HomeMy WebLinkAboutProject Information,�?j Dom, flc1367 1,
Infonw ion
1j!W!%ff-Vj;jUTO Build On
Engineering • Consulting • Testing
June 5, 2015
Mr. Jim Richmond k�3 �, , '", U."N
Florida Department of Business and Professional Regulation
Manufactured Building Program' 12
1940 North Monroe Street
Suite 90A
Tallahassee, Florida 32399-0772
-Z-6C r ,q
RE: Plan Approval: Residential Lawn Storage Shed
Manufacturer: Superior Sheds, Inc.
Plan Number: SSI-2220 2014
Dear Mr. Richmond,
Pursuant to the. requirements of the Florida Department of Business and Professional
Regulations, the above referenced documents have been reviewed for compliance with:
2014 Florida Building Code, 5th Edition
2011 National Electrical Code (NFPA-70)
2014 Florida Fire Prevention Code
These plans comply with Florida Product Approval Rule 61 G20-3.006 (FAC)
A signed and sealed set of plans are maintained on file in the Third Party Agency office
of PSI.
All mandatory comments have been satisfied and plans are approved for construction by a
modular building manufacturer that is currently approved by the Department of Business
and Professional Regulations.
If you have any questions or require my assistance in any way, please do not hesitate to
contact me.
Respectfully submitted,
yltl�� g
117�William E. Neary,
Department Manager
Modular Facilities Division
Copy to: Copy to: Ms. Raquel Gibson — rQibson _superiorsheds.com
Professional Service Industries, Inc. • 1748 331" Street . Orlando, FL 32839 • Phone 407/304-5560 . Fax 407/304-5561
FL Engineering Business 3684
PSI APPROVAL 2015-06-02
SUPERIOR SHEDS INC.
SINGLE -WIDE MODEL -A DBPR #SSI-2220
Building Code
2014 FBC, 61' Edition, 2011 NEC
2014 Florida Fire.Prevention Code
Electrical Code
Building Type'
Residential Lawn Storage Shed
Manufacturer
Superior Sheds Inc.
Agency
Professional Service Industries
Agency Plan Number
#SSI 2220
Construction Type
V-B
Fire Protection
B
Fire Suppression System
NO
Occupancy
Storage Shed
Number,of Occupants
0
Allowable # of Stories
0
Wind Velocity
180 m h Exposure _ C
Fire Rating of Exterior Walls
N/A
Floor Live Load
75 sf / 125' sf(o tional
Floor Dead Load
8-psf
Roof Live Load
20:psf
Roof Dead Load
8 psf
"R" Rating of Floor, Wall, and Roof
' R=N/A,._R-N/A, .R N/A
Modules per Building
1
Square footage
Up_t) 66.0 Ft2.
Approved for Hurricane Protection Usage
NO
Designed for Hurricane Public Shelter
NO
HVHZ Approved
N/A
Mp%dF Information
bBuild On
Ea M.,fng • Consulting • 7L.H g
CODE REVIEW - - .
Professional Service Industries
1748 33rd Street
Orlando, Florida 32839
Plan Reviewer: William E. Neary, III
ICC # 6186040
LA #000406
FL SMI-79, SMP-61
rmatio
PSI APPROVAL 2015-06-C �" •ToB�urldOin'
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GENERAL NOTES:
•1. ALL BUILDINGS FROM 0 SI MID 720 Ga Fr. ARE E)a3APT FROM WP1040RNEZEHRIS ORAOT
STANDARO PEA FIORMA STATURE.
1. ALLSUILDOIOS FROUOSO. FT. TO 40080. F71 ARE FOR USE WITH ONE ANDiWO FAMILY
RESIOENCESAREEXENPTFROM WMHEKWREOUREA(ENTB PERIHE FBI
3. ALLCOAL INERQSUMNIGS AS WELL AS RESIOSKM BULDI NS401 SI FT.OR GREATER
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SHED DESIGN LOAD REQUIREMENTS FOR THE:
2014 FBC.eh Edltlon, 2011 NEC, 20U FFPC
I hereby eerDb that I have reviewed these plans Gong wit(i el[Uidl g Iretedds and
components used In the manufeehuing of the sheds The material end components edher
have a Flodda Product Approval as required by the Rudder BuBd17g CommLvsl
orwere analyzed Icing the VA Stress Design. All materials and Dol^Por,%_ r wftb tlu
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PSI APPROVAL 2015-06-02
Design Calculations for Sinale Wide Mode1-A DCA# SSI-2220 Shed for Superior Sheds, Inc.
