WAGNER ENGINEERING
By: JWW Date: 8-11-04 Page 1 of 21
Project: 9 ft. high x 10 ft. wide
x 24 ft. lg. Std. Bldg.
Customer: Plaschem Supply &
Consulting Inc.
Seismic and wind loads were based
on the following from the 2000 I.B.C.
Seismic
Seismic base shear (V) = 1.2 x
Sds x W/R ~ Eq. 16-49
V = lateral load applied
W = total dead load plus 20% snow load. ~ 1617.5.1(4)
Seismic Use Group I ~ 1616.2
Seismic Design Category D ~
1616.3
Ss=1.5~Max. per 1616.6.3
Fa =1.0-Table 1615.1.2(1)
Sds =1.5
R=6.5
V = .277W
Wind
Loads
Use exposure D
Vel. = 130 mph 3 Sec. Gust ~ IBC
Figure 1609
P = Hp x Ec x Iw ~ I.B.C. 1609.6.2.1
~ Pg.311
Hp (Horiz. Pressure) = 37.1 ~
Table 1609.6.2.1 (1)
EC (Ht. & Exp. Factor) = 1.47
~ Table 1609.6.2.1(4)
IW (Importance Factor ) = .77 ~
Table 1604.5
P = 37.1 x 1.47 x .77 = 42 psf
Snow
Load = 160 psf ~ IBC Table 1608.2
Floor
Live Load = 300 psf
WAGNER ENGINEERING
25725 Mountz Rd.
Minerva, Oh 44657
Ph / Fax (330) 525-7648
jwagner@alliancelink.com
By: JWW Date: 8-11-04 Page
2 of 21
Project: 9 ft. high x 10 ft. wide
x 24 ft. lg. std. Bldg.
Summary Of Calculations
Page 5 - Floor
Max.
Horiz. Shear = 21.8 psi – Satisfactory
Allowable
= 50 psi
Page 6 - Floor with 300 psf load
Max.
Fiberglass Stress = 987 psi – Satisfactory
Max.
Wood Stress = 966 psi – Satisfactory
Def.
= .176" < .40" Allowable Def. – Satisfactory
Page 10 - Roof at center of span
Max.
Horiz. Shear = 18.3 psi – Satisfactory
Allowable
= 50 psi
Page 11 - Roof at center of span
with 160 psf snow load.
Max.
Fiberglass Stress = 2583 psi – Satisfactory
Max.
Wood Stress = 989 psi – Satisfactory
Def.
= .36" < .48" Allowable Def. – Satisfactory
Page 13 - Roof at ¼ span.
Max.
Fiberglass Stress = 2205 psi - Satisfactory
Max.
Wood Stress = 896 psi - Satisfactory
Def.
= .337" < .483" Allowable Def. - Satisfactory
Page 14 - Roof at end.
Max.
Horiz. Shear = 33.9 psi – Satisfactory
Allowable
= 50 psi
WAGNER ENGINEERING
25725 Mountz Rd.
Minerva, Oh 44657
Ph / Fax (330) 525-7648
jwagner@alliancelink.com
By: JWW Date:
8-11-04 Page
3 of 21
Project: 9 ft. high x 10 ft. wide
x 24 ft. lg. std. bldg.
Summary Of Calculations
Cont.
Page 18 - Side Wall
Max.
Horiz. Shear = 3.7 psi – Satisfactory
Allowable
= 50 psi
Page 19 - Side Wall stress with
wind load.
Max.
Fiberglass Stress = 2916 psi – Satisfactory
Max.
Wood Stress = 1140 psi - Satisfactory
Page 20 - Side Wall stress with
seismic loading
Max.
Fiberglass Bending Stress = 1745 psi – Satisfactory
Max.
Wood Stress = 682 psi – Satisfactory
Max.
Comp. Stress = 40 psi - Satisfactory
Page 21 - Overturning and Anchor
Bolts.
Safety
factor against overturning (without anchor bolts) = 0.6 - Unsatisfactory.
A
minimum of (4) – ½” dia. anchor bolts are required at each side of skid to provide
a minimum safety factor of 2. Anchor bolts to have a minimum embed of 3 ½” in
concrete or equiv. earth anchor. Building to also have a minimum of (4) –
½" dia. bolts each side of skid.
WAGNER ENGINEERING
25725 Mountz Rd.
Minerva, Oh 44657
Ph / Fax (330) 525-7648
jwagner@alliancelink.com
By: WW Date: 8/11/2004 Page
4 of 21
Project: 9ft. high x 10ft. wide x 24ft. lg. std. bldg.
