HomeMy WebLinkAboutBuilding plans2"10
WITH }Xy^
EYES BOLTED TOGETHER
WITH J¢"x2" BOLT & NUT WITH
(2) 2"x2" GALVANIZED WASHERS
(2,000LB SHEAR CAPACITY)
}z"x 3" (400 LB)
CONCRETE WEDGE ANCHOR
(SEE TABLE 1 FOR SPACING)
A" THREADED ROD
OPTIONAL FOR "HIGH SET'
1/2"x5" (400 LB) CONCRETE
WEDGE ANCHOR INTO SLAB
W COUPLER
THRU 2"x411 P.T. BOTTOM PLATE
_
(SEE TABLE 1 FOR SPACING)
4" MIN.
NCRETE SLAB BY
OTHERS
PSON A_24\C
THROUGH LOCAL CODES CONCRETE SLAB BY OTHERS
I 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
1-1/2" 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.
TABLE 1
ANCHORING TO CONCRETE
SHED WIDTH
UPLIFT (PLF)
ANCHOR SPAC'G
20'-0"
400
3'-6"
13'-B"
280
3•-6"
111-8"
240
T-6"
10'-0"
200
T-6"
160
3'-6"
6'-0"
120
T-6-
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Or
Or
0
O
i OR COUNTERSINK BOLT
2"x4" BOTTOM PLATE
["BOTTOM PLATE NAILED
2"x6" P.T. BASE
v���4" MIN.
SHED WITH WO FLOOR' OPTION'
ANCHORED TO CONCRETE
1/2" THREADED ROD
OPTIONAL FOR "HIGH SET"
1/2" COUPLER
1/2"x12" FORGED EYEBOLT
2"x2" GALVANIZED WASHER
WITH y" NUT
EYES BOLTED TOGETHER W/ 1/2"x2" L"O II=
BOLT & NUT WITH (2)2"X2" GALVANIZED 1. TYPE I, II, III, OR IV PAD WITH
WASHERS (2,0001-13 SHEAR CAPACITY) z L BLOCKING AS REQUIRE
(SEE TABLE 3)
30" EARTH AUGER ANCHOR N
(SEE TABLE 4 FOR SPACING)
SHED WITH SKID
TO PAD OR BLOCKING
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'xq'
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 2
SKID RUNNER SPACING"
SHED WIDTH
X1
X2
X3
13'-8"
1'-10}
1'-10}
1'-14,
111-8"
2'-8"
6'-4"
-
10'-0"
T-7"
6'-10"
-
8•-D"
9..
61-6"
_
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 1 V-S" AND 13'-B" WIDE SHEDS ONLY.
TABLE 3A
PAD TYPES
TYPE
PAD DIMS
MAX LOAD'
MATERIAL
I
2"x8"X16"
1778 LBS
CEMENT AND SAND MIX
II
4"x8"X16"
3500 LBS
CEMENT AND SAND MIX
III
16"X16"
3950 LBS
ASS PLASTIC PADS
IV
8"X8"Xi6"
1900 LBS
OC qUA
CEMENT AND SAND MIX
BASED ON 2000 PSF SOIL BEARING CAPACITY (2000
NU I ES:
1. HOLLOW OR SOLID CONCRETE BLOCKS (8"x8"x16") MAY BE STACKED
ON PADS FOR HIGH SETS UP TO 48" WITHOUT REINFORCING.
2. ASS PADS REQUIRED ON 1 V-8" AND 13'-B" 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
1T-8"
SWIDW
4.15/332
O" TO 6"
6'-0"
1936 LB
I, II, III, OR IV
1879LB
I, II, III, OR IV
111-8"
SW/DW
6.001480
O" TO 6"
T-O"
2558 LB
I, II, III, OR IV
2558LB
I, II, III, OR IV
10'-0"
SW/DW
5.00/400
O" TO 6"
6'-0"
2400 LB
1, 11, III, OR IV
2400LB
I, II, III. OR IV
B'-0"
SW
4.00/320
O" TO 6"
6'-0"
2029 LB
1, 11, III, OR IV
2133LB
I, II, III, OR IV
6'-0"
SW
3.001240
1 0" TO 6"
6'-0"
1658 LB
1, II, III, OR IV
1866LB
I, II, 111, 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
30" AUGER ANCHOR
(4,725 LB)
INSTALLED PER MFRS
INSTRUCTIONS. EYELET AT
MAXIMUM OF 6" ABOVE GRADE
CODE INFORMATION
CODE VERSION
FBC, 7TH EDITION
(2020), 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 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 BY
i
f
v
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 WIDE
SHED WIDTH
LW'
UPLIFT (PLF)
END ANCHOR'"
MAX. INTERIOR SPACING
13'-B"
7.00
243
0'-0" TO T-0"
101-0"
11'-81,
6.00
208
0'-0" TO T-0"
10..0..
10'-0"
5.00
174
0'-0"TO T-O"
10'-0"
8'-0"
4.00
138
0'-0" TO T-0"
10'-0"
6'-0"
3.00
104
0'-0" TO T-O"
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•-0" TO T-O"
" 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.
