HomeMy WebLinkAboutB17-0703 047-490-020July 21, 2017
Rapid Rack
1010,Winding Creek Rd, Ste 100
Roseville, CA 95678
Attn.: To Whom It May Concern
Re: PZSE Job no. 2017-01837: David Jones
PZH
structural
ENGINEERS
PERMIT #
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
CODE COMPLIANCE
DATE �- Z ' -/- 7-----...- ... BY.
The following Structural Engineering calculations are for the design of racking system and foundation
design for the grount mount PV racking system located at 13186 Taylor Street, Chico, CA 95973.
If you have any questions on the above project, please do not hesitate to call.
Prepared By:
PZSE, Inc. - Structural Engineers
Roseville, CA
0
LU
ETH
/No.83878
Exp. 3.31-19
�OFCCXV
B 17-0703 PC/RC2
{ 047-490-020
JULY 24, 2017
UND MNTSOLAR PC RECHECK 2 i
8150 Sierra College Boulevard, Suite 150, Roseville, CA 95661
T 916.961.3960 F 916.961.3965 W www.pzse.com
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TABLE OF CONTENTS
Design Criteria
System .Information
Racking Layout Information
Dimension and Loading Parameters
Wind Design Load Calculations
Seismic Design Load Calculations
Loading Summary
Post/Pile Design
Rail Loading
Rail Loading Summary
Insertion Rail Design
Base Rail Design
Longitudinal Analysis
Pier Footing Design
Project: David Jones Job #: 2017-01837
Date: 7/21/2017 Engineer: NR
3
3
3
4
5
6
7
9
11
12
13
15
17
18
ITE
Project: David Jones Job #: 2017-01837
Date: 7/21/2017 Engineer: NR
All attached structural calculations are based on loading requirements provided by Rapid Racks and the design
criteria listed below.
DESIGN CRITERIA:
Building Code
2015 IBC/ASCE 7-10
Risk Category
I
Wind Speed
100 mph .
Exposure Category
C
Ground Snow Load
0 psf
SYSTEM INFORMATION:
6.40 ft
Panel Type
HANWHA Q.PLUS BFR -G4.1280
Total # of Panel
30
Panel Weight
41.5 lbs
Panel Dimension (Lx W x D)
1668.78 mm x 1000.76 mm x 33 mm
65.7 in x 39.4 in x 1.3 in
Panel Orientation
Portrait
Tilt Angle
17.0 "
Panel Layout Rows
3
Columns 10
RACKING LAYOUT INFORMATION:
Bay Spacing along East-West 11.75 ft (Approx.)
Distance Between front -Rear Post 9.67 ft
Insertion Rail - XL 33mm
Insertion Rail Length
32.94 ft (Approx.)
Insertion Rail Cantilever
4.72 ft (Approx.)
C-Post/Pile - C5x3
Front Post Height (Approx.)
3.44 ft
Rear Post Height (Approx.)
6.40 ft
Base Rail - XXL Base Rail
Base Rail Length
17.13 ft
Base Rail Cantilever Length (Max.)
3.51 ft
0
ISE
DIMENSION AND LOADING PARAMETERS:
Array Configuration: Portrait
Total Number of Panels in an Array
Panel Width
Panel Length
Total Number of Bays
Dimensions:
Dist. Between Front and Rear Post
C -C Bay Spacing along East-West
PV Array Total Length
PV Array Width
PV Panel Weight and Rails
Tilt Angle
Height of Front Post
Height of Rear Post
Array Height Above Ground
Wind Loading Parameters:
Exposure Category
Basic Wind Speed (Ult)
Importance Factor
Seismic Loading Parameters:
Risk Category
Mapped Acceleration Parameter
Mapped Acceleration Parameter
Site Classification
Short -Period Site Coefficient
Long -Period Site Coefficient
Importance Factor
Design Spectral Acceleration Parameter
Design Spectral Acceleration Parameter
Snow Loading Parameters:
Ground Snow Load
Cold Roof Slope Factor
Exposure Factor
Thermal Factor (Unheated and Open air structures)
Importance Factor
Flat Roof Snow Load (less than 5 deg slope)
Roof Snow Load
Project: David Jones Job #: 2017-01837
Date: 7/21/2017 Engineer: NR
Fixed at Base Assumption
PT
PW
PL
PB
D
L
LT
W
WDL
E)
H1
Hz
z
30
3.28 ft
5.48 ft
2
9.67 ft
11.75 ft
32.9 ft
17.13 ft
2.75 psf
17.0 deg
3.44 ft
6.40 ft
4.92 ft
Y
X
�z
C
V
100 mph
(Figure 26.5-1)
IW
1.00
(Table 1.5-2)
1
(Table 1.5-1)
SS
0.623 g
(11.4.3)
SI
0.281 g
(11.4.3)
D
(11.4.2, Table 20.3-1)
Fa
1.302
(Table 11.4-1/USGS Maps)
F„
1.839
(Table 11.4-2/USGS Maps)
le
1.00
(Table 1.5-2)
SDS
0.541 g
(11.4.4)
SDI
0.345 g
(11.4.4)
Pg
0 psf
(Figure 7-1)
CS
1.00
(Figure 7-2c)
Ce
0.9
(Table 7-2)
Cf .