I7mft�+;hifonnation.
ftlEAU.ToBuild On
Project Single Wide Model -A DCA #SSI--2220 Engineering . ConsuWng - R-nng
Prepare Frank A. Cleaton, Jr.
Davis & Cleaton Engineering, Inc.
260 Wekiva Springs Road, Suite 1060
Longwood, FL 32779
PE #35816
Date: May 6, 2015
Structural Notes:
CODE REVIEW
Professional Service Industries
1748 33rd Street
Orlando, Florida 32839
Plan Reviewer: William E. Neary, III
ICC # 6186040
LA #000406
FL SMI-79, SMP-61
Description:
This is a skid mounted shed constructed of wood with metal Simpson connectors. The sheds are constructed to
pre -determined dimensions. The pre -determined dimensions are as follows:
Width
Width
Length
Wall Height
(Ft.)
(Ft.)
(Ft.)
(Ft.)
6
6'-0"
40'-0" (Max.)
5'-0" to T-0"
8
V-0"
40'-0" (Max.)
5'-0" to 7'-0"
10
10'-0"
40'-0" (Max.)
5'-0" to T-0"
11.667
11'-8"
40'-0" (Max.)
5'-0" to 7'-0"
13.667
13'-8"
40'-0" (Max.)
5'-0" to 7'-0"
scope:
Provide structural calculations for an 13'-8"x40'-0"x7-0" high wall shed to be able to withstand
erection, dead, live, wind and snow loading conditions.
Design Criteria:
Design Code: 2014 FBC - Residential, Section R101.2 & Building, Chapter 16
(Note: Design loads were obtained in accordance with ASCE 7-10 (American Society
of Civil Engineers Minimum Design Loads for Buildings and Other Structures)).
Design Parameters:
Basic Wind Speed = V„i,. =
180 MPH (3-Sec. Wind Speed)-,,"'
Basic Wind Speed = Vim,
140 MPH
,� •
��
Risk Category:
I
~ .a
c -
Building Category:
Building Type:
Accessory Structure
Construction Type:
VB
Wind Exposure:
" C'1 ♦ ap'9 oc_ ��M1J. yam.
Page 1 of 10
saao5o4;�.
PSI APPROVAL 2015-06-02
Resian Calculations for Sina/e Wide Model -A DGA# SSh222Q Shed
I
for Superior Sheft lnc.
Applicable Internal Pressure Coefficient: +/- 0.18
i
Code Requirements:
Risk Category: I (Per Table 1604.5)
Shed Model: Single Wide Model - DCA# SSI 2220
Summary of Design Pressures on Shed:
Walls:
Design Pressure = -34.05 PSF
Design Pressure = 41.95 PSF
Roof:
Design Pressure = -56.45 PSF
Design Pressure = 14.30 PSF
Design Properties of Shed:
Roof Pitch = 5 :12 =
22.62 Degrees
Dimensions of Shed Being Designed:
Length = 40.00 Ft.
Width = 13.67 Ft.
r��i I fonnation
/�'�® XoBuild On
Height = 7.00 Ft.
fibgIneerm9 0 co—wng 0 R-Ung
CODE REVIEW
Mean Roof Height = 9.85 Ft.
Professional Service Industries
1748 33rd Street
Determine Wind Loads on Shed:
Orlando, Florida 32839
Plan Reviewer: William E. Neary, III
ICC # 6186040
Total Wind Load on Walls of Shed =-9,534.00 Lbs.
LA #000406
FL SMI-79, SMP-61
Total Wind Load on Walls of Shed = 11,746.00 Lbs.
Total Wind Load on Roof of Shed =-30,859.33 Lbs.
Total Vertical Wind Load on Roof of Shed =-11,849.98 Lbs.
Total Horizontal Wind Load on Roof of Shed =-28,483.16 Lbs.
Page 2 of 10
PSI APPROVAL 2015-06-02
Determine Location of 4" x 4" Runners:
Distance Between Floor Joists =
Distance Between Interior Floor Runners =
Distance Between Exterior Floor Runners =
Distance from Sides to Center of Shed =
Distance Between Interior and Exterior Floor Runners =
Distance Between Exterior Floor Runners and Sides of Shed =
Total Width of Shed =
Determine Weight of Shed:
Construction of Floor System:
Floor Joists Spacing = 2 Ft.
The floor system consists of 2" x 6" #2 S.Y.P. floor joists spaced at 2'-0" on centers.
