HomeMy WebLinkAboutENGINEERINGTx2" GALVANIZED WASHER
WITH Y" NUT
EYES BOLTED TOGETHER
WITH y"x2" BOLT & NUT WITH
(2) 2"x2" GALVANIZED WASHERS
(2,000LB SHEAR CAPACITY)
n'x 3" (400 LB)
CONCRETE WEDGE ANCHOR
(SEE TABLE 1 FOR SPACING)
Y"THREADED ROD
OPTIONAL FOR "HIGH SET"
& COUPLER
SIMPSON A-24
CLIP OR EQUAL
SHED WITH SKID
ANCHORED TO CONCRETE
1/2"x5" (400 LB) CONCRETE
WEDGE ANCHOR INTO SLAB
THRU 2"x4" P.T. BOTTOM PLATE
(SEE TABLE 1 FOR SPACING)
ITE
"MIN.
IC SLAB BY OTHERS Id__
- THROUGH LOCAL CODES CONCRETE SLAB BY OTHERS
AND JURISDICTION THROUGH LOCAL CODES
AND JURISDICTION
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 1/2" 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.
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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
S-6"
NOTCH OR COUNTERSINK BOLT
THRU 2"x4" BOTTOM PLATE 1/2" THREADED ROD
OPTIONAL FOR "HIGH SET"
2"x4" BOTTOM PLATE NAILED
TO 2"x6" P.T. BASE
_7
71
4" MIN.
9-4
SHED WITH'NO FLOOR' OPTION'
ANCHORED TO CONCRETE
1/2" COUPLE
1/2"x12" FORGED EYEBOL
EYES BOLTED TOGETHER W/
BOLT & NUT WITH (2)2"x2" GALV/
WASHERS (2,000LB SHEAR CAP
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) k 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 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'-102"
1'-102"
1'-14,
111-8"
2'-8"
6'-4"
-
10'-0"
V-7"
6'-10"
-
81-0"
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 1 V-8" AND 13'-8" WIDE SHEDS ONLY.
' LUAU 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
CONC. BEUI7XMUA1rrT-
CEMENT-AND SAND MIX
II
4"x8"X16"
3500 LBS
CONC. BLOCK OUT=
CEMENT AND SAND MIX
III
16"X16"
3950 LBS
ABS PLASTIC PADS
IV
8"X8"X16"
1900 LBS
CONC. BLOC QUALITY
CEMENT AND SAND MIX
' BASED ON 20DO 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 I V-8" AND 13'-8" WIDE SHEDS ONLY.
GENERAL NOTES & SPECIFICATIONS FOR AUGER ANCHORS
WASHER 1. BUILDING ANCHORS SHALL BE "MOBILE HOME" TYPE HP-1 SINGLE HELIX EYE
AUGER ANCHORS BY HOME PRIDE OF BRISTOL, VA. OR EQUIVALENT. AVERAGE
i HOLDING STRENGTH IS NOT LESS THAN 4,725 LBS.
2. ANCHORING SYSTEM TO GROUND PER LOCAL BUILDING CODE (BY DEALER).
j 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
GRADE ELEVATED PORTIONS OF SHEDS ON LEVELING BLOCKS.
61?X- /'- TY.PFA-11111I OR IV PAID WITH
CODE INFORMATION" "
CODE VERSION
FBIC '7TH EDITION
(2020);'ASCE T 16 �'
MANUFACTURER SUFERI(3FFSHEDS'
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)
NIA
MODULES PER BUILDING
1
HURRICANE PROTECTION USAGE
NO
HURRICANE SHELTER 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
...............................
MODULAR
PLANS DESIGN, CO.