1.2
(Table 7-3)
IS
0.8
(Table 1.5-2)
Pf
0.0 psf
(Eqn. 7.3-1)
IDS
0.0 psf
(Eqn. 7.4-1)
WIND DESIGN LOAD CALCULATION:
WIND DIRECTION
9=180°
Project: David Jones Job #: 2017-01837
Date: 7/21/2017 Engineer: NR
Y
LX
WIND DIRECTION
e=0°
Adjustment Factor for Height and Exposure Category KZ 0.85 (Table 27.3-1)
Topographic Factor (assumed to be level ground) K, 1.00 (26.8.2)
Directionality Factor Kd 0.85 (Table 26.6-1)
Wind Load qh = 0.00256KzKztKd (V*V) I qh 18.47 psf (Eqn. 27.3-1)
MWFRS - Open Buildings with Monoslope Free Roofs:
Velocity Pressure Evaluated at Mean Height, h qh 18.47 psf
Gust Effect Factor (Rigid building or other structure) G 0.85
Net Pressure Coefficient CN *see table below
Design Pres
Load Wind Direction, Y=0 Wind Direction, Y=180. Wind Direction, Y=90
Case CNW CNL CNW CNL CN
A -1.1 -1.4 1.4 1.7 -0.8
B -2.0 -0.1 1.9 0.6 0.8
(26.9.1)
(Figure 27.4-4)
(Figure 27.4-7)
.ire:
p = ghGCN (psf)
Wind Direction, Y=90 Minimum Wind
(Eqn. 27.4•
Load
Wind Direction, Y=0
Wind Direction, Y=180 Y=90
Minimum Wind
Case
Windward Leeward
Windward Leeward -
Uplift Gravity
A
-16.6 -21.7
22.1 26.0 -12.6
-16.0 16.0
B
-31.9 -1.3
29.9 9.8 12.6
-16.0 16.0
Note:
1. CNW & CNL denote net pressures (top & bottom surfaces) for windward & leeward half of panel surfaces, respectively.
2. Plus and minus signs signify pressures acting towards and away from the top PV panel surface, respectively.
3. The minimum design wind pressure shall not be less than 10 psf for ASD loads and 16 psf for L•RFD loads.
Resultant Forces. o (olf):
Post
Wind Direction, Y=0 Wind Direction, Y=180
Wind Direction, Y=90 Minimum Wind
Case A
Case B Case A
Case B
Case A
Case B Uplift
Gravtiy
Rear (plf)
-142.5
-185.5
-273.4 222.3
-10.8 189.1
84.2
256.3
-107.6
-107.6
107.6 -137.0
107.6 -137.0
137.0
137.0
Front (plf)
Resultant Component Forces: Force adiusted to anele of PV Panel
Notes:
1. x-dir forces signify component forces are parallel to panel, y-dir forces signify component forces are perpendicular to panel.