The floor system consists of (4) Longitudinal 4" x 4" #2 S.Y.P. (P.T.) Runners.
The floor system consists 3/4 plywood floor sheathing/covering.
Construction of Side Wall System:
2 Ft.
6.92 Ft. X3 6' -11"
9.92 Ft. XZ 9' -11"
6.83 Ft.
1.50 Ft.
1.875 Ft. X1 1'-101/2"
13.67
Wall Stud Spacing = 2 Ft.
The wall system consists of 2" x 4" #2 S.Y.P. studs spaced at 2'-0" on centers. %%�L+: h2fOn�lQtiOn
if'r`�� .ToBuild On
The wall system consists of 4" x 4" #2 S.Y.P. headers. awl—rhm • co hq • T—Uns
The wall system consists of 2" x 4" #2 S.Y.P. sills. CODE REVIEW
Professional Service Industries
The wall system consists of 1 x 4" #2 S.Y.P. Bridging. (2 Rows) 1748 33rd Street
Orlando, Florida 32839
The wall system consists 4" aluminum siding. Plan Reviewer: William E. Neary, III
ICC # 6186040
LA #000406
Construction of End Wall System: FL SMI-79, SMP-61
Wall Stud Spacing = 2 Ft.
Page 3 of 10
PSI • •••O• I 1• I_
VesidnCakulaOnsforn• Wide fiftd1 I / • •r SimerjorShvdshm
The wall system consists of 2" x 4" #2 S.Y.P. studs spaced at 2'-0" on centers.
i
The wall system consists of 4" x 4" #2 S.Y.P. headers.
The wall system consists of 2" x 4" #2 S.Y.P. sills.
The wall system consists of 1 x 4" #2 S.Y.P. Bridging. (2 Rows)
The wall system consists 4" aluminum siding.
Construction of Roof System:
Roof Truss Spacing = 2 Ft.
Typical Trussed Roof System with Shingles:
Determine Overturning of Shed:
Overturning Moment From Wind Load = 124,630.79 Ft.-Lbs.
=;.'Infonnation
Determine Tension Load on Ground Anchors: JoBuild On
awlne ft • Consulting • T—Ung
Total- Uplift Load on Each Side of Shed = 9,408.35 Lbs. CODE REVIEW
Professional Service Industries
Breaking Strength of Ground Anchor = 4,725 Lbs. 1748 33rd Street
Safe Factor = 2 Orlando, Florida 32839
ry Plan Reviewer: William E. Neary, III
ICC # 6186040
Tension Capacity of Ground Anchor = 2,362.50 Lbs. LA #000406
FL SMI-79, SNIP-61
Tension Capacity of 1/2" Bolt = 3,743.60 Lbs.
Design Tension Capacity of Ground Anchor = 2,362.50 Lbs.
Number of Ground Anchors Required on Each Side of Shed = 3.98
Use: 5 Anchors on Each Side of Shed
Spacing of Ground Anchors = 10 Ft.
i
Therefore, Use Ground Anchors with 2,000 Lbs. (Min.) Capacity @ 10'-0" on Center on Each Side of Shed.
Determine Attachment to Concrete:
Total- Uplift Load on Each Side of Shed = 9,408.35 Lbs.
Page 4 of 10
PSI APPROVAL 2015-06-02
Demw Calculations for Sing& Wide MadebA DCA# SS1- IM Shed for Superior Sheds. Inc:.
Capacity of Wedge Anchor = 870 Lbs.
Tension Capacity of 1/2" Bolt = 3,743.60 Lbs.
Capacity of Simpson A-24 = 870 Lbs.
Design Tension Capacity Attachment to Concrete = 870 Lbs.
Number of Concrete Anchors Required on Each Side of Shed = 10.81
Use: 11 Anchors on Each Side of Shed
Spacing of Ground Anchors = 4 Ft.
Therefore, Use Concrete Attachments with 870 Lbs. (Min.) Capacity @ 4'-0" on Center on Each Side of Shed.