RM DORI$ DRIE...U. FC5 OFFICE: N3.13EDACM
IAAEUWO. FLORIDA FAX 863.688.7' 18
3Y13 COLS@MODU1FFLAFSCO.COM
•••O. ORBfG'r
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Digitally signed by
Julio Orbegoso
Date: 2021.02.01
16:42:51-05'00'
CONSULTING ENGINEER
JULIO ORBEGOSO
FLORIDA
PE LICENSE #38769
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 manufacturers
instructions.
TO LINE ENGINEERING LLC
" ®STRUCTURAL ENGINEERS
William E. Neary, III
SNIP-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
RESIDENTIAL CODE
ELECTRICAL CODE
BUILDING TYPE
MANUFACTURER
AGENCY
AGENCY PLAN NUMBER
CONSTRUCTION TYPE
FIRE PROTECTION
FIRE SUPPRESSION SYSTEM
OCCUPANCY
ALLOWABLE # OF STORIES
WIND VELOCITY
FIRE RATING OF EXTERIOR WALLS
FLOOR LIVE LOAD - STANDARD
FLOOR LIVE LOAD - OPTIONAL
FLOOR DEAD LOAD
ROOF LIVE LOAD
ROOF DEAD LOAD
"R" RATING OF FLOOR, WALL,&ROOF
MODULES PER BUILDING
SQUARE FOOTAGE
HURRICANE PROTECTION USAGE
HURRICANE SHELTER USAGE
HVHZ APPROVED
FBC, 7TH EDITION (2020)
FRBC, 7TH EDITION (2020)
2017 NATIONAL ELECTRICAL CODE
RESIDENTIAL LAWN STORAGE SHED
SUPERIOR SHEDS, LLC
TOP LINE ENGINEERING, LLC
BUNG-20-HVHZ
V-B
NO
NO
UTILITY
1
170 MPH, EXPOSURE C
0
75 PSF
125 PSF
10 PSF
30 PSF
10 PSF
N/A
1
719 SQ/FT. MAX.
NO
NO
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 questions regarding focal permitting should be directed to the Manufacturer. Digitally °oases --„ signed by Julio
The Manufacturer's contact information can be found in the title block of the plans: Orbegoso
* * s * Date:
APPROVED FOR HVHZ P°F �2�Wz°:09:369
ssomn��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
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
MODULAR PLANS DESIGN, CO.
MODULAR
t.-. -,gi 9-1- CF ICE: SW36881
PLANS DESIGN, CO.
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wc. oRlon rnx: essseevt,e
Esev cow®uoouwRawuscocom
CONSULTING ENGINEER
JULIO ORBEGOSO
FLORIDA
PE LICENSE #38769
�,
CEILING J-BOX
I
I
I
LINE
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:
MAXIMUM NO. OF LIGHTS:
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: %" PLYWOOD
4. MIN. WALL SHEATHING: D4 ALUMINUM SIDING
NOTE:
23" SECTIONS OF 29GA CORRUGATED METAL SIDING
FASTENED W/ %" #8 HEX HEAD w/ WASHER SELF
TAPPING SCREWS @ 6" ON EDGE & 12" IN FIELD.
NOTE: SHOWN IS THE 10'-0" x 20'-0"
"9 TOP LINE ENGINEERING L_L_ C
—7. STRUCTURAL ENGINEERS
William E. Neary, III
SMP-51, SMI-79, ICC 5185040
10649 Oakview Pointe Terrace
Gotha, Florida 34734
Digitally signed
\,.\O� .... s by Julio
JV..' LENS
No.38769 - Orbegoso
Date:
0 STATE OF
i FF 2021.02.09
si '•.CGRIO P'.NG\\
S ZONAL. ` 15:10:26—05'00'
SHED OVERALL LENGTH (MAX. 40'-0")
FLOOR PLAN
SCALE: 3/8' = P-0-
NOTE:
SHEDS TO HAVE A MAXIMUM
OF 5 DOORS AND 10 WINDOWS
CONSULTING ENGINEER
JULIO ORBEGOSO
FLORIDA
BUNGALOW SHED - HVHZ PE LICENSE #38769
MODULAR PLANS DESIGN, CO.
_
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M O D U L AR
o. RE,� oF.�;
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PLANS DESIGN, CO.
axis cope®100131J.11N.....
N 4 RI IN(H-HVH7-gn *** HVH7 APPR(-)VFr)
ENDWALL DOOR & WINDOW
6'-0" WIDE OR LESS
SCALE: NTS
2"X4" SYP#2 STUDS @ 24" B.C.
2"X4"X60" SYP#2 SISTER STUD
ATTACHED W/ 10d COMMON —
NAILS @ 4" O.C.
Digitally signed
:°' !BE�9s0, by Julio
No. 38169 = Orbegoso
A
' g Date:�; 2021.02.09
ASS/ONALE G° ` 15:10:50-05,00.
