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PSI APPROVAL 2015-06-0216 File, COPY
t?esi in Calculations far Sia&Nde Model A DCA#SSl:2220 Shed far,Suge�rioter Abak.Inc.
Project Single Wide Model A DCA#SSI--2220
�x Information
�" To Build On
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Prepart Frank A.Cleaton r Jr. CODE REVIEW
Professional Service Industries
Davis&Cleaton g En ineerin ,Inc. 1748 33rd Street
g Orlando,Florida 32839
260 Wekiva Springs Road,Suite 1060 Plan
d Reviewer.r.William I—Neary,III
Longwood,FL 32779 LA#000aas
PE#35816 FL SMl-79,SMP-51
Date: May 6,2015
Structural Notes:
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 8'-0" 40'-0"(Max.) V-0"to T-0"
10 10'-0" 40'-0"(Max.) 5'4"to 7'-0"
11.667 11'-8" 40'-0"(Max.) 5'-0"to T-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„lt— 180 MPH(3-Sec.Wind Speed).,
Basic Wind Speed=VeSd= 140 MPH Risk Category: I
BuildingCategory: I a =
Building Type: Accessory Structure
Construction Type: VB
Wind Exposure: live
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Page 1 of 10 , 9
PSI APPROVAL 2015-06-02
DoiQttC&UM- M for Sing,�Q ode Model-A DCA9 M M Shed for-Superiar Sheds. Inc.
Applicable Internal Pressure Coefficient: +/- 0.18
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.
Height= 7.00 Ft. ; Irformabon
vi oBuild 0n
Awfi-4-C.-MV-*"0
Mean Roof Height= 9.85 Ft. cove REVIEW
Professional Service Industries
1748 33rd Street
Orlando,Florida 32839
Plan Reviewer.William E.Neary,III
Determine Wind Loads on Shed: Icc#5t9W40
LA Iw00409
FL SMI-79,SMP51
Total Wind Load on Walls of Shed= -9,534.00 Lbs.
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= -118849.98 Lbs.
Total Horizontal Wind Load on Roof of Shed= -28,483.16 Lbs.
Page 2 of 10
PSI APPROVAL 2015-06-02 •
. Design Calculations for Single Wide Mode!-A DCA#SS1-2220 Shed for Su er�ioRr Sheds. lnc.
Determine Location of 4"x 4"Runners:
Distance Between Floor Joists= 2 Ft
Distance Between Interior Floor Runners= 6.92 Ft. X3 6'-11"
Distance Between Exterior Floor Runners= 9.92 Ft. X2 9'-11"
Distance from Sides to Center of Shed= 6.83 Ft.
Distance Between Interior and Exterior Floor Runners= 1.50 Ft
Distance Between Exterior Floor Runners and Sides of Shed= 1.875 Ft. X, 1'-101/2"
Total Width of Shed= 13.67
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:
Wall Stud Spacing= 2 Ft.
The wall system consists of 2"x 4"#2 S.Y.P. studs spaced at 2'-0"on centers.
The wall system consists of 4"x 4"#2 S.Y.P. headers.
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The wall system consists of 2"x 4"#2 S.Y.P.sills. CODE REVIEW
Professional Service lndusWes
Street
The wall system consists of 1 x 4"#2 S.Y.P. Bridging.(2 Rows) Orflaand Florida 32839
Plan Reviewer.William E.Neary,III
ICC B 518M40
The wall system consists 4"aluminum siding. FL SM10-790 SMP-51
Construction of End Wall System:
Wall Stud Spacing= 2 Ft.
Page 3 of 10
PSI APPROVAL 2015-06-02
��qn Galcc►latiorts far Sinafe Wide Modef-A DCA#SSf-7770 Shed for Swerf hed fnc
The wall system consists of 2"x 4"#2 S.Y.P. studs spaced at 2'-0"on centers.
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 Overturninq of Shed:
Overturning Moment From Wind Load= 124,630.79 Ft.-Lbs.
Determine Tension Load on Ground Anchors:
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Total-Uplift Load on Each Side of Shed= 9,408.35 Lbs. �•-�• ••�•
CODE REVIEW
Professional Breaking Strength of Ground Anchor= 4,725 Lbs. 174833rd Street Service
Orlando,Florida 32839
- Plan Reviewer.William F-Neary,III
Safety Factor= 2 Icc a 5185040
a La auoaos
FLSMI-79,SMPS7
Tension Capacity of Ground Anchor= 2,362.50 Lbs.
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.