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�" A
1 V-8"
� 6 00
208 ^_
0,-0,' TO T-0"-
10'-0"
5.00
174
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"
TABLE 4B
30" AUGER ANCHOR SPACING - DOUBLE WIDE
SHED WIDTH
LW'
UPLIFT (PLF)
END ANCHOR"
IMAX. INTERIOR SPACING"
20'-0"
10.00
400
0'-0" TO T-0"
1 6-0-
LOAD WIDTH UPLIFT ON RUNNER
LOCATION FROM END WALL OF AUGER ANCHOR
MAXIMUM SPACING BETWEEN ANCHORS
IOTES
1 I. 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.
I -ADDITIONAL INTERIOR ANCHORS ARE REQUIRED IF SPACING IS MORE THAN 10'-0"
N4.ETWEEN ANCHORS.
NCHORS SHALL BE ON SIDE WALLS EXCEPT WHEN THE SHED IS PLACED NEXT TO AN
XISTING BUILDING: IN WHICH ANCHORS CAN BE PLACED ON THE END WALLS AS CLOSE
O THE SIDE AS POSSIBLE.
GENERAL NOTES: ...oR.....
1. FOUNDATION PLANS ARE NOT PART OF THIS
�`�: `�censE •so
PLAN SET AND ARE GOVERNED BY LOCAL
JURISDICTION.
2. THIS BUILDING IS EXEMPT FROM THE FBC
ENERGY CONSERVATION CODE PER SECTION = FSSONA ..
1015.22
3. REFER TO TIE -DOWN DETAILS FOR PROPER Digitally signed b
INSTALLATION REQUIREMENTS TO MEET CODE. g Y 9 Y
�-r Julio Orbegoso
File copy
Date:50211.022.0011
RECEIVED
SEP 13 2021 C-O;NSUNTI1,N6i N61,NiEER`
St. Lucie County J . LIO. OO RBE=GOO S®
Perm, Taint FLQRI DA
_PE LIGENSE 387:69
MODULAR PLANS DESIGN, CO.
202 DORIS DRIVE., SUI1E 105 OFFICE: 863.688.1054
LAKELAND, FLORIDA FAX 863.688.7118
33813 COLE@MODULARPLANSCO.COM
DATE: 01-22-2021
DRAWN: R.L.G.
JOB: SS FOUNDATION
SHEET NO.
Al
GENERALNOTES
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 RI 01.4.2.4, 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.
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�T_'_TOP LINE ENGINEERING._ LLC
�L 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
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
Digitally
Phase r ote.Any.questions regarc►tng lgcal•permifting should be directed to .the /Manufacturer:
'The
....."„
�o oReF� -,, signed by Julio
Manufactutei's contact informaifon .can'be found in the tifle:bfock:of the plans.
Orbegoso
-
APPROVED FOR HVHZ
NoDate:
A°ass;oNA� C,-15093609of"""""'
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
A2 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, SURE 105 OFFICE 863.688.1054
LAKELAND, FLORIDA FAX .68 8638.7118
33813 COLE@MODULARPVWSCO.COM
CONSULTING ENGINEER
JULIO ORBEGOSO
FLORIDA
PE LICENSE #38769
1U2I-U2-Ub IUF LINL LNUINLLKINU AI-1'KUV/HL FLAN 1# bU N(3-HVHZ-2U ` HVHL AI'F'KUVtU
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CEILING J-BOX
I
I
I
LINE
SINGLE POLE NtUIKAL 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"
-__STOP LINE ENGINEERING.. LLC
STRUCTURAL ENGINEERS
William E. Neary, III
SMP-51, SMI-79, ICC 5185040
10649 Oakview Pointe Terrace
Gotha, Florida 34734
� \ Digitally signed
O RBFG O '�,,�
.O�O�� by Julio
N0.38769 Orbegoso
* �= Date:
��0 STATE OF C(/��
=,;�F ' .�CORIDP.•' G\�, 2021.02.09
�O"11110\ 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
' MODULAR PLANS DESIGN, CO.