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3"X6" MITEK MT20
OR EQUIVALENT
4"X4" HEADER DETAIL
SCALE:NTS
a8"FRQM
SISTER STUD DETAIL
SCALE: NTS
OPTIONAL HYDROVENT DETAIL
SCALE: NTS
3"X6" MITEK MT20
OR EQUIVALENT
OR 16"X4" BETWEEN
TUDS. VENT IS SECURED
PROOF
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SEE HEAi
DETAIL
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■ •
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
W/ 5-10d NAILS (TYPICAL)
(2) 2"X4" W/ 1/2" PLYWOOD —
OR OSB FILLER OR (1) 4"x4"
2"X4" SYP#2
KING STUD
S_IDEWALL DOOR & WINDOW JYP)
SCALE: NTS
eSIDEWALL FRAMING
A2 SCALE: 3/8" =1'-0"
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.
BUNGALOW SHED -HVHZ
MODULAR STRUCTURE FOR:
SUPERIOR SHEDS
(877)439-7433
2323 S. VOLUSIA AVE. ORANGE CITY, FL 32763
MODULAR PLANS DESIGN, CO.
MODULAR �03E NoIE FLORIOFN 10 OFFICE:
FP%:Bfi].800.]f10
PLANS DESIGN, CO. ]...a COLS@MOONARRIANSCO.COM
— ENDWALL
SIMPSON LTS12 @ ALL TRUSS
_TO HEADER CONNECTIONS.
USE MIN (5) 10d NAIL INTO
TRUSS & (5) 10d NAILS INTO
HEADER.
_ TOPIINE H.IGINFeN,N6 [I_C
WHIlam E. Near,,, III
SMP-51, SMI-79, ICC 5185040
10649 O.Wow Pointe Terace
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
D4 ALUMINUM 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
DATE: 02-05-2021
JOB: SS20-BU-HVHZ
SHEET NO.
A2
SKID RUNNER SPACING*
WIDTHS
6'-0'
8'-0"
10'-0"
1V-8"
13'-8"
A
U-10"
0'-9"
1'-7"
2'-8"
V-10.5"
B
51"
6-6"
6'-10"
6'-4"
V-10.5"
C
-
-
-
V-10.5"
`VALUES ARE FROM END OF JOIST TO CENTERS OF
(2) 4"X4" SKIDS ONLY. 13'-8" WIDE SHEDS HAVE (4)
SKIDS.
'$ t,? E-70P LINE ENGINEERING CLG
— S"•iY�`;� STRUCTURAL ENGtNF.f,AS
William E. Neary, III
SMP-51, SMI-79, ICC 5185040
10649 Oakview Pointe Terrace
Gotha, Florida 34734
C
SHED OVERALL LENGTH
FLOOR SHEATHING 2-1/2" X 1/2"
THRU-BOLT
Digitally signed
'�"\�R8'/���i
FCO
%
No........
I
O% by Julio
SIMPSON HL33 = No.38769
: Orbegoso
HEAVY ANGLE 2"x6" CONTINUOUS
_ P.T. FLOOR JOIST
z: Date:
0', STATE OF
r4U
ROMON
021 02 09
4"X4" P.T. SKID
4-1/2" X 1/2"
THRU-BOLT
FLOOR JOIST TO SKID CONNECTION
SCALE NTS
NOTCH ''0111110" 15:11:10-05'00' 1 BUNGALOW SHED - HVHZ
MODULAR STRUCTURE FOR:
SUPERIOR SHEDS
(877)439-7433
2323 S. VOLUSIA AVE. ORANGE CITY. FL 32763
MODULAR PLANS DESIGN, CO.
MODULAR �gI(EIANO. FLOEOE 1p OFFI E: �B.i'
PLANS DESIGN, CO. '" GOLE�MMU "w.SCOs
!1
,OR SHEATHING:
PLYWOOD
P.T. PLYWOOD
74" T&G
%" P.T. T&G
CONSULTING ENGINEER
JULIO ORBEGOSO
FLORIDA
PE LICENSE #38769
DATE: 02-05-2021
JOB: SS20-BU-HVHZ
SHEET NO.
A3
2021-02-08 TOP LINE ENGINEERING APPROVAL PLAN# BUNG-HVHZ-20 *** HVHZ
NOTE: INSTALLATION FOR ALL ROOF
SHEATHING OPTIONS AS PER
MANUFACTURER INSTRUCTIONS
TOP LINE ENGINEERING,_ LLC
STRUCTURAL ENGINEERS
William E. Neary, III
SMP-51, SMI-79, ICC 5195040
10649 Oakview Pointe Terrace
Gotha, Florida 34734
n,nr.unl , nr, 11.1 nn Al I I\fiI\II IAA OnnCIKIC
�'\\\\I I IIII'�i
\O (')R
.......B. F-c
JV•.' �IGENSF'•.,
No. 38769
' Of_
0 '• STATE OF 41
ss."k ORIDP;.."G\��
i' I/ONAI-I\\\\`
SHED LENGTH
ROOF FRAMING PLAN
SCALE: 3/8" = T-0"
Digitally signed
by Julio
Orbegoso
Date: 2021.02.09
15:11:26-05'00'
CONSULTING ENGINEER
JULIO ORBEGOSO
FLORIDA
BUNGALOW SHED -HVHZ PE LICENSE #38769
MODULAR STRUCTURE FOR:
SUPERIOR SHEDS
(877) 439-7433
2323 S. VOLUSIA AVE. ORANGE CITY, FL 32763
T'4
MODULAR
PLANS DESIGN, CO.