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•
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= 8 PSF
Live Load= 75 PSF
Roof Loads:
Dead Load= 5 PSF
Live Load= 20 PSF
Wind Loads:
Positive= 14.30 PSF
Negative= -56.45 PSF
CODE REVIEW
Professional Service Industries
1748 33rd Street
Wall Loads: Orlando,Florida 32839
Plan Reviewer.William E.Neary,III
- ICC f15165040
Dead Load= 7 PSF LA ttu0 4
FL SM1-79,SMPS7
Wind Loads:
Positive= 41.95 PSF
Negative= -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)
Check Member Caoacity: ,+ Info ldO n
�' lM'�'j oBuildOn
CODE REVIEW
Floor System: Professional ServiceIndustries
1748 33rd Street
Orlando,Florida 32839
Size Floor Joists: 2"x 6"#2 S.Y.P.(P.T.) IC x 5185040 William E.Neary,111
C
La uuoo4a9
FL SMI-79,SMP-51
Spacing= 2 Ft.
Design Load= 166 Lbs./Ft.
Span= 6.92 Ft.
Capacity of Floor Joists&Floor Sheathing= 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
•
or Single Wide Mo&(A QO#SS1.M Shedd-qc Sunerfor�$b�ds, lnc
Check Deflection:
Defl. =5wL4/384EI= 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.
Spacing= 2 Ft Infomlotion
ToBuiirlOn
•ae,rar•warp
Applied Loads: CODE REVIEW
Professional Service Industries
1748 33rd Street
Vertical= 135 Lbs./Ft, Oriando,Florida 32839
Plan Reviewer.William E.Neary,III
ICC#5185040
Lateral= -34.05 PSF FLSMII-79,SMP-51
Design Loads:
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 Will Studs to Floor Joists:
Type Connector: Strap
Page 7 of 10
' PSI APPROVAL 2015-06-02
_estm Calculations for Sina&1llI&M.0de1:A DCA#SSl--.2220 Shed far Superior Sheds, tnc.
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. =5wL4/384EI= 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: Mll-20 p f T Romd n
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Size Plate: 3"x 5" CODE REVIEW
Professional Servicelndustries -'
1748 33rd Street
Type of Wood Used for Trusses= #2 S.Y.P. °an RR Aewer Will amBE..Neary,III
Icc a 51 BS040
LA auoo4as
FL SMI-79,SMP-51
Page 8 of 10,
PSI APPROVAL 2015-06-02
s
gat=9afc09=for Single Wide ISI:22Y0'Shed ter.Smodd 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.)
MII-20 Plates @ Each End.
Design Connection Cad Junction of Wall and Roof:
�e�����.'�Information
All of the connectors for the roof trusses are pressed plates: i�1.7oBufldOn
CODE REVIEW
Plate Type: MII-20 PmfessionalService Industries
1748 33rd Street
Orlando,Florida 32839
Plan Reviewer.
Size Plate: 3"X 5" CC#5185040 William E.Neary,III
LA tw9o405
FL SMI-79,SMP-51
Area= 15 In.Z
Type of Wood Used for Trusses= #2 S.Y.P.
Design Lateral Resistance of Pressed Plates= 184 PSI
Design Shear Capacity of Pressed Plate= 2,760.00 Lbs.
Shear from Wind Load= 385.74 Lbs.
Shear from Dead Load= 170.83 Lbs.
Design Shear Load= 556.58 Lbs. < 2,760.00 Lbs. O.K.
Therefore 3"x 5"MII-20 Pressed Plate is Acceptable.
Resign Connection OD Ridge of Roof:
Shear from Wind Load= 1356.34 Lbs.
Design Shear Load= 1356.34 Lbs. < 2,760.00 Lbs. OX
Therefore 3"x 5"MII-20 Pressed Plate is Acceptable.
jQesign Connection Ca)_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.
Page 9 of 10
L
PSI APPROVAL 2015-06-02 ,
r
r
Q%W= Calculations for sin le Wide Medel-A DCa#SS1-2220 Shed for.Suaerior Sheds. lnc.
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Therefore 3"x 5"MII-20 Pressed Plate is Acceptable.
Design Attachment for Exterior Wall Siding: �5r: /nfvrnwtion
le., - o�y.nev
Design Pressure= 41.95 PSF CODE REVIEW
g Professional Service industries
1748 33rd Street
Orlando Florida 32939
Tributary Width= 2.00 Ft. Plan Reviewer.William E.Neary,III
[CC#5185040
LA#000406
FL SMI-79,SMPS1
{ Design Load on Wall= 587.30 Lbs.
Size Fastener: #9-15 x 1" Screws
Ultimate Pull Out= 571 Lbs. Considering 1"thread penetration into 2'V4'
Design Capacity of Screw= 142.75 Lbs.
Fastener Spacing= 0.69 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".
Desian Attachment for Roof Siding:
Design Pressure= 56.45 PSF
Tributary Width= 2.00 Ft.
Design Load on Wall= 112.90 Lbs./Ft.
Size Fastener: #9-15 x 1" Screws
Ultimate Pull Out= 571 Lbs. Considering 1"thread penetration into 2"x4"
Design Capacity of Screw= 142.75 Lbs.
Fastener Spacing= 0.79 Screws/Lin. Ft. of Wall Height
Therefore#945 x 1"Screws Spaced 4"on center(Max.)with 1"(Min.)Thread Penetration Into 2"x4".
Page 10 of 10