2. Plus and minus signs signify pressures acting towards and away from the top PV panel surface, respectively.
Direction
Wind Direction, Y=0
Wind Direction, Y=180
Wind Direction, Y=90
Minimum Wind
Case A
Case B
Case A
Case B
Case A
Case B
Uplift
Gravity
Rear (plf)
1 (x-axis)
-41.7
-136.3
-79.9
-261.4
65.0
212.6
24.6
80.6
-31.4
-102.9
31.4
102.9
-40.1
-131.0
40.1
131.0
2 (y-axis)
Front (plf)3
(x-axis)
-54.2
-177.4
-3.1
1 -10.3
55.3
1 180.8
74.9
1 245.1
-31.4
-102.9
31.4
1 102.9
-40.1
1 -131.0
40.1
1 131.0
4 (y-axis)
Notes:
1. x-dir forces signify component forces are parallel to panel, y-dir forces signify component forces are perpendicular to panel.
2. Plus and minus signs signify pressures acting towards and away from the top PV panel surface, respectively.
Project: David Jones Job #: 2017-01837
PZ8 Date: 7/21/2017 Engineer: NR
SEISMIC DESIGN LOAD CALCULATION:
Risk Category
I
(Table 1.5-1)
Importance Factor
le
1.00
(Table 1.5-2)
Mapped Acceleration Parameter
Ss
0.623 g
(11.4.3)
Mapped Acceleration Parameter
Sl
0.281 g
(11.4.3)
Site Classification
D
(11.4.2, Table 20.3-1)
Short -Period Site Coefficient
Fa
1.302 g
(Table 11.4-1/USGS Maps)
Long -Period Site Coefficient
F„
1.839 g
(Table 11.4-2/USGS Maps)
Design Spectral Acceleration Parameter
SDs
0.541 g
(11.4.4)
Design Spectral Acceleration Parameter
Spl
0.345 g
(11.4.4)
Short Period Seismic Design Category, 0,2 sec
D
(Table 11.6-1)
Short Period Seismic Design Category, 1.0 sec
D
(Table 11.6-2)
Seismic Response Coefficient
CS
0.162
(Eqn. 15.4-5)
Dead Load of Structure
WpL
1483.4 lbs
Snow Load
WS
0.0 lbs
(12.7.2)
Total Weight of Structure
WT
1483.4 lbs
Total Seismic Force in Horizontal Direction
VH
240.6 lbs
(Eqn. 12.8-1)
VH
0.4 psf
Total Seismic Force in Vertical Direction
VV
160.4 lbs
(Eqn. 12.4-4)
VV
0.3 psf
Seismic Force in Horiz. Direction -Insertion Rail
VRail
1.8 plf
Seismic Force in Horiz. Direction - Base Rail
Vbase Rail
7.0 plf
Project: David Jones Job #: 2017-01837
PZH Date: 7/21/2017 Engineer: NR
LOADING SUMMARY:
Y
x ASD Load Combination (2.4.1, ASCE 7-10)
(3) D + (Lr or S or R)
WINO DIRECTION WIND DIRECTION (5) D + (0.6W or 0.7E)
B 1 B=
(6) D + 0.75(0.6W or 0.7E) + 0.75L + 0.75(Lr or S or R)
(7) 0.6D+ 0.6W
` Loadinq based on distributed loads actina along E -W Member Desien Load. P (olf)
Y=O, Case A
Direction
Dead
Snow
Wind (3) (5) (6) (7)
(3) (5) (6) (7)
x-axis.