MODULAR PLANS DESIGN, CO.
OORIS ORIVE., SIIIIE 1p5 OFFICE: O3.61B.10M
IANE,AN., RORIOA 'P I.F..'11B
ssB1s Co1E®umEEv.Pw+E.O
DATE: 02-05-2021
DRAWN: R.L.G.
JOB: SS20-BU-HVHZ
SHEET NO.
PSI►I.]QI➢�Ii:�[�7�II�1���[!]I�1��:�I�[!71»:Z�P/�!
BUNG-HVHZ-20 *** HVHZ APPROVED
MIN. 3:12
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.
SHED WIDTH
8'-0" 10'-0" 11'-8" 13'-8")
eCROSS SECTION 'A'
A5 SCALE: 3/8" = T-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.
SISTER STUDS FOR 4'-0"
. FROM ENDWALL (TYP)
2"X4" ROOF TRUSSES
@ 24" O.C.
2"X4" SOLE PLATE
2"X6" PERIMETER
STUD SPACING 24" O.C. MAX
2"X4" SYP#2 ROOF
TRUSSES @ 24" O.C.
VARIES 12"
SEE HEAD R
DETAIL
ALL STUDS SECURED TO SOLE PLATE
AND FLOOR FRAMING W/ SIMPSON
LSTA12 STRAP w/ 5 -10d NAILS
ON TOP INTO STUD, SECURING B
INTO RIM JOIST ON BOTTOM A5
W/ 5-10d NAILS (TYPICAL)
T � TOP LINE URAL ENERNG LLC
1 ST2UCTURAL ENGINEERS
William E. Neary, III
SMP-51, SMI-79, ICC 5185040
10649 Oakview Pointe Terrace
Gotha, Florida 34734
2"X4
#2 SI
@ 24„
SISTER STUDS FOR 4'-0"
-FROM ENDWALL (TYP),_
4"X4" P.T. SKID (CONT.)
SHED LENGTH (MAX. 40'-0")
WALL SHEATHING OPTIONS:
-%6" OSB OR SHEATHING EQUIV. OR BETTER
- CORRUGATED ALUMINUM
CROSS SECTION 'B' - D4 ALUMINUM SIDING
SCALE: 3/8"=T-0" 4/2" 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
BUNGALOW SHED -HVHZ
MODULAR STRUCTURE FOR:
SUPERIOR SHEDS
(877)439-7433
2323 S. VOLUSIA AVE. ORANGE CITY, FL 32763
MODULAR
PLANS DESIGN, GO.
MODULAR PLANS DESIGN, CO.
s W1EsoaivE., suire+os orrice ew.cee.+osa
FLORIOA rA%:BfiiE8
]3611 LoNCOTE®MOOl11ARPWiSLO.COMCOM
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. 98769
Digitally signed by
Julio Orbegoso
Date: 2021.02.09
15:11:50-05'00'
CONSULTING ENGINEER
JULIO ORBEGOSO
FLORIDA
PE LICENSE #38769
DATE: 02-05-2021
DRAWN: R.L.G.
JOB: SS20-BU-HVHZ
SHEET NO.
A5
LINE ENGINEERING APPROVAL PLAN # BU
MIN. 3:12
MAX. 8:12
#2
SHED WIDTH
8'-011. 10'-011. 11'-8". 1
4"X4" P.T. SKIDS ATTACHED W/
SIMPSON H24 OR EQUIVALENT.
SEE TABLE 2 FOR SPACING.
2"X5" MITEK MT20
OR EQUIVALENT
eENDWALL FRAMING
A6 SCALE: 3/8" = 1'-0"
TOP LINE ENGINE
_ERING L_LC
—T �' 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" 1 V-8" 131-8")
eENDWALL
FRAMING
SCALE: 318"=1'-0"
Digitally
,. \o oRBE�' signed by Julio
�i
Orbegoso
No. 38769
Date:
,�30.. STATE OF 2021.02.09
ZONAL r . 15:12:06
-05'00'
"ROOF TRUSSES MIN.3:12
@ 24" O.C. MAX. 8:12
(4" SYP #2 STUDS
@ 24" O.C.
SYP#2 BLOCKING
2"X4" SYP#2
SOLE PLATE
(6" PERIMETER
2"X5" MITEK MT20
OR EQUIVALENT
(2) 2"X4„
HEADER
Y)
w
MAX 36"
SHED WIDTH
8'-0", 10'-0", 11'-8", 1
4"X4" P.T. SKIDS ATTACHED W/
SIMPSON H24 OR EQUIVALENT.
SEE TABLE 2 FOR SPACING.
eENDWALL FRAMING
A6 ----
SCALE: 318"= 1'-0"
CONSULTING ENGINEER
JULIO ORBEGOSO
FLORIDA
BUNGALOW SHED - HVHZ PE LICENSE #38769
MODULAR PLANS DESIGN, CO.
