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Project General Motors ROSS BRYAN ASSOCIATES, INC. Sheet No. 1 of 6
Model S-36-8-90 CONSULTNG ENGINEERS Job No. 114602
By EOS NASHVILLE, TN. Date 5/13/11
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Project ' General motors Retrofit ROSS BRYAN ASSOCIATES, INC. Sheet No. 2' of 6
Model` 5-36-8-90; i CONSULTING ENGINEERS Job No. 114602
By DHB 6' NASHVILLE '
, TNDate 5/13/11
CODES 2010 California Building Code
2009 International Building Code - Wind Loads per provisions of ASCE 7-05
AISC Steel Construction Manual, 13th Edition
ACI 318-08, Building Code Requirements for Structural Concrete
SIGN DIMENSIONS:
Signe
Length, B
6.38, ft.
Overall,
Height, h
8 ft.
Sign,
Depth, s
6.38' ft.
Column Column
Height, c Cover, g
1.62 ft. 0.5 ft.
MAIN COLUMN SECTION' PROPERTIES:.
qh = 0.00256 * k, * kzt * kd * VZ * I'
kz =
Sectiow
HSS6X6XS/16
1.0
kd, =
COMPACT SECTION
Cover Plates: Not Applicable
Fy =
i
46 ksil
E =
29000
ksi, C = 18.90 in3
b =
0.00: in.
A =
6.43' im'
I =
34.30
in. b/t = 17.60 in.
t =
0.00 in.
d=
6.00 in.
Sx =
11.40
in.4 h/t = 17.60 in.
Sx(eff). =
11.40 in,
b =
6.00 in.
rx =
2.31
in.3
Zx(eff) =
13.60 in
t =
0.29 in,.
Zx. =
13.60
in.
DEAD LOADS:
Sign Weight = .12 psf
Column Weight. 23.29 Ib/ft'
WIND LOADS:,
qh = 0.00256 * k, * kzt * kd * VZ * I'
kz =
0.85
kZt =
1.0
kd, =
0.85
V =
90 r
1=
0.87
qh = 13.03
Ib/ftp
P-qh*G*Cf,
G =
0.85
B/s =
1.00-
s/h =
0.80:
Cf =
1.60
P = 17.74
Ib/ftZ
Concrete =
Soil =
150 pcf _
90, pcf
Velocity Pressure, ASCE 7-05, Section 6.5.10
Velocity Pressure Exposure Coefficient, ASCE 7-05, Table 6-3
Topographic Factor, ASCE 7-05, Section 6.5.7.2
Wind Directionality Factor, ASCE 7-05, Table 6-4
Basic Wind Speed, mph, ASCE 7-05,, Figure 6-1
Importance Factor, ASCE 7-05, Table 6-1
Design Wind Loads, ASCE 7-05; Section 6.5.14
Gust Effect Factor, ASCE 7-05, Section. 6.5.8
Length of Sign/Depth of Signe,
Depth of Sign/Overall Height
Force Coefficient, ASCE 7-05, Figure 6-20'
CASE A: resultant acts normal to sign face through the geometric center
CASE B: resultant acts normal to sign face at a distance from the geometric
center toward the windward edge equal to 0.2*Sign Length
CASE C: not applicable
Project General Motors Retro f*
ROSS BRYAN ASSOCIATES, INC.
Sheet No.
3 of 6
Model S-36-8-90
521.64
CONSULTING ENGINEERS
Job No.
114602
By DHB
1.47 k -ft
NASHVILLE, TN
Date
5/13/11
CHECK COLUMN: HSS6X6X5/16
Fy = 46 ksi
Compressive Strength:.
COMPACT SECTION ;
LRFD Load Combinations: 1.21) + 1.6W
AISC Specification Table 4-3
m * Rn = 196 kips >
ASCE 7-05, Section 2.3
Resistance Factors: mb,T,V =
0.9
` Factored Shear at Base: V = 1.18 - •
V,
AISC Specification F1, H3, G1
Service WindLoads:
Moment Arms:
Shear Strength: V-,. = 0.6 * Fy * AH,, * C;, V'n =
82.36
Sign, PW = 0.72 kips
4.81 ft.