x-axis
y-axis
-23.5
1 -23.5
-41.7 0.0 -25.0 -18.7 -25.0
Rear Post
0.0 -48.0 -36.0 -48.0
-23.5 133.3 94.1 142.7
Front Post
-
x-axis
y-axis
0.0 -1.9 -1.4 -1.9
y-axis
-23.5
0.0
136.3 -23.5 58.2 37.8 67.6
-54.2 0.0 -32.5 -24.4 -32.5
x-axis
Front Post
y-axis
-23.5
1 0.0
1 177.4 1 -23.5 82.9 56.3 92.3
Y=O, Case B
Direction
Dead
Snow
Wind
(3) (5) (6) (7)
Rear Post
x-axis
y-axis
-23.5
1 -23.5
0.0
1 0.0
-79.9
261.4
-3.1
1 10.3
0.0 -48.0 -36.0 -48.0
-23.5 133.3 94.1 142.7
Front Post
-
x-axis
y-axis
0.0 -1.9 -1.4 -1.9
1 -23.5 1 -17.4 1 -18.9 1 -8.0
Y=180, Case A
Direction
Dead
Snow
Wind
(3) (5) (6) (7)
Rear Post
x-axis
y-axis
-23.5
1 -23.5
0.0
1 0.0
65.0
-212.6
55.3
1 -180.8
0.0 39.0 29.2 39.0
-23.5 -151.1 -119.2 -141.7
Front Post
-x-axis
y-axis
0.0 33.2 24.9 33.2
1 -23.5 1 -132.1 1 -104.9 -122.6
Y=180, Case B
Direction
Dead
Snow
Wind
(3) (5) (6) (7)
Rear Post
x-axis
y-axis
-23.5
1 -23.5
0.0
1 0.0
24.6
-80.6
74.9
1 -245.1
0.0 14.8 11.1 14.8
-23.5 -71.9 -59.8 -62.5
Front Post
x-axis
y-axis
0.0 45.0 33.7 45.0
-23.5 1 -170.6 1 -133.9 1 -161.2
Y=90, Case A
Direction
Dead
Snow
Wind
(3) (5) (6) (7)
Rear Post
x-axis
y-axis
-23.5
1 -23.5
0.0
1 0.0
-31.4
102.9
-31.4 -
1 102.9
0.0 -18.9 -14.2 -18.9
-23.5 38.2 22.7 47.6
Front Post
x-axis
y-axis
0.0 -18.9 -14.2 -18.9
1 -23.5 1 38.2 1 22.7 47.6
Y=90, Case B
Direction
Dead
Snow
Wind
(3) (5) (6) (7)
Rear Post
x-axis
y-axis
-23.5
1 -23.5
0.0
1 0.0
31.4
-102.9
31.4
1 -102.9
0.0 18.9 14.2 18.9
-23.5 -85.3 -69.8 -75.8
Front Post
x-axis
y-axis
0.0 18.9 14.2 18.9
-23.5 1 -85.3. -69.8 -75.8
a
Project: David Jones Job #: 2017-01837
Date: 7/21/2017 Engineer: NR
Min. Uplift
Direction
Dead
Snow
Wind.
(3) (5) (6) (7)
Rear Post
x-axis
y-axis
-23.5
I -23.5
0.0
1 0.0
-40.1
131.0
-40.1
1 131.0
0.0 -24.0 -18.0 -24.0
-23.5 55.1 35.4 64.5
Front Post
x-axis
y-axis
0.0 -24.0 -18.0 -24.0
-23.5 55.1 35.4 1 64.5
Min. Gravity
Direction
Dead
Snow
Wind
(3) (5) (6) (7) -
Rear Post
x-axis
y-axis
-23.5
1 -23.5
0.0
1 0.0
40.1
-131.0
40.1
-131.0
0.0 24.0 18.0 24.0
-23.5 -102.2 -82.5 -92.7
Front Post
x-axis
y-axis
0.0 24.0 18.0 24.0
1 -23.5 1 -102.2 1 -82.5 -92.7
Seismic (+E)
Direction
Dead
Snow
-Seismic
(3) (5) (6) (7)
Rear Post
x-axis
y-axis
-23.5
-23.5
0.0
0.0
3.7
3.7
0.0 2.6 1.9 0.0
-23.5 -23.5 -23.5 -14.1
Front Post
x-axis
-y-axis
0.0 2.6 1.9 0.0
-23.5 -23.5 -23.5 -14.1
Seismic (-E)ti.