MODULAR g ELAN. FIARIOF E, OFFICE 6168B.10M
°
PLANS DESIGN, CO. '°°'° CCLEEMo6"I F ."EO OM
2021-02-08 TOP LINE ENGINEERING APPROVAL PLAN # BUNG-HVHZ-20- *** HVHZ
SIMPSON STRONG DRIVE & STRAP -SD SCREW SCHDEULE
PARTWDESC.
UPLIFT
WALL FASTENER
RAFTER FASTENER
PIATEFASTENER
H1
435
6-SD9x1.5-
4-SD9x1.7
H11Z
750
6-SD10x2.5"
6-swou5-
HIM
495
5-SD9x1.5'
5-SI)MS'
2-SD9x1.5-
H2.5.4
540
5-SDW.5-
5.SD9x1.5-
H2.5
410
5-SDDMS'
5-SU91.5-
HS6T
545
5-SD9x1.5-
5-SO9x1S-
REA
495
7-SD9x1.5'
S-SD9x1.5-
H3
320
4-SD9x1S'
4-SD9x1.5-
MFfER
H4
230
4-SD9x1.5'
4-SDR1.5-
H5
415
4-SD9x1.5'
4-SDW1.5-
LTS-12
095
6-BO9x1.5'
6-SDBx1.5-
LTS-16
1073
1 6-SD9x1.5-
6-SDBx1.5-
LTS-18
1235
6-SD9x1.5'
6-SDN1.5-
LTS-20
1215
6-SD9x1.5'
6-SWxL5-
MTS-12
895
7-SD9x1.5'
7-SD9x1.5-
MTS-16
1G75
7-SD9x1.5'
7-SDBx1.5-
MTS-18
1255
7-SD9x1.5'
7-SDNI.5-
MTS-20
1255
7-SD9x1.5-
7-SD9x1S'
PARTWDESC.
UPLIFT
COLUMN FASTENER
RAFTERFASTENER
A21
-
2-SD9x1.5-
2-309x1.7
PORCH
A23
4-SD9M.5'
4-SD9x1.9
A33
4-SD9x1.5-
4-SD9x1.7
PARTWDESC.
UPLIFT
WALL FASTENER
FLOOR FASTENER
BTU PLATE
LSTA-48
1235
7-SD9x1.5'
7-SD9x1.5"
PARTWOESG
UPLIFT
WALL FASTENER
FLOOR FASTENER
TIE -DOWNS
20GA1-tl4-WIDE
4725
]-BD9xI
5R•x30'ANCHOR
I 43OU
A ONLY NEEDED ON ALUMINUM SHEATHING WALLS.
B. HEADERS OVER 6SPAN.
STRAP& FASTENER SCHEDULE'
PARTWDESC.
UPLIFT
WALL FASTENER
RAFTER FASTENER
PLATE FASTENER
H1
400
-
6Atlx1/T
4Etl
H11Z
750
616dx F
&16tlx2.5"
LIM
495
5R&1,T
58&LV
2.BN1.5.
H2.5A
535
Sdtl
Sdtl
H2.5
410
"d
5Atl
H2.5T
545
5-0tl
"d
H2A
495
7-8&1JY
58&I.V
H3
320
441tl
48E
RAFTER B)
H4
235
4Atl
48E
H5
205
44m
"d
LTS-12
620
6-101xL5'
6-00tlx1.5-
LT&16
620
6-10tlx1.5'
6-10tlxL5'
LTS-18
620
610MM.5'
6-10BxL5'
LTS-20
620
&10&1.5-
6-10OXL5'
MTS-12
B60
7-10tlx1.5'
7-10Uxi5'
MTS-16
860
7-10&1.5'
7-10tlx1.5-
MT&18
860
7-100xL5'
7AWxi.5-
MTS-20
860
7-10&1.5-
740tlx1.S
PARTWDESC.
UPLIFT
COLUMN FASTENER
RAFTER FASTENER
P21
245
2-10tlx1.Y
2-1WOE-
PORCH
P23
585
4-10tlxl.5'
4-1Ddx1.5'
A33
750
4-10d
4-10tl
PARTWDESC.
UPLIFT
WALL FASTENER
FLOOR FASTENER
BTM PLATE
LSTA-18
1110
7-10E
7-10tl
PARTWDESC.
UPLIFT
STUD FASTENER
HEADER FASTENER
HEADER (D)
LP-35
WR
5'-3'x0.131"
5'3'x0.13P
HP4D,41,M,81
4T25
5'.1'x0.131"
5'd'x0.13"
PARTWDESC.
UPLIFT
WALLFASTENER
FLOORFASTENER
TIE -DOWNS
1 20GA 1-1/4-WIDE
4725
7AD&1.5-
5l0"xW'ANCHOR
43W
' 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 18" 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.
SUBCATEGORY
MANUFACTURER
I MOOELIOEBC.
STATEOFFLAPPROVALk
PANEL WALLS
SIDING
JAMESHARDIE
GISCDAR
FLA 13223.1
PANEL WALLS
SIDING
JAMES HARDIE
W16-STUCCO
IM13223.2
PANEL WALLS
SIDING
ADVANOEDALUM.
