNG
CROFT
VERT SLIDER
FL# 10853R5
WINDOWS
SINGLE HUNG
CROFT
VERT SLIDER
FL#: 15527-115
WINDOWS
SINGLE HUNG
CROFT
VERT SLIDER
FL#. 16082413
WINDOWS
SINGLE HUNG •
CROFT
VERT SLIDER
FL# 16153-R7
WINDOWS
HORIZ SLIDER
CROFT
HORILSLIDER
FL#. 27202
WINDOWS
HORV-SUDER
CROFT
HORIZ. SLIDER
FL#'.28822
WINDOWS
HORIZ.SUDER
CROFT
HORIZ SLIDER
FL#: 30848
.,,OFC�....
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 -8d 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 - 8d COMMON (2117X 0.131-)
TOENAIL EACH END
2 - Sd 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 (211T 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 1/2' X 0.131•
FACE NAIL
26. COLLAR TIE TO RAFTER
3-10d COMMON (3- X 0.148-) MIN.
4 - W X 0.131• NAILS
4 - 3" 14 GAUGE STAPLES
FACE NAIL
5. 2' SUBFLOOR TO JOIST OR GIRDER
2 -16d COMMON (3 1/2" X 0.162-)
BLIND AND FACE NAIL
6. SOLE PLATE TO JOIST OR BLOCKING
16d (3 1/2" X 0.135') AT 16' O.C.
TYPICAL FACE NAIL
3' X 0.131 NAILS AT B' O.C.
3" 14 GAUGE STAPLES AT 1T O.C.
27. JACK RAFTER TO HIP
3 - 1 Od COMMON (3- X 0.149-)
TOE NAIL
4 - 3' X 0.131 NAILS
SOLE PLATE TO JOIST AT BLOCKING AT
3 -16d COMMON (31/2- X 0.1350 AT 16' O.C.
4 - 3' 14 GAUGE STAPLES
BRACED WALL PANEL
4 - W X 0.131'NAILS AT 16' O.C.
4 - 3' 14 GAUGE STAPLES AT 16' O.C.
BRACED WALL PANEL
2 -16d COMMON 3 112' X 0.162-)
3 - 3' X 0.131' NAILS
3 - 3. 14 GAUGE STAPLES
FACE NAIL
7. TOP PLATE TO STUD
2 - 16d COMMON (3 1l2' X 0.162')
END NAIL
3-3 ' X 0.131' NAILS
28. ROOF RAFTER TO 2-BY RIDGE BEAM
2 -16d COMMON (3 VT X 0.16n
TOENAIL
3 - 3' 14 GAUGE STAPLES
3 - 3' X 0.131 NAILS
3 - 3" 14 GAUGE STAPLES
8. STUD TO SOLE PLATE
4 - 8d COMMON (21lZ' X 0.131')
TOE NAIL
4-3 :14 .131
3 - 3' 14 GAUGE STAPLES
GAUGE STAPLES
2 -16d COMMON 31IT X 0.162')
3 - 3' X 0.131' NAILS
FACE NAIL
2 -16d COMMON (3 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 (3 112' X 0.135)
FACE NAIL
4-3'X0.131'NAILS
4 - 3' 14 GAUGE STAPLES
9. DOUBLE STUDS
16tl (3 112' X 0.135) AT 24' O.C.
FACE NAIL
AT LES AT.
3:1X0.131 GAUGE STAPLES
3' 14 GAUGE STAPLES AT 8" 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 B' O.C.
3' 14 GAUGE STAPLES AT 8' O.C.
31. WOOD STRUCTURAL PANELS AND
VT AND LESS 6tl
_
PARTICLEBOARD (B) SUBFLOOR, ROOF AND
2 3(C,I,Q113' NAIL (N)
DOUBLE TOP PLATES
8- 16d COMMON (3 11T X 0.135) AT 16' O.C.
LAP SPLICE
WALL SHEATHING (TO FRAMING)
1 314' 16 GAUGE(0)
12 - 3' X 0.131" NAILS AT 76" O.C.
12 - 3' 14 GAUGE STAPLES AT 16' O.C.
19/32' TO 314" 8d(D) OR 6d (E)
SINGLE FLOOR (COMBINATION SUBFLOOR-
2 31870.113- NAIL(
2- 16 GAUGE (P)
6' O.C. EDGES AND INTERMEDIATE,
4" D.C. AT COMPONENT AND
11. BLOCKING BETWEEN JOISTS OR RAFTERS
3 - 8tl COMMON (21fT X 0.131')
TOENAIL
TO TOP PLATE
3 - 3' X 0.131" NAILS
UNDERLAYMENT 7019/32' TO 314' FRAMING
718' TO 1' Bd(C)
CLADDING EDGE STRIP # ZONE 3
3 -3' 14 GAUGE STAPLES
1 1/8' TO 1 1/4' 10d(D) OR 8d(D)
6d
314' AND LESS 6d((C))
(REFER TO FIG. 30.5-1 OF ASCE 7)
12- RIM JOIST TO TOP PLATE
8d COMMON (2 112- X 0.131-) AT 6- O.C.
TOENAIL
3' X 0.131' NAILS AT 6.O.C.