MODULAR o �Ro SURE,D5 OFFIMFAXBB6S:�1,�ta8
PLANS DESIGN, CO. 33818 COLE@MODUTARPUUJSCO.COM
2U21-U2-Ub IUP LINE ENGINEEKING AF'I KUVAL PLAN 4 BUNG-HVHZ-2U *** HVHZ APPKUVED
ENDWALL DOOR & WINDOW
F-O" 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.
,11oRB Digitally signed
�,JV�O LICENSE G�`j1O by Julio
= N.. 38769 Orbe oso
�'•.- :gz Date:
' Q STATE OF
�FS'•.ORIDP..aG\�, 2021.02.09
SOryp� 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
kS PER
INSTRUCTIONS
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in
I 2, O.C.
- • ROOF
il
oB."
X*X��l
v �•'io
-,SEE HENN
DETAIL
'
I� FLOO
DECKING
@ O.C.
STUDS
TI
•
,D 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
W/ 5-10d NAILS (TYPICAL)
A SIDEWALL FRAMING
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.
OR)O B4FILLER OR (l'WOOD SUP[
2323 S. VOLUSIP
2 KING STUD
SIDEWALL DOOR & WINDOW (TYP)
SCALE: NTS MODULAR
PLANS DESIGN, CO.
L
BUNGALOW SHE - HVHZ
MODULAR PLANS DESIGN, CO.
202 DORIS DRIVE. SUITE 105 OFFICE: 863.668.1054
LAKELAND, FLORIDA FA): .fi8 8638.7118
33813 COLEQMODUTARPUWSCO.COM
— ENDWALL
SIMPSON LTS12 @ ALL TRUSS
_TO HEADER CONNECTIONS.
USE MIN (5) 10d NAIL INTO
TRUSS & (5) 10d NAILS INTO
HEADER.
P LIRE ENGINEERING, CLC
Saitt:CNFAL ECIGINf .
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:
- %s' OSB OR SHEATHING EQUIV. OR BETTER
- CORRUGATED ALUMINUM
- D4 ALUMINUM SIDING
-Y2" OR 8" 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
7ng1-nq-nR TC)P I INF FNC=7INFFRINC-, APPROVAI PLAN 9 RIINC-,-HVH7-gn *** HVH7 APPRC)VFI)
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LWI
SKID RUNNER SPACING*
WIDTHS
6'-0"
8'-0"
10'-0"
11'-8"
13'-811
A
0'-101,
0'-91,
1'-7"
2'-8"
V-10.5"
B
5111
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.
TOP LINE ENGINEERING, LLC
L STRUCTURAL ENIGINEERS
William E. Neary, III
SMP-51, SMI-79, ICC 5185040
10649 Oakview Pointe Terrace
Gotha, Florida 34734
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FLOOR SHEATHING 2-1/2" X 1/2"
THRU-BOLT
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SKIDS ATTACHED
EQUIV.
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1 1/2"
NOTCH
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FLOOR FRAMING PLAN
SCALE: 3/8" = V-0"
Digitally signed
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No.38769 _ Orbegos0
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��O STATE OF ���
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,/11NAL/Ml\���` 15:11:10-05'00' BUNGALOW SHED - HVHZ
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2323 S. VOLUSIP
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MODULAR
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MODULAR PLANS DESIGN, CO.
202 DOM DRIVE., SURE 105 OFFICE: :63.668.1DS6
LAKELAND, FLORIDA FAX: 63.688.7118
33813 COLEQMODULARPLANSCO.COM
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FLOOR SHEATHING:
PLYWOOD
P.T. PLYWOOD
T&G
- %4' P.T. T&G
CONSULTING ENGINEER
JULIO ORBEGOSO
FLORIDA
PE LICENSE #38769
2021-02-08 T0P I INF FNGINFFRING APPROVAI PLAN 4 RIINC,--FIVF17-2n *** 1-1VIH7 APPR(-)VFn
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No.38769 _
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0 STATE OF �(/� Date: 2021.02.09
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CONSULTING ENGINEER
JULIO ORBEGOSO
FLORIDA
BUNGALOW SHED - HVHZ PE LICENSE #38769
MODULAR PLANS DESIGN, CO.