0 * Vn = 74.12' kips >
i
Vu =
Column, P,,, = 0.01 kips
0.81 ft.
Combined Torsion, Shear, Flexure and Axial Force:
Total Service Moment at Base:
M = 3.48 k -ft
t
j
I
AISC Specification H3-6
i
((Pu/OPn) + (M'u/(DMn)J'. + I(Vu/(DVn) + (Tu/(DVn)]' =
0.12
Factored, Moment at Base of Column:
Mu = 5.58 k -ft
{
I
Yielding Strength: Mn = Mp = Fy * Zx
Mn =... 52.13 k -ft
AISC Specification F7-1 f
Ob * Mr,= 46.92 k -ft
> Mu = 5.58
k -ft
O.K..
Factored Torsion Due to 0.2 Offset: Tu, =
1.47
k -ft
Torsional Strength: Tn = F,, * C Tn =
521.64
k -ft
AISC Specification H3-1
(DT * Tn, = 469.49 k -ft >
Tu. =
1.47 k -ft
OX.
Factored Axial Load: P„ = 0.63
kipsY
Compressive Strength:.
AISC Specification Table 4-3
m * Rn = 196 kips >
- Pu =
0.63 kips
O'.K..
` Factored Shear at Base: V = 1.18 - •
V,
kips,
p
Shear Strength: V-,. = 0.6 * Fy * AH,, * C;, V'n =
82.36
kips.
AISC Specification G2-1
0 * Vn = 74.12' kips >
i
Vu =
1.18, kips
Combined Torsion, Shear, Flexure and Axial Force:
AISC Specification H3-6
i
((Pu/OPn) + (M'u/(DMn)J'. + I(Vu/(DVn) + (Tu/(DVn)]' =
0.12
< 1.G
O.K.,
Project ' General Motors Retro fi` ROSS BRYAN ASSOCIATES, INC.
Sheet No. 4 of 6
Model - 3-36-8-90
Pedestal Width =
2 ft
i CONSULTING ENGINEERS
Job No. 114602
By DHB
Pedestal Length=
2 ft
NASHVILLE TN
Date 5/13/11
CHECK FOUNDATIONS:
Overburden =
0.25 ft
v
LRFD Load Combinations:
55.72
1.21) + 1.6W
ASCE 7-05, Section 2.3
Resistance Factors:
Oplaim=
0.6
ACI 318-08'
Bearing Pressure, gmax =
(D„
= 0.75
ACI 318-08
Moment in Footing Mu =
(b
= 0.9'
ACI 318-08
f"c _
.2500'
psi-
Pedestal Width =
2 ft
pa =
150
psf/ft
Pedestal Length=
2 ft
qa =
1500'
psf
Overburden =
0.25 ft
Total Service Wind Load: PW,- 0.74 kips
i
Total Service Moment at Base: M = 3.48 k -ft
Rectangular Spread: Foundation:
Length = 6.75
ft.
Width =
5 ft. Depth= 3, ft..
Dead Load, Pd.=
16.51
kips
Overturning Moment, Mo =
5.88
k -ft
v
Resistive Moment, Mr =
55.72
k -ft
Mr/Mo = 9.48 > 1.5
Eccentricity, e = M/Pd. =
0.21
ft.
kern, k = 1.13 ft.
Bearing Pressure, gmax =
580.99
psf
< % = 1500 psf
Moment in Footing Mu =
23.68
k -ft
No Reinforcing Required - Use Minimum Steel
Use 4 "` No.
7
Bars Top and Bottom - Length.
Use 5 No.
7
Bars Top and bottom - Width.
Moment Capacity, (DM,, =
346.32
k -ft
> M,, = 23.68 k -ft
Check Shear, Vu =
N/A
*See Note Below
Shear Capacity, m*V,,,=:
29.31
kips/ft
O.K.
e < k
O.K.