Determine Design Loads:
Design Loads:
Floor Loads:
Dead Load =
Live Load =
Roof Loads:
Dead Load =
Live Load =
Wind Loads:
Positive =
Negative =
Wall Loads:
Dead Load =
Wind Loads:
Positive =
Negative =
i
8 PSF
75 PSF
5 PSF
20 PSF
14.30 PSF
ram® h for�nalioJa
��A .ToBuild On'
. y•co Mw. 7bsffng
-56.45 PSF
CODE REVIEW
Professional Service Industries
1748 33rd Street
Orlando, Florida 32839
7 PSF
Plan Reviewer: William E. Neary, III
ICC # 6186040
LA #000406
FL SMI-79, SMP-61
41.95 PSF
-34.05 PSF
Page 5 of 10
PSI APPROVAL 2015-06-02
End Wall Loads:
Dead Load = 7 PSF
Wind Loads:
Positive = 41.95 PSF
Negative = -34.05 PSF
Determine Lifting Load:
Total: 6,560.00 Lbs.
Summary of Design Loads:
Total Lifting Load = 6,560.00 Lbs.
Floor Load (DL + LL) = 83 PSF
Roof Load (DL+LL) = 25 PSF
Roof Load (DL+(+WL)) = 19 PSF
Roof Load (DL+(-WL)) = -51 PSF
Wall Load:
Lateral = 41.95 PSF (Positive)
Lateral = -34.05 PSF (Negative) %�vhZfor��Zation
WamAF MoBuild On
Eagfneering • co —lung • r"Ung !
Check Member Capacity: CODE REVIEW
Floor System: Professional Service Industries
1748 33rd Street
Size Floor Joists: 2" x 6" #2 S.Y.P. (P.T.) Orlando, Florida 32839
Plan Reviewer: William E. Neary, III
Spacing = 2 Ft. ICC # 6186040
LA #000406
Design Load = 166 Lbs./Ft. FL SMI-79, SMP-61
Span = 6.92 Ft.
Capacity of Floor Joists & Floor Sheathi6g'= 170 Lbs./Ft.
Capacity of Floor Joists = 170 Lbs./Ft. >
166.0 Lbs./Ft. O.K.
Page 6 of 10
PSI APPROVAL 2015-06-02
Dolan_Calculation_s for Sing& W/,ts�Le Mo�la!_�_QOA S#_ S1-2220 Shed for Sunerior Sheds. Inc:
i
Check Deflection:
Defl. = 5wO/384EI = 0.257 In. < 0.346 In. O.K.
Allow. Defl. = U240 = 0.346 In.
Determine Attachment of Floor Joists to Runner:
Type Connector: Strap
Connector: Simpson HS-24
Spacing = At each connection of floor joist to runner
Load = 587.23 Lbs.
Capacity = 605 Lbs. > 587.23 Lbs. O.K.
Therefore, Simpson HS-24 are Acceptable.
Wall System:
Size Wall Studs:
2" x 4" #2 S.Y.P.
����+� h2fonnation
Ll'r`�� .ToBuild On
Spacing =
2 Ft.
Engineering . consUMM . Yesnng i
Applied Loads:
CODE REVIEW
Professional Service Industries
Vertical =
135 Lbs./Ft,
1748 33rd Street
Orlando, Florida 32839
Lateral =
-34.06 PSF
Plan Reviewer: William E. Neary, III
ICC # 6186040
Design Loads:
LA #000406
FL SMI-79, SMP-61
Vertical (Axial) =
270 Lbs.
Lateral (Bending) =
-68.10 Lbs./Ft.
Capacity of Stud Wall:
Vertical (Axial) =
3,707.81 Lbs.
> 270 Lbs. O.K.
Lateral (Bending) =
1,853.91 Lbs./Ft.
> -68.10 Lbs./Ft. O.K.
Determine Attachment of Wall Studs to Floor Joists:
Type Connector:Strap
Page 7 of 10
!
Gesian Calculations
PSI APPROVAL 2015-06-02
for Single Wide Modem DCA# SAL--2220 Shed for Superior Sheds, Inc:
Connector:
Simpson LSTA-18
Spacing =
At each wall stud.
Load =
771.48 Lbs.
Capacity =
1,235 Lbs. > 771.48 Lbs. O.K.
Therefore, Simpson LSTA-18 are Acceptable.
Roof System:
Size Roof Members:
2" x 4" #2 S.Y.P.
Spacing =
2 Ft.
Number of Roof Trusses =
21
Dead Load + Live Load =
50 Lbs./Ft.
Wind Load =
-112.90 Lbs./Ft.
Max. Span =
6.83 Ft.
Allow. Bending Stress =
1,500.00 PSI
Section Modulus =
3.06 In.3
Allow. Moment =
382.875 Ft.-Lbs.
Capacity of Roof Trusses =
65.60 Lbs./Ft. > 50 Lbs./Ft. O.K.
Check Deflection:
Defl. = 5wO/384EI =
0.286 In. < 0.342 In. O.K.
Allow. Defl. = U240 =
0.342 In.
Determine Reaction @ Each End from Wind Pressure:
R = 771.48 Lbs.