Customer: Plaschem Supply &
Consulting Inc.
Typical Section Thru Floor
a ~ 1.5 Oz. Per Sq. Ft.
Fiberglass < Tensile Strength = 35,200 E= 2,000,000
b ~ 1.5 Oz. Per Sq. Ft.
Fiberglass < Tensile Strength = 35,200 E=
2,000,000
Comp.
Strength = 31,300
c ~ T & G Plywood >
Allow. Stress = Min. 1400 p.s.i.
U.B.C. 2- 295 E= 1,800,000
d ~ T & G Plywood >
Allow. Stress = Min. 1400 p.s.i.
U.B.C. 2- 295 E= 1,800,000
e ~ 2 x 4 Wood Studs At 16"
O.C.
f ~ H40 Insulation Core > Shear Strength = 50 P.S.I. E= 1650
WAGNER ENGINEERING
25725 Mountz Rd.
Minerva, Oh 44657
Ph / Fax (330) 525-7648
jvvagner@alliancelink.com
By:JWW Date:
811/2004 Page
5 of 21
Project: 9ft. High x 10 ft.
Wide x 24 ft.
Lg. Std. Bldg.
Customer: Plaschem Supply &
Consulting Inc.
Composite
Section At Stud ~ Neglecting Insulation
Outside Fiberglass Thickness (A) 0.0625
Floor Fiberglass Thickness (B) 0.0625
O/O Plywood (C) 5.375
Bott. Plywood Thickness (D) 0.75
Floor Plywood Thickness (E) 1.125
Stud Depth (F) 3.5
Stud Thickness (G) 1.5
Width of Section (H) 12
Total Depth (M) 5.5
Vertical Shear Load 1653
Properties ~ Converting To
Composite Section
n =
1.111111 Effective Width (K) =
13
(a)
area = 0.833333 (b)area =
0.833333 (c) area = 13.5 9 (e) area = 5.25 total
area = 29.41667
Base to C.G. (N) 2.984
Floor to C.G. (P) 2.516 14.33333
Moment of Inertia 119.980 1.328
Sect. Mod. Inside 47.691
Sect. Mod. Outside 40.204
Horizon Shear at Insul.21.858
P.S.I. < 50 P.S.I.
O.K.
WAGNER ENGINEERING
25725 Mountz Rd.
Minerva, Oh 44657
Ph / Fax (330) 525-7648
jwagner@alliancelink.com
By: JWW Date:
811/2004 Page 6 of 21
Project: 9ft. High x 10 ft. Wide
Customer: Plaschem Supply &
Consulting Inc.
FLOOR
BEAM - Stress And Deflection At Center Span With Uniform Load
WL/8 ~ Supported both ends
Beam Used - See pages 4 & 5
Sxx = 40.2
Ixx = 120.0
Fiberglass min. strength = 31,300
Span = 96 " = 8 Ft.
(Skid Span)
Allow. Def. = Span / 240 0.40"
Live Load = 3,200 ~ 300 P.S.F. x 8' x 1.33'
Dead Load = 106 ~
10 P.S.F. x 8' x 1.33'
Total Load = 3306
Fiberglass Stress = 987 P.S.I.
SF = 32 O.K.
Wood Stress = 966 P.S.I. < 1400
P.S.I. -O.K.
Def. = 0.176" <.40 ~ O.K.
std04
WAGNER ENGINEERING
25725 Mountz Rd.
Minerva , Oh 44657
Ph / Fax ( 330 ) 525-7648
jwagner@alliancelink.com
By: JWW Date:
8/11/2004 Page
7 of 21
Project: 9ft. High x 10 ft. Wide x 24 ft. Lg. Std.
Bldg.
Customer: Plaschem Supply &
Consulting Inc.
Composite
Section Between Studs ~ Neglecting Insulation and Stud
Outside Fiberglass Thickness (A) 0.0625
Floor Fiberglass Thickness (B) 0.0625
O/O Plywood (C)
5.375
Bott. Plywood Thickness. (D) 0.75
Floor Plywood Thk. (E) 1.125
Stud Depth (F) 3.5
Stud Thickness (G) 0
Width of Section (H)
12
Total Depth (M) 5.5
Vertical Shear Load 207
Properties ~ Converting To
Composite Section
n=
1.111111 Effective Width (K)= 13
(a)
area = 0.833333 (b) area =
0.833333 (c) area = 13.5 9 (e) area =
0 total area = 24.16667
Base to C.G. (N) 3.076
Floor to C.G. (P) 2.424 14.33333
Moment of Inertia 118.843 1.237
Sect. Mod. Inside 49.025
Sect. Mod. Outside 38.637
Horiz. Shear at Insul. 2.573 P.S.I
< 50 P.S.I. O.K.
std07
WAGNER ENGINEERING
25725 Mountz Rd.
Minerva, Oh 44657
Ph / Fax (330) 525-7648
jwagner@alliancelink.com
By:JWW Date:
8/11/2004 Page
8 of 21
Project: 9ft. High x 10 ft.