MODULAR LAE.-E.-I- OPCE3W8°;ND, A.:.1s�X
PLANS DESIGN, CO. 33173 COLE@MDDLIARPLANSCO.COM
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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.
Ind
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),,
SISTER STUDS FOR 4'-0"
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William E. Neary, III
SMP-51, SMI-79, ICC 5185040
10649 Oakview Pointe Terrace
Gotha, Florida 34734
WALL SHEATHING OPTIONS:
-716" OSB OR SHEATHING EQUIV. OR BETTER
- CORRUGATED ALUMINUM
CROSS SECTION 'B' - D4 ALUMINUM SIDING
SCALE: 3/8"=r-0"-Y2"OR5/"T1-11 SIDING
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- 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
MODULAR
PLANS DESIGN, CO.
BUNGALOW SHED - HVHZ
MODULAR PLANS DESIGN, CO.
202 DORIS DRIVE.. SUITE 105 OFFICE: 863.688.1D54
LAKELAND, FLORIDA FA%: 863.688.7118
33813 COLE(OMODULARPLANSCO.COM
— ENDWALL
SIMPSON LTS12 @ ALL TRUSS
.—TO HEADER CONNECTIONS.
USE MIN (5) 10d NAIL INTO
TRUSS 8L (5) 10d NAILS INTO
HEADER.
2"X4" SOLE PLATE
2"X6" PERIMETER
.........
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No.38769 _
:�Q,C •.. STATE OF
Digitally signed by
Julio Orbegoso
Date: 2021.02.09
15:11:50-05'00'
CONSULTING ENGINEER
JULIO ORBEGOSO
FLORIDA
PE LICENSE #38769
2m-02-m TOP LINE ENGINEERING APPROVAL PLAN # BUNG-HVH7-90 *** HVH7 APPRC)VFF)
MIN. 3:12
MAX. 8:12
#2 SJPDS
@ 241 P.C.
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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: 3/8" = T-0"
TKO MXU ENGINEERING, LLG
STRUCTURAL ENGtRIEERS
William E. Neary, III
SNIP-51, SMI-79, ICC 5185040
10649 Oakview Pointe Terrace
Gotha, Florida 34734
SHED WIDTH
(6'-0", 8'-0", 10'-0", 1 V-8", 13'-8")
B ENDWALL FRAMING
A6 SCALE: 3/8" = 1'-0"
Digitally
oRsFco,,,; signed by Julio
\ Jar\CENSF' , Sl
.0-= Orbegoso
No.38769
* * = Date:
-0 . STATE OF 2021.02.0 JQ
i "tORIDP-.•'
Io.....•' �� 15:12:06
.,, / / NA� `\ \
-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.
M O D U L AR 2°�,q (N�--EE.. AURE dos OFFICE: 8. 8.105FAX4
PLANS DESIGN, CO. 33873 COLEQMOOULARPLANSCO.COM
2U2I-U1-Ub IUF LINE ENGINEEKING P IffKUVAL t'LAN 4 BUNG-HVHZ-2U *** HVHZ APPROVED
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SIMPSON STRONG DRIVE & STRAP - SD SCREW SCHDEULE
PART#1DESC.