Plate Type: MII-20
Size Plate: 3" x 5"
Type of Wood Used for Trusses = #2 S.Y.P.
Page 8 of 10
ffiJeAWE,
hzfonnation
ToSuild On
Ers l—ring • r--- Bng • 7baung
CODE REVIEW
Professional Service Industries
1748 33rd Street
Orlando, Florida 32839
Plan Reviewer: William E. Neary, III
ICC # 5186040
LA #000406
FL SMI-79, SMP-61
' I
PSI APPROVAL 2015-06-02
6
Dedda Calculations for Male Wide Model -A DCA# SSI 2220 Shed for Superior Sheds. lnc.
Design Lateral Resistance of Pressed Plates = 184 PSI
Design Shear Capacity of Pressed Plate = 2,760.00 Lbs.
Design Shear Load = 771.48 Lbs. < 2,760.00 Lbs. O.K.
Therefore Trusses @ 2'-0" on center is Acceptable with Collar Ties Attached with 3"x5" (Min.)
M1120 Plates @ Each End.
;I .11fomiation .
Design Connection Cad Junction of Wall and Roof: ToBuild On
Engfneerfng • Con Why • T—Ung
All of the connectors for the roof trusses are pressed plates: CODE REVIEW
Plate Type: MII-20 Professional Service Industries
1748 33rd Street
Size Plate: 3" x 5" Orlando, Florida 32839
Plan Reviewer: William E. Neary, III
Area = 15 In.2 ICC # 6186040
LA #000406
Type of Wood Used for Trusses = #2 S.Y.P. FL SMI-79, SMP-61
Design Lateral Resistance of Pressed Plates =
Design Shear Capacity of Pressed Plate =
Shear from Wind Load = 385.74 Lbs.
Shear from Dead Load = 170.83 Lbs.
Design Shear Load = 556.58 Lbs.
Therefore 3" x 5" MII-20 Pressed Plate is Acceptable.
Desian Connection A Ridge of Roof:
Shear from Wind Load =
Design Shear Load =
1356.34 Lbs.
1356.34 Lbs.
Therefore 3" x 5" MII-20 Pressed Plate is Acceptable.
184 PSI
2,760.00 Lbs.
Design Connection Q Each End of Truss of Roof:
Shear from Wind Load = 678.17 Lbs.
Design Shear Load = . 678.17 Lbs. <
2,760.00 Lbs. O.K.
2,760.00 Lbs. O.K.
2,760.00 Lbs. O.K.
Page 9 of 10
I
PSI APPROVAL 2015-06-02
' lCakulatign • ! • J 1 ! • • / I / •tot Superiar Sheds,Inc.
Therefore 3" x 5" Mll-20 Pressed Plate is Acceptable.
Design Attachment for Exterior Wall Sidina:
Design Pressure =
Tributary Width =
Design Load on Wall =
Size Fastener: #9-15 x 1"
Ultimate Pull Out =
Design Capacity of Screw =
Fastener Spacing =
41.95 PSF
2.00 Ft
587.30 Lbs.
Screws
r'%,g—ft ;I Infonnation
&F.M ToBuild On
Engf—rft • Cc—lBng • Testing
CODE REVIEW
Professional Service Industries
9748 33rd Street
Orlando, Florida 32839
Plan Reviewer: William E. Neary, III
ICC # 6186040
LA #000406
FL SMI-79, SMP-61
571 Lbs. Considering 1" thread penetration into 2"x4"
142.75 Lbs.
0.59 Screws/Lin. Ft of Wall Height
Therefore #9-15 x 1" Screws Spaced 6" on center (Max.) with 1" (Min.) Thread Penetration Into 2"x4".
Design Attachment for Roof Sidina:
Design Pressure =
Tributary Width =
Design Load on Wall =
Size Fastener: #9=15 x 1"
Ultimate Pull Out =
Design Capacity of Screw =
Fastener Spacing =
56.45 PSF
2.00 Ft.
112.90 Lbs./Ft.
Screws
571 Lbs. Considering 1" thread. penetration into 2"x4"
142.75 Lbs.
0.79 Screws/Lin. Ft. of Wall Height
Therefore #9-15 x 1" Screws Spaced 4" on center (Max.) with 1" (Min.) Thread Penetration Into 2"x4".
Page 10 of 10