0.19 G4
FL*23138.1
PANEL WALLS
SIDING
PLYGEM
X
FL#.-
PANELWAUD
SIDING
ADVANCDALUM.
X
FLA31737.1
PANELWALLS
SIDING
SIMPSON LUMBER
X
FL#.-
EXTERIOR DOORS
SWINGING ECT
SABAH
E1HDL
Put. 1282OR3
EXTERIDR DOORS
SWINGING E%
CROFT
2W 3UTE
FLP..-
WINDDWS
SINGLE HUNG
CROFT
VERT SLIDER
FLW 10653R5
WINDOWS
SINGLE HUNG
CROFT
VERT SLIDER
FL@1552]-R5
WINDOWS
SINGLE HUNG
CROFT
VERT SLIDER
I'M I6032-R3
WINDOWS
SINGLE HUNG
CROFT
VERT SLIDER
FL#. 16153R1
WINDOWS
HORIL$UDER
CROFT
HOPE. SLIDER
FLP. 1202
WINDOWS
HORIL SLIDER
CROFT
HORS. SLIDER
FLC 28B22
WINDOWS
HORIL SLIDER
CROFT
HORS. SLIDER
FM 30M
Digitally signed by
Julio Orbegoso
Date: 2021.02.09
15:13:28-05'00'
FASTENING SCHEDULE
(`BC TABLE 23N.10.1)
CONNECTION
FASTENING
CONNECTION
M. BUILT-UP GIRDER AND BEAMS
200 COMMON M4 X 0.192] AT 3S O.O.
3"XO.131 NAILSAT24'O.C.
FACE NAIL AT TOP AND BOTTOM
STAGGERED ON OPPOSITE
1. JOIST TO SILL OR GIRDER
3- Btl COMMON (21M' X 0.1311
TOENAIL
3-3" 14 GAUGE STAPLES
3" 14 GAUGE STAPLES AT 24' O.C.
2- 206 COMMON MP X 0.192-)
SIDES
2. BRINGING TO JOIST
2- Btl COMMON (2112" X 0.131')
TOENAIL EACH END
2-Btl COMMON (2 t12"XO.t31")
3.3'XO.t31'N41LS
FACE NAIL AT ENDS AND AT
2-3' 14 GAUGE STAPLES
3- 3' 14 GAUGE STAPLES
EACH SPLICE
3. 1'58'SUBFLOOR OR LESS TO EACH JOIST
2-BO COMMON IS 1/2-X 0.131')
FACE NAIL
25.2"PLANKS
Rd COMMON 31/2"X GA67)
AT EACH BEARING
4. WIDER THAN I'x6' SURFLOOR TO EACH JOIST
3-BO COMMON P LIT X0.131]
FACE NAIL
26. COLLAR TIE TO RAFTER
3. 10tl COMMON IT X SUIV) MIN.
4-3"X 0.131' RAILS
4-3" 14GAUGESTAPLES
FACE NAIL
S. 2" SUBFLOOR TO JOIST OR GIRDER
2-16E COMMON IS 1/2-X 0.162-)
BLIND AND FACE NAIL
6. SOLE PLATE TO JOIST OR BLOCKING
184(3t12'XS135")AT18"O.C.
TYPICAL FACE NAIL
YXOAMNAILSATB"O.C.
2]. JACK RAFTER TO HIP
3- 10U COMMON LTX 0.140-)
TOENAIL
3' 14 GAUGE STAPLES AT 12" O.C.
4-3" X 0.131 NAILS
4-3" 14 GAUGE STAPLES
SOLE PLATE TO JOIST AT BLOCKING AT
3-1Btl DOMMON IS 112'A 0.135")AT 16. O.C.
BRACED WALL PANEL
4-3- X 0.131' MILE AT 16' RC.
BRACED WALL PANEL
2- 160 COMMON (31/2"X 0.182)
4 - W 14 GAUGE STAPLES AT 10' O.C.
3. 3" X 0.131' NAILS
3-3" 14GAUGESTAPLES
FACE NAIL
]. TOP PLATE TO STUD
2-16tl COMMON I3 112"X 0.162')
END NAIL
28. ROOF RAFTER To 2-BY RIDGE BEAM
2- 16tl COMMON I3112' X 0.1621
TOENAIL
3-WXV131'NAILS
3 - W 14 GAUGE STAPLES
3.3" X 0.131 NAILS
3-3" 14 GAUGE STAPLES
B. STUD TO SOLE PLATE
4- Btl COMMON 12112' X 0.131")
TOENAIL
4-3" X Od31 NAILS
2-16tl COMMON (3112" XMET)
3- W 14 GAUGE STAPLES
3-3'XS131'NAILS
FACE NAIL
2-180 COMMON (311T X 0.1621
3 -3' 14 GAUGE STAPLES
29. JOISTTO BAND JOIST
3-16B COMMON (9112'X 0.135'7
FACE NAIL
3 - W X 0.13P NAILS
END NAIL
3-3" 14 GAUGE STAPLES
4-3" X 0.1 St' NAILS
4-3" 14 GAUGE STAPLES
9. DOUBLE STUDS
24"O.C.