UPLIFT
WALL FASTENER
RAFTER FASTENER
PLATE FASTENER
H1
435
6-SD9x1.5'
4-SD9x1.5'
H11Z
750
6-SD10x25'
6-SD!WZS"
RAFTER
H2A
495
5-SD9xl.5'
5-SD9xl.5'
2-SD9x1.S
H2.5A
540
5-SD9x1.5'
5-SD9xl.5'
H2.5
410
5-SD9x1S'
5-SD9x1.5'
H2.5T
545
5-SD9xl.5'
5-SD9x1.5"
H2A
495
7-SD9x1.5'
5-SD9xl.5"
H3
320
4-SD9xl.5'
4-SD9x1.5'
H4
280
4-SD9x1.5"
4-SD9x1 S'
HS
415
4-SD9xl.5'
4-SD9xl.5'
LTS-12
895
6-S139x1.5'
6-SD9xl.5'
LTS-16
1075
6-SD9xl.5"
6-SD9x1.5"
LTS-1B
1235
6-SD9xl.5"
6-SD9x1.5"
LTS-20
1215
6-SD9xl.5"
6-SD9x1.50
MTS-12
895
7-SD9xl.5"
7-SD9x1.5"
MTS-16
1075
7-SD9xl.5'
7-SD9xl.5"
MTS-18
1255
7-SD9xl.5'
7-SD9xl.5'
MTS-20
1255
7-SD9x1.5'
7-SD9xl.S
PORCH
PART#NESC.
UPLIFT
COLUMN FASTENER
RAFTER FASTENER
A21
2-SD9x1S'
2-SD9xl.5-
A23
4-SD9x1.5'
4-S09xl.5'
A33
4-SD9xl.5-
4-SD9x1.5'
BTM PLATE
PART#/DESC.
UPLIFT
WALL FASTENER
FLOOR FASTENER
LSTA-16
1235
7-SD9x1.5"
7-SD9x1.5'
TIE -DOWNS
PART#/DESC.
UPLIFT
WALL FASTENER
FLOOR FASTENER
20GA.1-1/4' WIDE
4725
7-SD9x1.5"
518'x30-ANCHOR
1 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
H!
400
6-8dxl/5"
43d
H11Z
750
6-16dx2.5"
6-16dx25'
H2A
495
5-8dx7.5'
6•8dxl.5'
23dx1.5'
H2.5A
535
-
5.8d
53d
1-125
410
53d
5.8d
H2.5T
545
53d
S-8d
H2A
495
7-Bdx7.5'
53dc1.5"
RAFI-ER(B)
H3
320
43d
43d
H4
235
4.8d
43d
H5
265
43d
43d
LTS-12
620
6-10dx1.5"
6-10dxl.5'
LTS-16
620
6-10dx1S'
6-10dx1.5'
LTS-18
620
6-10dx1.5'
6.10dxl.5"
LTS-20
620
6-10dx1S'
6.10dx1 S'
MTS-12
860
7-10dx1.5'
7-10dx1S'
MTS-16
860
7-10dx1.5"
7-10dx1.S
MTS-18
860
7-10dx1S'
7-10dxl.5'
-
MTS-20
860
7-10dxl.5"
7-10dx1S'
PORCH
PARTWDESC.
UPLIFT
COLUMN FASTENER
RAFTER FASTENER
A21
245
2-1Ddx1S'
2-1Ddx1.5E
A23
585
4-10dxl.5'
4-1Ddx1S'
A33
750
4-1Od
4-1Dd
BTM PLATE
PARTWDESC.
UPLIFT
WALL FASTENER
FLOOR FASTENER
LSTA-18
1110
7-10d
7-10d
HEADER (D)
PART#/DESC.
UPLIFT
STUD FASTENER
HEADER FASTENER
TP-35
N/R
F3'x0.131'
S'3'x0.131"
HP40,41,807
25
S-3"x0.131'
S'3'x0.131'
TIE -DOWNS
PARTI#DESC.
LIFT
J25
WALL FASTENER
FLOOR FASTENER
20GA. 1-1/4' WIDE
7-10dxl.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'-O' SPAN.
PRODUCT OPTIONS
PRODUCT CAT.
SUB. CATEGORY
MANUFACTURER
MODEL/DESC.
STATE OF FL APPROVALP
PANEL WALLS
SIDING
JAMES HARDIE
5116'CEDAR
FLM 13223.1
PANEL WALLS
SIDING
JAMES HARDIE
5/18 STUCCO
FLIk 132232
PANEL WALLS
SIDING
ADVANCED ALUM.