O.K.,
Block Foundation::
i
Length,= 5.25
ft.
Width = 5.25 ft.
Depth = 5.25 ft.
Dead Load, Pd.=
22.89
kips
Overturning Moment, Mo =
7.54
k -ft.
v
Resistive Moment, Mr =
61.37
k -ft Mr/Mo = 8.14
> 1.5 O.K..
Eccentricity, e = M/Pd, _
0.15
ft. kern, k = 0.88 ft..
e < k
BearingPressure q'maz _
502.46
psf, <
p qa =
1500'• psf O.K..
_ Moment in Footing M -u =
16.31
k -ft No Reinforcing Required - Use Minimum Steel
Use 3- No,.
7
Bars Top and Bottom.- Each Way.
Moment Capacity, 4)M,, _:
i
480.24
k -ft > M'u, =
16.31 k -ft O.K.,
*Shear is checked' at a distance of d from the face. of the pedestal; however;
id
is beyond the edge of the block footing,
I Y g g,
so the shear check is not applicable.
ppli,
Project ' General Motors Retro
ROSS BRYAN ASSOCIATES, INC.
Sheet No. 5 of 6
Model 3-36-8-90
I
CONSULTING ENGINEERS
Job No. 114602
By DHB
NASHVILLE, TN
Date 5/13/11
CHECK FOUNDATIONS:
LRFD Load Combinations: 1.21)
+ 1.6W
ASCE 7-05, Section 2.3
Resistance Factors: (D=
0.6
ACI 318-08
m. =
0.75
ACI 318-08,
(D =
0.9
ACI 318-08.
f'c _ 2500- psi:
r
Pedestal Width = 2
ft
Pa. = 150- psf/ft
Pedestal Length = 2
ft
qa = 1500 psf
Overburden. = 0.25
ft
Total Wind Load:
PW =
0.74 kips
Total Service Moment at base:
M =
3.48 k -ft
Vertical. Slab. Foundation:
Length = 2.5
"(top of slab) _
Height to P,, h =
-Required Depth, d =
d
ff. Width = 4.5 ft
3.67 k -ft.
4.98 ff.
1.91 ft. O.K.
Depth = 6.75 ft.
IBC 2009, Section 1807.3.2.1
Moment in Footing, M„ = 5.87 k -ft
Use 4 No. 6 Veritcal Bars on Each Face
Use 5 No. 6 Horizontal Bars on Each Face
Moment Capacity, ( n. = 208.05 k -ft > M„ = 5.87 k -ft
Circular Caisson Foundation::
No. of Caissons= 1
M'(top of caisson),=
Height to P,,,, h
Required Depth, d
Diameter = 2.5 ft:
3.67 k -ft:
4.98. ft.
2.38i ft. O.K.
Moment in Footing, M',, _ 5.8.7 k -ft
Use 6; No. 7 Vertical Bars
Use No. 3 Ties at 14 inches ox max..
Moment Capacity, mMin 173.80 k -ft >
Depth 5.5 ft.
O.K.
IBC 2009, Section 1807.3.2.1
Mu = 5.87 k -ft O.K.,
project ' General Motors Retro f ROSS BRYAN ASSOCIATES, INC. Sheet No. 6 of 6
Model 5-36-8-90 CONSULTING ENGINEERS Job No. 114602
By DHB �' NASHVILLE TN Date 5/13/12
CHECK SOCKET:
PC = 2500 psi.
Bearing Width, b = 6.00 in..
Embedment, d' = 24 in..
Service Moment at Socket, M = 3.48 k -ft
Wind Load at Socket, P.= 0.74 kips
Maximum Bearing = (M + P-*d/21*(6/d2) + P ... /d = 0.09 ksi
b
Minimum Bearing = (M + P,,;*d/2)*(6/dZ); - P_/d; 0.08 ksi.
b.
Allowable Bearing = 0.3*f'c = 0.75 ksi
i 4b
O.K.