718' TO 1'
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 1/2' X 0.1M
FACE NAIL
32 PANEL SIDING (TO FRAMING) (Q)
112' OR LESS 6d (F)
3 - W X 0.131' NAILS
3 - 3' 14 GAUGE STAPLES
518, 8d(F)
14. CONTINUOUS HEADER, TWO PIECES
16d COMMON (3 1/2' X 0.16
16' O.C. ALONG EDGE
33. FIBERBOARD SHEATHING (G.Q)
112' AND LESS NO. 11 GAUGE ROOFING
NAIL(H) 6tl COMMON NAIL
(2'x0.1131 NO. 16 GAUGE
15. CEILING JOISTS TO PLATE
3 -16d COMMON (3 1/2' X 0.131-)
TOE NAIL
5 - 3' X 0.131' NAILS
25/32' STAPLE (1) NO. 11 GAUGE
6-O.C. EDGES AND INTERMEDIATE
3 - 3' 14 GAUGE STAPLES
NAIL(H) 8d COMMON NAIL
(21/2-x0.131-) NO. 16GAUGE STAPLE (I)
16. RIM JOIST TO TOP PLATE
4 - 8d COMMON (2 112- X 0.137•)
TOE NAIL
17. CEILING JOISTS, LAPS OVER PARTITIONS
(SEE TABLE 2308.10A.1)
3 -16d COMMON (3 1/2- X 0.1351 MIN.
FACE NAIL
34. INTERIOR PANELING
1l4' - 4d(J)
4 - 3' X 0.131' NAILS
318' 6d(K)
6"O.C. EDGES AND INTERMEDIATE
4 - 3' 14 GAUGE STAPLES
18. CEILING JOISTS TO 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.
S. NAILS SPACED AT 61NCHES ON CENTER ON CENTER AT EDGES, 12 INCHES AT INTERMEDIATE SUPPORTS EXCEPT 61NCHES AT
(SEE TABLE 2306.10.4.1)
4 - 3° X 0.131' NAILS
SUPPORTS WHERE SPANS ARE 481NCHES OR MORE FOR NAILING OF WOOD STRUCTURAL PANEL AND PARTICLEBOARD DIAGRAMS
4 - 3' 14 GAUGE STAPLES
C.AND SHEAR WALLS, REFER TO SECTION 2305. NAILS FOR WALL SHETHING ARE PERMITTED TO BE COMMON, BOX OR CASING.
COMMONORDEFO19.
Bd �211Yx0131X10d-3' 0.148"', 10tl-3'x0.148-).
D.DEFOR N 6d HANK W328z 0I 2 Jpd
RAFTER TO PLATE
3 - Btl COMMON (21IT X 0.131')
TOE NAIL
-
LS
3 3' 14GAUGESTAPLES
F. RRO Y( NT
2 0
-
G. FASTENERS SPACEDA3INCIHES ON CENTER ATIEXT'ERIOR EDGESIAN�� 6 WCHES ON CENTERAT INTERMEDIATE SU-PORTS, WHEN
USED AS STRUCTURAL SHEATHING. SPACING SHALL BE 6 INCHES ON CENTER ON THE EDGES AND 121NCHES ON CENTER AT
INTERMEDIATE SUPPORTS, WHEN USED FOR NONSTRUCTURAL SHEATHING.
20. 1' DIAGONAL BRACE TO EACH STUD 8 PLATE
2- Btl COMMON (21/T X 0.131•)
FACE NAIL
-
2 - 3' X 0.131' NAILS
H. CORROSION -RESISTANT ROOFING NAILS WITH 7116• DIAMETER HEAD AND 1 112- LENGTH FOR 112- SHEATHING AND 1 W4' LENGTH FOR
3 - 3' 14 GAUGE STAPLES
SHEATHING.
1. CORROSION -RESISTANT STAPLES WITH NOMINAL 7/16' CROWN OR 1" CROWN AND 1 1/4' LENGTH FOR 1/T FOR 25/3T SHETHING
PANEL SUPPORTS AT 16- (20" IF STRENGTH AXIS IS THE LONG DIRECTION OF THE PANEL, UNLESS OTHERWISE MARKED).
K. PANEL SUPPORTS AT 24'. CASING OR FINISH NAILS SPACED AT 61NCHES ON PANEL EDGES, 121NCHES AT INTERMEDATE SUPPORTS.
L. FOR ROOF SHEATHING APPLICATIONS, 8d NAILS (21/2' x 0.113") ARE THE MINIMUM REQUIRED FOR WOOD STRUCTURAL PANELS.
M. STAPLES SHALL HAVE A MINIMUM CROWN WIDTH OF 7116'.
N. FOR ROOF SHEATHING APPLICATIONS, FASTENERS SPACED AT 4 INCHES ON CENTER AT EDGES, 81NCHES AT INTERMEDIATE
21. 1•XB' SHEATHING TO EACH BEARING
3 -8d COMMON (2112-X 0.131-)
FACE NAIL
22 WIDER THAN 1'XB' SHEATHING TO EA.BEARING
3 -8d COMMON (2 112-X 0.131")
FACE NAIL
23. BUILT-UP CORNER SUDS
16d COMMON (3 1/2" X 0.162") MIN.
24' O.C.
3" X 0.131" NAILS
16" O.C.
SUPPORTS.
3" 14 GAUGE STAPLES
16' O.C.
O. FASTENERS SPACED AT 4INCHES ON CENTER AT EDGES, 81NCHES AT INTERMEDIATE SUPPORTS FOR SUBFLOOR AND SHEATHING
3 INCHES ON CENTER AT EDGES, 6 INCHES AT INTERMEDIATE SUPPORTS FOR ROOF SHEATHING.
P. FASTENERS SPACED AT4 INCHES 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
I FASTENING
ALT 3133. WOOD STRUCTURAL PANELS AND PARTICLEBOARD
SUBFLOOR, ROOF AND WALL SHEATHING (TO FRAMING)
1/T AND LESS
2' X 0.092" RING SHANK NAIL
5' FROM EDGE, 10" O.C.
TOP LINE ENGINEERING LLC
STRUGTUP.AL EI�TGINEERS
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10649 Oakview Pointe Terrace
Gotha, Florida 34734
MODULAR
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FLORIDA
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