0.19GA
FL#*23138.1
PANEL WALLS
SIDING
PLY GEM
X
FL#: -
PANEL WALLS
SIDING
ADVANCEDALUM.
X
111131.1
PANEL WALLS
SIDING
SIMPSON LUMBER
X
FL#: -
EXTERIOR DOORS
SWINGING EXT
EAGAN
E1HDL
FLtk. 12820-R3
EXTERIOR DOORS
SWINGING EXT
CROFT
2009-LITE
FL#: -
WINDOWS
SINGLE HUNG
CROFT
VERT SLIDER
FL#: 10853-R5
WINDOWS
SINGLE HUNG
CROFT
VERT SLIDER
FL#: 15527-RS
WINDOWS
SINGLE HUNG
CROFT
VERTSLIDER
FL#: 16082-R3
WINDOWS
SINGLE HUNG
CROFT
VERT SLIDER
FL#: 16153-Rl
WINDOWS
HORIZ- SLIDER
CROFT
HORIL SLIDER
FL#:27202
WINDOWS
HORIZ- SLIDER
CROFT
HORIZ- SLIDER
FLA 28822
WINDOWS
HORIZ.SLIDER
CROFT
HORIZ- SLIDER
FL#: 30848
- �J:"Your"•::O s
bigitally signed by
Julio Orbegoso
Date: 2021.02.09
€15:13:28-05'00'
FASTENING SCHEDULE
(FBC TABLE 2304.10.1)
CONNECTION
FASTENING
CONNECTION
24. BUILT-UP GIRDER AND BEAMS
20d COMMON (4-X 0.192-) AT 32" O.C.
3' XO.131 NAILSAT24'O.C.
FACE NAIL AT TOP AND BOTTOM
STAGGERED ON OPPOSITE
1. JOIST TO SILL OR GIRDER
3- 8d COMMON (21Y2- X 0.131�
TOENAIL
3 - 3' 14 GAUGE STAPLES
3" 14 GAUGE STAPLES AT 24" O.C.
2-2Dd COMMON (4-X 0.192-)
SIDES
2. BRINGING TO JOIST
2- 8d COMMON (2112- X 0.131")
TOENAIL EACH END
2 - Btl COMMON (211T 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 .6' SUBFLOOR OR LESS TO EACH JOIST
2 - 8d COMMON (21/2-X 0.131-)
FACE NAIL
25. 2' PLANKS
1 Sd COMMON (3112" 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
3-1Dd COMMON (3- X 0.148) 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 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.
27. JACK RAFTER TO HIP
3 - I Od COMMON (3- X 0.148)
TOE NAIL
3' 14 GAUGE STAPLES AT 12" O.C.
X 0.131 NAILS
4 - 3'14
SOLE PLATE TO JOIST AT BLOCKING AT
3 - 16d COMMON (3 112' X D.135") AT 16-O.C.
4 - 3" GAUGE STAPLES
BRACED WALL PANEL
4 - 3" X 0.131' NAILS AT 16"O.C.
BRACED WALL PANEL
COMMON (3 X 0.162')
4 - 3" 14 GAUGE STAPLES AT 16" O.C.
3 - 36X
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 (31/2" 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
4-8tl COMMON (210X 0.131-)TOE
NAIL
4 - 3' X 0.131 NAILS
3- 3'14 GAUGE STAPLES
2-16tl COMMONX0.162�
3 - 3' X 0.131' NAILSLS
FACE NAIL
2 -16d COMMON (312' X 00.162-)3
- 3' 14 GAUGE STAPLES
3 - 3' X 0.131' NAILS
3 - 3' 14 GAUGE STAPLES
END NAIL
29. JOIST TO BAND JOIST
3 - 16tl COMMON (312- X 0.135')
FACE NAIL
4-3'X0.131'NAILS
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 8 O.C.
30. LEDGER STRIP
3 -16d COMMON (3 1/2- X 0.162-)
FACE NAIL AT EACH JOINT
3' 14 GAUGE STAPLES AT 8' O.C.