Wide x 24 ft. Lg. Std. Bldg.
Customer: Plaschem Supply &
Consulting Inc.
FLOOR
BEAM - Stress And Deflection Between Studs With Uniform Load
WL/8 ~ Supported both ends
Beam Used - See page 7
Sxx = 38.6
Ixx = 119.0
Fiberglass min. strength = 31,300
Span = 16”
Allow. Def. = Span / 240 0.07"
Live Load = 400 ~
300 P.S.F. x 1.333' x 1'
Dead Load = 13
~ 8 P.S.F. x 1.333' x 1'
Total Load = 413
Fiberglass Stress = 21
P.S.I.
SF = 1,463 O.K .
Wood Stress = 28
P.S.I. < 1400 P.S.I. ~ O.K.
Def. = 0.000" < .07
~ O.K.
std07
WAGNER ENGINEERING
25725 Mountz Rd.
Minerva, Oh 44657
Ph / Fax (330) 525-7648
jwagner@alliancelink.com
By: JWW Date: 8/11/2004 Page
9 of 21
Project: 9ft. High x 10 ft. Wide
Customer: Plaschem Supply & Consulting Inc.
Typical
Section Thru Roof
a ~ 1.5 Oz. Per Sq. Ft.
Fiberglass > Tensile Strength = 35,200 E = 2,000,000
b ~ 1.5 Oz. Per Sq. Ft.
Fiberglass > Tensile Strength = 35,200 E = 2,000,000 Comp. Strength = 31,300
c ~ Plywood >
> Allow. Stress = Min. 1400
p.s.i. U.B.C. 2- 295
E = 1,800,000
d ~ 2.0 Lb./Cu. ft. Urethane Foam > Shear
Strength = 50 p.s.i. E =
1885
e ~ 3.5" Deep Metal Stud > Yield Strength = 33,000
p.s.i. E = 29000000
at 24" c/c Wt.
= 0.74 lbs/ft
Gross
Area = 0.219 sq. in.
Net Area = 0.167
sq. in.
Ixx = 0.403
in. 4
std09
WAGNER ENGINEERING
25725 Mountz Rd.
Minerva, Oh 44657
Ph / Fax (330) 525-7648
jwagner@alliancelink.com
By: WW Date: 8/11/2004 Page
10 of 21
Project: 9ft. High x 10 ft. Wide
x 24 ft. Lg. Std. Bldg.
Customer: Plaschem Supply &
Consulting Inc.
Roof
Composite Section At Stud ~ Neglecting Insulation
Section At Center
Inside Fiberglass Thickness (A) 0.125
Outside Fiberglass Thickness (B) 0.1875
Inside
/ Inside Wall (C) 7.5
< Note: Dim. Curves From 4
1/2" At The End
Stud Depth (D) 3.5 To 7 1/2" At The Center
Plywood Thickness (E) 0.5
Width of Section (F) 12
Total Depth (M) 7.8125
Vertical Shear Load 1644
Properties ~ Converting To
Composite Section
(a & b) n = 1.111 (e) n = 16.111 Effective Width (G) = 13.333
(a)
area = 1.6667 (b) area = 2.5000 (c)
area = 6
(e) area
= 2.6906 total area = 12.8572
Outside to C.G. (H) 5.650
Inside to C.G. (K) 2.163
Moment of Inertia 104.225
Sect. Mod. Inside 48.191
Sect. Mod. Outside 18.448
Horiz. Shear at Insul. (Inside) 18.6 P.S.I.
< 50 P.S.I. O.K.
Horiz. Shear at Insul. (Outside) 18.3 P.S.I. <
50 P.S.I. O.K.
WAGNER ENGINEERING
25725 Mountz Rd.
Minerva, Oh 44657
Ph / Fax (330) 525-7648
jwagner@alliancelink.com
By: JWW Date:
8/11/2004 Page
11 of 21
Project: 9ft. High x 10 ft. Wide
x 24 ft. Lg. Std. Bldg.