16tl (0.131
FACE NAIL
W. LEDGER STRIP
3-i6E COMM 2'X0.162')
FACE NAIL AT EACH JOINT
3" NAI1AT"
LS
14 GAUGE STALES AT.
3' 14 GAGE STAPLES AT 8' O.C.
RAILS
4-3" X 0.131' NAILS
4- W 14 GAUGE STAPLES
10. DOUBLE TOP PLATES
TIM IS 112" X 0.135")AT 16. O.C.
TYPICAL FACE NAIL
3" X 0.131 NAILS AT Y O.C.
31, WOOD STRUCTURAL PANELS AND
11T AND LESS MGJ.0)
3" 14 GAGE STAPLES AT O' O.C.
PARTICLEBOARD IB) SUBFLOOR, ROOF AND
2318'X0.113"NAIL(N)
DOUBLETOPPIATES
& 16tl COMMON IS 1W X 0.135') AT 16' O.C.
LAP SPLICE
WALL SHEATHING (TO FRAMING)
IW4'16 GAUGE(0)
12- 3' X 0.131- NAILS AT I6'O.C.
t9/32"TO WC LIMB) OR 80 ND
12-3' 14 GAUGE STAPLES AT IV O.C.
SINGLE FLOOR (COMBINATION SUBFLOOR-
23f8-XSF3" NAIL(
2'16 GOUGE (P)
B.
4.0.. EDGES AND IN TA DNTE,
11. BLOCKING BETWEEN JOISTS OR RAFTERS
3- BO COMMON (2117 X D.131")
TOENAIL
TO TOP PLATE
3 - Y X 0.131' NAILS
UNDERLATMENT TO VOB"TO 314"FRAMING
CLAGGING EDGE STRIP # ZONE 3
3.3'14 GAUGE STAPLES
11110pi V4' BN((�)ORSdN))
T4'AND LESS 6tl1C)
(REFERTO FIG. 30b1 OF ASCE7)
12.RIMJOISTTOTOPPUOE
Otl COMMON (21/2"X 0.131")AFT D.C.
TOENAIL
3"X 0.131"NAILS AT 6. O.C.
A6"TOr BE1C)
3" 14 GAUGE STAPLES AT 6' O.C.
I IIW TO 1 IN' IMB ORBtl(D)
13. TOP PLATES, LAPS AND INTERSECTIONS
2- 16tl COMMON IS IG2 X 0.162')
FACE NAIL
32. PANEL SIDING FRAMING)
1/2'OR LESS W(F)
3-3"X 0.131' NAILS
GB" Bd(F)
3- 3" 14 GAUGE STAPLES
14. CONTINUOUS HEADER, TWO PIECES
16tl COMMON I3112- X O.i6T
16' O.C. ALONG EDGE
33. FIBERBOARD SHEATHING (GO)
V2'AND LESS "IL(H) 64 COMMON NAIL
D'x0.113') NO. 16 GAUGE
15. CEILING JOISTS TO PLATE
3-16tl COMMON (3112"X 0.131")
TOENAIL
5. 3' X 0.131' NAILS
25132' STAPLE (1) NO. 11 GAUGE
V0,0. EDGES AND INTERMEDIATE
3. 3' 14 GAUGE STAPLES
NAIL(H) Btl COMMON NAIL
(21174.131-) NO. 16
GAUGE STAPLE(1)
16, RIM JOIST TO TOP PLATE
4- M COMMON(2 112' X 0.131-)
TOENAIL
9. CEILING JOISTS. IAP30VER PARTITIONS
3-16tl COMMON (3112'X 0.13ST MIN.
FACE NAIL
34. INTERIOR PANELING
4dUH
(SEE TABLE 2308.10.4.1)
4-3"X 0.131' NAILS
S0"
8"O.G EDGES AND INTERMEDIATE
4 - 3' 14 GAUGE STAPLES
18. CEILING JOISTS TO PARALLEL RAFTERS
3- 160 COMMON (3112- X 0.135")MIN.
FACE NAIL
A COMMON OR BOX NAILS ARE PERMITTED TO BE
B. NAILS SPACED AT 6 INCHES ON CENTER ON CENTER
USED EXCEPT WHERE OTHERWISESTATD.
AT EDGES. 12 INCHES AT INTERMEDIATE SUPPORTS EXCEPT 6 INCHES AT
(SEE TABLE 2300.10.4.1)
4-3'X 0.131' NAILS
SUPPORTS WHERE SPANS ARE 48 INCHES OR MORE.
FOR NAILING OF WOOD STRUCTURAL PANEL AND PARTICLEBOARD DIAGRAMS
4. 3' 14 GAUGE STAPLES
AND SHEAR WALLS REFER TO SECTION 2305. NAILS
C. COMMON OR DEFb MED SHANK (W-2112-x 0.113';86-21/2'
D. COMMON 6tl-2'x O.113":Btl-2112 D.131":1W-3"x
FOR WALL SHETHING ARE PERMITTED TO BE COMMON. BOX OR CASING.
x 0.131'; Hd-3'x 0.148").
VLR'1.