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 8" O.C.
31. WOOD STRUCTURAL PANELS AND
112" AND LESS 6d (C,I,O)
PARTICLEBOARD (B) SUBFLOOR, ROOF AND
L (N)
DOUBLE TOP PLATES
8- 16d COMMON (3 112" X 0.135") AT 16-1
O.C.
LAP SPLICE
WALL SHEATHING (TO FRAMING)
3/4-16 GAUGE (0)
12-3"X0.131"NAILS AT 180.C.
19/32'T0314- Bd(D)OR 6d (E)
12 - 3" 14 GAUGE STAPLES AT 16" O.C.
SINGLE FLOOR (COMBINATION SUBFLOOR-
2 318"X0.113" NAIL(6"O.C.
2' 16 GAUGE (P)
EDGES AND _
RM
4' O.C. AT COMPONENT ANDEDIATE,
11. BLOCKING BETWEEN JOISTS OR RAFTERS
3 - Sd COMMON (2112-X 0.131E)
TOENAIL
TO TOP PLATE
3 - 3" X 0.131E NAILS
UNDERLAYMENT TO 19/32" TO 3/4" FRAMING
))
CLADDING EDGE STRIP #ZONE 3
3 - 3' 14 GAUGE STAPLES
1l18l8"OTO 1 1/4' 10d((D) OR.(D)
314"AND LESS 6d((C))
REFER TO FIG. 305-1 OF ASCE
( 7)
12 RIM JOIST TO TOP PLATE
8d COMMON (211T X 0.131-)AT 6"O.C.
TOENAIL
3" X 0.131" NAILS AT 8 O.C.
718' TO 1- Bd(C)
3' 14 GAUGE STAPLES AT 8 O.C.
1 118 TO 1 1/4' 10d(D) OR Sd(D)
13. TOP PLATES, LAPS AND INTERSECTIONS
2 -16d COMMON (3 112' X 0.16n
'
FACE NAIL
32 PANEL SIDING (f0 FRAMING) (Q)
112' OR LESS 6tl (F)
3-3 X O.131' NAILS
3 - 3' 14 GAUGE STAPLES
518" 8d(F)
14. CONTINUOUS HEADER, TWO PIECES
16d COMMON (3112' X 0.1
16' O.C. ALONG EDGE
33• FIBERBOARD SHEATHING (G,Q)
1/2-AND LESS N11 GAUGE ROOFING
NAIL(H) 6d COMMON NAIL
GAUGE
I
15. CEILING JOISTS TO PLATE
3 -16d COMMON (3 1/2" X 0.131')
TOE NAIL
5-3 ' X 0.131' NAILS
25132" STAPLE () NO. 11 GAUGE
6-O.C. EDGES AND INTERMEDIATE
3 - 3. 14 GAUGE STAPLES
NAIL(H) Btl COMMON NAIL
112"NO. 16
G
GAUGEE SSTATA') PLE (I)
16. RIM JOIST TO TOP PLATE
4 -8d COMMON (2 112-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
1/4'
(SEE TABLE 2308.10.4.1)
4 - 3" X 0.131' NAILS
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.
B. NAILS SPACED AT 61NCHES ON CENTER ON CENTER AT EDGES, 12 INCHES AT INTERMEDIATE SUPPORTS EXCEPT 61NCHES AT
(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 PANEL AND PARTICLEBOARD DIAGRAMS
4 - 3' 14 GAUGE STAPLES
AND SHEAR WALLS, REFER TO SECTION 2305. NAILS FOR WALL SHETHING ARE PERMITTED TO BE COMMON, BOX OR CASING.
C. COMMON OR DEFORMED SHANK (6d - 2 1/2'x 10d-3'x0.148).
EDE ORMEI)6d 2 K•6d32 0?13 Btl0131 0' 31 Od
19. RAFTER TO PLATE
3 -Btl COMMON (2112' X 0.131'
TOE NAIL
LS
3 - 3' 143-3 0GAUGE STAPLES
-- x0.1481".