Customer: Plaschem Supply &
Consulting Inc.
ROOF
BEAM - Stress And Deflection At Center Span With Uniform Load
Beam Used - See page 9 & 10
Sxx = 18.45 Outside
Sxx = 48.19 Inside
Ixx = 104.0
Fiberglass min. strength = 31,300
Span = 116 " = 9.67 ft.
Allow. Def. = Span / 240 0.48 "
Live Load = 3,094
Dead Load = 193
Total Load =
3,287
Fiberglass Stress = 2,583 P.S.I.
SF = 12 O.K .
Wood Stress = 989
P.S.I. <1400 P.S.I. O.K.
Def. = 0.357
" = .48 O.K.
std09
WAGNER ENGINEERING
25725 Mountz Rd.
Minerva, Oh 44657
Ph / Fax (330) 525-7648
jwagner@alliancelink.com
By: JWW Date:
8/11/2004 Page
12 of 21
Project: 9ft. High x 10 ft. Wide
Customer: Plaschem Supply &
Consulting Inc.
Roof
Composite Section At Stud ~ Neglecting Insulation
Section At 1/4 Span
Inside Fiberglass Thickness (A) 0.125
Outside Fiberglass Thickness (B) 0.1875
Inside / Inside Wall (C) 6.5 < Note: Dim. Curves From 4 1/2" At The End
Stud Depth (D) 3.5 To 7 1/2" At The
Center
Plywood Thickness (E) 0.5
Width of Section (F) 12
Total Depth (M) 6.8125
Vertical Shear Load 1644
Properties
~ Converting To Composite Section (e)
n = 16.111 Effective
Width (G) = 13.333
(a)
area = 1.6667 (b) area = 2.5000 (c) area =
6
(e) area
= 2.6906 total area = 12.8572
Outside to C.G. (H) 4.844
Inside to C.G. (K) 1.968
Moment of Inertia 78.550
Sect. Mod. Inside 39.908
Sect. Mod. Outside 16.215
Horiz. Shear at Insul. (Inside) 22.1 P.S.I. < 50 P.S.I. O.K.
Horiz. Shear at Insul. (Outside) 20.7 P.S.I. < 50 P.S.I. O.K.
std12
WAGNER ENGINEERING
25725 Mountz Rd.
Minerva, Oh 44657
Ph / Fax (330) 525-7648
jwagner@alliancelink.com
By: JWW Date:
8/11/2004 Page
13 of 21
Project: 9Ft. High x 10 Ft. Wide
Customer: Plaschem Supply &
Consulting Inc.
Roof
Stress and Deflection At 36" (1/4 Span) With Uniform Load
Beam Used - See Page 12
Sxx
= 16.215 Outside
Sxx
= 39.908 Inside
Ixx
= 78.55 = 31,300
Span = 116 " = 9.67ft. ¼ span = 29
Allow. Def. = Span / 240 = 0.483"
Live Load = 3094
Dead Load = 193
Total Load = 3287 w = 28.336
Stress = 2,205 P.S.I. O.K.
SF = 14 O.K.
Wood Stress = 896
< 1400
P.S.I. O.K.
Def. = 0.337
" < .483" O.K .
std12
WAGNER ENGINEERING
25725 Mountz Rd.
Minerva, Oh 44657
Ph / Fax (330) 525-7648
jwagner@alliancelink.com
By: JWW Date: 8/11/2004 Page
14 of 21
Project: 9ft. High x 10 ft.
Wide x 24 ft. Lg. Std. Bldg.
Customer: Plaschem Supply &
Consulting Inc.
Roof
Composite Section At Stud ~ Neglecting Insulation Section At End
Section at End
Inside Fiberglass Thickness (A) 0.125
Outside Fiberglass Thickness (B) 0.1875
Inside
/ Inside Wall (C) 4.5 < Note: Dim. Curves From 4 1/2" At The End
Stud
Depth (D) 3.5
To 7 1/2" At The Center
Plywood Thickness (E) 0.5
Width of Section (F) 12
Total Depth (M) 4.8125
Vertical Shear Load 1644
Properties
~ Converting To Composite Section
(a & b) n = 1.111 (e) n = 16.111 Effective Width (G) = 13.333
(a)
area = 1.6667 (b) area = 2.5000 (c)
area = 6
(e) area
= 2.6906 total
area = 12.8572
Outside to C.G. (H) 3.233
Inside to C.G. (K) 1.579
Moment of Inertia 39.283
Sect. Mod. Inside 24.872
Sect. Mod. Outside 12.150
Horiz. Shear at Insul. (Inside) 33.9
P.S.I. < 50 P.S.I.