19. RAFTER TO PLATE
3-Btl COMMON (211TX0.131" )
TOENAIL
WJ
3-3'X 0.131' LB
E. DEFORMEi)SHANK (Btl-2"x0.113";Btl-21/2"x0.131`,iW-3"x0.148'I.
F.CORROSION-RESISTANTSIDINGI66-1T18'xO.lW8:BO-2&8'xD.12811
OR CASING (W-2-x 0.)99^, Btl-2E12"x D.11S`U L.
3- 3" t4 GAUGE STAPLES
G. FASTENERS SPACED 31NCHES ON CENTER AT EXTERIOR
USED AS STRUCTURAL SHEATHING. SPACING SHALL
INTERMEDIATE SUPPORTS. WHEN USED FOR NONSTRUCTURAL
EDGES Mil 61NCHES ON CENIER AT INIERMDWTE SUPPORTS, WHEN
BE 61NCHES ON CENTER ON THE EDGES AND 12INCHES ON CENTERAT
SHEATHING.
20.1" DIAGONAL BRACE TO EACH STUD &PLATE
2- Btl COMMON (L 1IT X 0.131')
FACE NAIL
2-3'X 0.131•NAILS
H. CORROSION -RESISTANT ROOFING NAILS WITH 7116'
DIAMETER HEAD AND 11/2' LENGTH FOR 112' SHEATHING AND 1 X1 LENGTH FOR
3- 3" 14 GAUGE STAPLES
SHEATHING.
1. CORROSION -RESISTANT STAPLES WITH NOMINAL
PANEL SUPPORTS AT I6'(20'IF STRENGTH AXIS IS
K. PANEL SUPPORTS AT 24". CASING OR FINISH NAILS
L. FOR ROOF SHEATHING APPLICATIONS, BO NAILSG1/2'x0.113')
M. STAPLES SHAU. HAVE A CROWN WIDTH
N. FOR ROOF SHEATHING APPLMINIMUMICATIONS, FASTENERS
7118' CROWN OR P CROWN AND 1114' LENGTH FOR 1J2" DR 25(32" SHETHING
THE LONG DIRECTION OF THE PANEL. UNLESS OTHERWISE MARKED).
SPACED AT 61NCHES ON PANEL EDGES, 12INCHES AT INTERMEDIATE SUPPORTS.
ARE THE MINIMUM REQUIRED FOR WOOD STRUCTURAL PANELS.
OF 7116'.
SPACED AT 4 INCHES ON CENTERAT EDGES. 8 INCHES AT INTERMEDIATE
21. 1"XB"SHEATHING TO EACH BEARING
3- Btl COMMONS 112' X 0.131.)
FACE NAIL
22. WIDER THAN MW SHEATHING TO EA.BEARING
1 3-W COMMON 21/2'X 0.131')
FAOENAIL
23. BUILTRIP CORNER SUDS
tW COMMON IS 1/2'X 0.167)MIN,
24"D.C.
3"X0.131"1NAILS
16"C.C.
SUPPORTS.
3"14 GAUGE STAPLES
16.O.C.
O. FASTENERS SPACED AT 4 INCHES ON CENTER AT
EDGES, 8 INCHES AT INTERMEDIATE SUPPORTS FOR SUBFLOOR AND SHEATHING
31NCHES ON CENTER AT EDGES, 61NCHE3 AT INTERMEDIATE
SUPPORTS FOR ROOF SHEATHING.
P. FASTENERS SPACED AT 4INCHES ON CENTER AT
EDGES, B INCHES AT INTERMEDIATE SUPPORTS.
U. SEE FASTENER ALTERNATE SCHEDULE.
R. FASTENERS MUST BE INSTALLED WITH EVEN SPACING
BETWEEN THEM ACROSS ATTACHING MEMBER -
ALTERNATE FASTENING SCHEDULE
CONNECTION
FASTENING
ALT 31-11. WOOD STRUCTURAL PANELS AND PARTICLEBOARD
SUBFLOOR.ROOFANDWALLSHE4TMING (TOFMMING)
I 1/2"ANDLESS I 2"X0.092"RING3HANKNAIL
5"FROM EDGE,10' O.O.
''[' L TOP LLNE ENG[N EERtNG, L_L_C
-j'," STRUCTURAL ENGINEERS
William E. Neary, III
SMP-51, SMI-79, ICC 5185040
10649 Oakview Pointe Terrace
Gotha, Florida 34734
CONSULTING ENGINEER
JULIO ORBEGOSO
FLORIDA
BUNGALOW SHE; - HVHZ PE LICENSE #38769
MODULAR STRUCTURE FOR:
SUPERIOR SHEDS
(877)439-7433
2323 S. VOLUSIA AVE. ORANGE CITY. FL 32763
MODULAR PLANS DESIGN, CO.
MODULAR ��o �o�o. RE,BS DFflP% NRAM;,
PLANS DESIGN, GO. v3u o 6®MDDuuRP sco.coM
DATE: 02-05-2021
DRAWN: R.L.G.
JOB: SS20-BU-HVHZ
SHEET NO.
A7
PLAN # BUNG-HVHZ-20 *** HVHZ APPROVED