Y( ( )
ANT
G. FASTENERS SPACED 3 NCIHES ON CENTER AT1EXfERIOR EDGESIAND 6 WCHE16 ON�CENTERAT•INTERM DIATE SU�PORTS, WHEN
USED AS STRUCTURAL SHEATHING. SPACING SHALL BE 6INCHES ON CENTER ON THE EDGES AND 121NCHES ON CENTER AT
INTERMEDIATE SUPPORTS, WHEN USED FOR NONSTRUCTURAL SHEATHING.
20. 1" DIAGONAL BRACE TO EACH STUD & PLATE
2 - 8d COMMON (2112-X 0.131-)
FACE NAIL
2- 3' X 0.131' NAILS
HSHEATHOINIGN-RESISTANT ROOFING NAILS WITH 7NS DIAMETER HEAD AND 1 12' LENGTH FOR 12' SHEATHING AND 1 314E LENGTH FOR
3 -3' 14 GAUGE STAPLES
1. CORROSION -RESISTANT STAPLES WITH NOMINAL 7118 CROWN OR 1" CROWN AND 1 1/4' LENGTH FOR 112 FOR 253Z" SHETHING
PANEL SUPPORTS AT 18 (2D- IF STRENGTH AXIS IS THE LONG DIRECTION OF THE PANEL, UNLESS OTHERWISE MARKED).
K. PANEL SUPPORTS AT 24'. CASING OR FINISH NAILS SPACED AT 6 INCHES ON PANEL EDGES, 12INCHES AT INTERMEDIATE SUPPORTS.
L. FOR ROOF SHEATHING APPLICATIONS, 8d NAILS (2112' x 0.113") ARE THE MINIMUM REQUIRED FOR WOOD STRUCTURAL PANELS.
M. STAPLES SHALL HAVE A MINIMUM CROWN WIDTH OF 7/16'.
N. FOR ROOF SHEATHING APPLICATIONS, FASTENERS SPACED AT 4 INCHES ON CENTER AT EDGES, 81NCHES AT INTERMEDIATE
21. 1' B" SHEATHING TO EACH BEARING
3-8d COMMON (21YT X 0.131")
FACE NAIL
22 WIDER THAN 1'X8' SHEATHING TO EA.BEARING
3-8d COMMON (21/2"X 0.131-)
FACE NAIL
23. BUILT-UP CORNER SUDS
16d COMMON (3 112' X 0.162-) MIN.
24" O.C.
3' X 0.131' NAILS
18 O.C.
SUPPORTS.
3" 14 GAUGE STAPLES
16" O.C.
O. FASTENERS SPACED AT 41NCHES ON CENTER AT EDGES, B INCHES AT INTERMEDIATE SUPPORTS FOR SUBFLOOR AND SHEATHING
31NCHES ON CENTER AT EDGES, 6 INCHES AT INTERMEDIATE SUPPORTS FOR ROOF SHEATHING.
P. FASTENERS SPACED AT 41NCHES ON CENTER AT EDGES, 8 INCHES 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)
I 112E AND LESS
I 2' X 0.092E RING SHANK NAIL
S FROM EDGE, 10" O.C.
~� TOP LINE ENGINEERING, LLC
STRUCTURAL ENGINEERS
William E. Neary, III
SMP-51, SMI-79, ICC 5185040
10649 Oakview Pointe Terrace
Gotha, Florida 34734
3'-
MODULAR
PLANS DESIGN, CO.
CONSULTING ENGINEER
JULIO ORBEGOSO
FLORIDA
BUNGALOW SHED - HVHZ PE LICENSE #38769
MODULAR PLANS DESIGN, CO.
202 DOHS DRIVE., SURE 105 OFFICE: 863.688.105E
LAKELAND, FLORIDA FAX:863.688.7118
COLEQMODUL 33813 ARPLANSCO.COM
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