O.K.
Horiz. Shear at Insul. (Outside) 27.4
P.S.I. < 50 P.S.I.
O.K.
WAGNER ENGINEERING
25725 Mountz Rd.
Minerva, Oh 44657
Ph / Fax (330) 525-7648
jwagner@alliancelink.com
By: JWW Date: 8/11/2004 Page
15 of 21
Project: 9ft. High x 10 ft.
Wide x 24 ft.
Lg. Std. Bldg.
Customer: Plaschem Supply &
Consulting Inc.
Roof
Composite Section Between Studs ~ Neglecting Insulation & Studs
Section At End
Inside Fiberglass Thickness (A) 0.125
Outside Fiberglass Thickness (B) 0.1875
Inside
/ Inside Wall (C) 4.5 < Note: Dim. Curves From 4 1/2" At The End
Stud
Depth (D) 3.5
To 7 1/2" At The Center
Plywood Thickness (E) 0.5
Width of Section (F) 12
Total Depth (M) 4.8125
Vertical Shear Load 170
Properties
~ Converting To Composite Section
(a & b) n = 1.111 (e) n = 16.111 Effective Width (G) = 13.333
(a)
area = 1.6667 (b) area = 2.5000 (c)
area = 6
(e) area
= 0 total area = 10.1667
Outside to C.G. (H) 3.444
Inside to C.G. (K) 1.369
Moment of Inertia 37.228
Sect. Mod. Inside 27.197
Sect. Mod. Outside 10.811
Horiz. Shear at Insul. (Inside) 3.1
P.S.I. < 50 P.S.I.
O.K.
Horiz. Shear at Insul. (Outside) 3.2
P.S.I. < 50 P.S.I.
O.K.
WAGNER ENGINEERING
25725 Mountz Rd.
Minerva, Oh 44657
Ph / Fax (330) 525-7648
jwagner@alliancelink.com
By: JWW Date:
8/11/2004 Page
16 of 21
Project: 9ft. High x 10 ft.
Wide x 24 ft. Lg. Std. Bldg.
Customer: Plaschem Supply &
Consulting Inc.
ROOF
BEAM - Stress And Deflection Between Studs
Beam Used - See page 15
Sxx = 10.811 Outside
Sxx = 27.197 Inside
Ixx = 208.0
Fiberglass min. strength = 31,300
Span = 24" = 2
Ft.
Allow. Def. = Span / 240 0.10"
Live Load = 320
Dead Load = 20
Total Load = 340
Fiberglass Stress = 94
P.S.I.
SF = 332 O.K.
Wood Stress = 38
P.S.I. < 1400 P.S.I. O.K.
Def. = 0.0002" <.10 ~ O.K.
std12
WAGNER ENGINEERING
25725 Mountz Rd.
Minerva, Oh 44657
Ph./Fax. (330) 525-7648
jwagner@alliancelink.com
By: JWW Date: 8/11/2004 Page
17 of 21
Project: 9 ft. High x 10 ft.
Wide x 24 ft. Lg. Std. Bldg.
Customer: Plaschem Supply &
Consulting Inc.
Typical
Section Thru Wall
a ~ 1.5 Oz. Per Sq. Ft.
Fiberglass > Tensile Strength = 35,200 E = 2,000,000
b ~ 1.5 Oz. Per Sq. Ft.
Fiberglass > Tensile Strength = 35,200 E = 2,000,000 Comp. Strength = 31,300
c ~ Plywood >
> Allow. Stress = Min. 1500
p.s.i. U.B.C. 2- 874
E = 1,800,000
d ~ 2.5 Lb./Cu. ft. Urethane
Foam > Shear Strength = 50
p.s.i. E = 1885
e ~ 2.5" Deep Metal Stud > Yield Strength = 33,000
p.s.i. E = 29000000
at 24" O/C Wt.
= 0.63 lbs/ft
Gross
Area = 0.184 sq. in.
Net Area = 0.132
sq. in.
lxx = 0.182
in. 4
WAGNER ENGINEERING
25725 Mountz Rd.
Minerva, Oh 44657
Ph./Fax. (330) 525-7648
jwagner@alliancelink.com
By: JWW Date: 8/11/2004 Page
18 of 21
Project: 9 ft. High x 10 ft.
Wide x 24 ft. Lg. Std. Bldg.
Customer: Plaschem Supply &
Consulting Inc.
Wall Composite Section At Stud ~
Neglecting insulation
Inside Fiberglass Thickness (A) 0.0625
Outside Fiberglass Thickness (B) 0.125
Inside
/ Inside Wall (C) 4
Stud
Depth (D) 2.5
Plywood Thickness (E) 0.5
Width of Section (F) 12
Total Depth (M) 4.1875
Vertical Shear Load 189 ~ Pg. 19
Properties
~ Converting To Composite Section
(a & b) n = 1.111 (e) n = 16.111 Effective Width (G) = 13.333
(a)
area = 0.8333 (b) area = 1.6667 (c)
area = 6
(e) area
= 2.1267 total
area = 10.6267
Outside to C.G. (H)
3.009
Inside to C.G. (K) 1.179
Moment of Inertia 21.103
Sect. Mod. Inside 17.903
Sect. Mod. Outside 7.014
Horiz. Shear at Insul. (Inside) 4.577
P.S.I. < 50 P.S.I.
O.K.
Horiz. Shear at Insul. (Outside) 3.665
P.S.I. < 50 P.S.I.
O.K.
By: JWW Date: 8/11/2004 Page
19 of 21
Project: 9 ft.
High x 10 ft. Wide x 24 ft Lg. Std.
Bldg
Customer: Plaschem Supply &
Consulting Inc.
Side
Wall With Wind Load
Wind Pressure = 42 psf ~ Pg.1
Wall Stud Spacing = 2
ft ~ Pg.17
H = 9
ft
From Pg. 18
Sect. Mod. Inside = 17.9
Sect. Mod. Outside = 7.0
Uniform Wind Load On 2 ft. Wide
Sect. = 378
Treated As A Cantelever Beam With Uniform Load
Max. Fiberglass Stress = 2916 psi ~ OK
Max. Wood Stress = 1140 psi ~ OK
Treated As A Simple Beam With Uniform
Load
Max.
Fiberglass Stress = 1458
psi ~ OK
Max. Wood
Stress =
570 psi ~ OK
std 19
By: JWW Date: 8/11/2004 Page
20 of 21
Project: 9 ft. High x 10 ft. Wide x 24 ft Lg. Std.
Bldg.
Customer: Plaschem Supply &
Consulting Inc.
Side
Wall With Seismic and 20% Snow Load
Snow
load = 160 psf ~ Pg. 1
Dead
Load = 10 psf
Seismic
coef. = 0.277 ~ Pg. 1 2 ft
Roof
Stud Spacing = 2 ft
Roof
area = 20 sq. ft
Sect.
Mod. Inside = 17.9 ~ Pg. 18
Sect.
Mod. Outside = 7 ~ Pg.18
Total
area = 10.6 ~ Pg.18
H = 105”
W = 420#
V = 116#
1745
~ Max. Fiberglass Bending Stress ~ OK
682 ~ Max. Wood Bending Stress ~ OK
40 ~ Comp. Stress ~ OK
std20
WAGNER ENGINEERING
25725 Mountz Rd.
Minerva, Oh
44657
Ph./Fax. (330) 525-7648
jwagner@alliancelink.com
By: JWW Date: 8/11/2004 Page
21 of 21
Project: 9 Ft. High x 10 Ft.
Wide x 24 Ft. Lg.
Customer: Plaschem Supply &
Consulting Inc.
Building
Overturning and Hold Downs
A =
10 ft ~ Bldg. Width 6000
# ~ Bldg. wt.
B = 8 ft ~ Skid.Width
0 # ~ Equip.wt.
C = 9 ft ~ Bldg. ht. 1000 # ~ Skid wt.
D = 9.67
ft ~ Bldg. & Skid ht.
24 ft ~ Bldg. Length
Wind Pressure = 42
PSF ~ Pg. 1
40,824 ~ Overturning moment at
top of skid
24,000 ~ Resisting moment
0.59 ~ Safety factor < 2.0 ~
Unsatisfactory
7,206 ~ Minimum pounds req'd at top of skid for a S.F. of 2.0
~
Use minimum of (4) 1/2" dia. A307 bolts each side at top of skid.
47,128 ~ Overturning moment at
bottom of skid
28,000 ~ Resisting moment
0.59 ~ Safety factor < 2.0 ~
Unsatisfactory
8,282 ~ Minimum pounds req'd at top of skid for a S.F. of 2.0
~ Use a minimum of (4) 1/2"
dia. anchor bolts on each side at bottom of skid
with
3 1/2" embed in concrete or equiv. earth anchor.
std21
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