Direction
Dead
Snow
Seismic
(3) (5) (6) (7)
Rear Post
x-axis
y-axis
-23.5
-23.5
0.0
0.0
-3.7
-3.7
0.0 -2.6 -1.9 0.0
-23.5 -23.5 -23.5 -14.1
Front Post
'x-axis
y-axis
0.0 -2.6 -1.9 0.0
1 -23.5 1 -23.5 1 -23.5 1 -14.1
r
PZB
POST DESIGN (M1 & M2): C5x3
*All design equations based on the AISI S100-12: ASD
Loads
Member M1
Member M2
Axial Compression, Ib
-1447.14
-1879.74
Axial Tension, Ib
1023.17
1824.18
Moment, Ib -in
30224.37
8928.89
Shear, Ib
731.68
1 116.31
Member Properties:
Project: David Jones Job #: 2017-01837
Date: 7/21/2017 Engineer: NR
ASTM A653
Member
I E (psi)
I A (in') AN, (int)1
rX (in3)r
(in3)S„
(in) I (in)
I ZX (in)
I J (in 4)
C, (in )
IMI&M2129.OE+061
0.660
1.601 1 0.532
1 1.997
1 1.122
1 2.554 1 2.016
1 2.98
1 0.01
1 13.589
Design Results:
D/C Ratio
Member M1
Member M2
Compressive Strength
0.045
0.098
Tensile Strength
0.021
0.038
Flexural Strength
0.660
0.195
Combined Flexural and Axial
0.682
0.244
Shear Strength
0.073
0.012
Design Check OK OK
ALLOWABLE STRENGTHS
Allowable Tensile Strength:
Pn = Fy Ag Qt= 1.67
Nominal Tensile Strength, P„ = 80050 Ib
Allowable Tensile Strength, Pa = 47934 Ib
Allowable Compressive Strength:
Pn = Fn Ae QC= 1.80
Ar = sgrt(Fy/Fe)
if 14 <_ 1.5, then Fn = (0.6587X`,)Fy
if AI > 1.5, then Fn = (0.877/X`c)Fy
psi
psi
Ib
Ib
(Chapter C)
(C2-1)
(Chapter C)'
(C4.1-1)
(C4.1-2)
(C4.1-3)
Member M1
Member M2
kL/r
40.39
67.25
Fe
65450.27
24979.80
AC
0.87
1.41
Fn
36316.64
21633.55
Pn
58143
34635
Pa
32302
19242
psi
psi
Ib
Ib
(Chapter C)
(C2-1)
(Chapter C)'
(C4.1-1)
(C4.1-2)
(C4.1-3)
Project: David Jones Job #: 2017-01837
PZH Date: 7/21/2017 Engineer: NR
Allowable Flexural Strength: (Chapter C)
Mn = Fy Se Cly= 1.67
Member M1 Member M2
Allowable Flexural Strength, Ma = 45789 45789 Ib-in
Yielding
Nominal Flexural Strength, M,= 127700 Ib-in (Fy Se) (C3.1.1-1)
Allowable Flexural Strength, Ma = 76467.07 Ib-in
Lateral- Torsional Buckling
Mn = F, S, (C3.1.2.1-1)
Elastic Critical Stress,
When Fe >_ 2.78Fy
When 2.78Fy > F,:5 0.56Fy
Wh F e 0 56F
in
Psi
Ib -in
Ib -in
en e _ yIb-in
Allowable Flexural Strength, Ma = 45789 45789 Ib -in
Allowable Shear Strength: (Chapter C3.2)
Vn=0.6FyA, Q, 1.60' (C3.2.1-1)
Nominal Shear Strength, Vn = 15953 Ib (h/t <_ sgrt(Ek„/Fy) ; k„ = 5.34) (C3.2.1-2)
Allowable Shear Strength, Va = 9971 Ib
l
Member M1
Member M2
KLb/r
21.36
35.56
Fe
2161797.46
788528.72
Mn
76467.07
76467.07
Mn
-
-
Mn
-
-
in
Psi
Ib -in
Ib -in
en e _ yIb-in
Allowable Flexural Strength, Ma = 45789 45789 Ib -in
Allowable Shear Strength: (Chapter C3.2)
Vn=0.6FyA, Q, 1.60' (C3.2.1-1)
Nominal Shear Strength, Vn = 15953 Ib (h/t <_ sgrt(Ek„/Fy) ; k„ = 5.34) (C3.2.1-2)
Allowable Shear Strength, Va = 9971 Ib
l
PZH
RAIL LOADING (M41: XL 33mm
Rail Span
11.75 ft
Rail Length
32.94 ft
Rail Cantilever
4.719 ft
Panel Orientation
Portrait
Tributary Width at End Rails
2.74 ft
Tributary Width at Inner Rails
5.48 ,
Total Number of Bays
2
Loading Information:
X- Axis
Dead Load
0.67
Snow Load
0.00
Distributed Load on End Rails
Project: David Jones Job #: 2017-01837
Date: 7/21/2017 Engineer: NR
Y- Axis ,
2.21 psf
0.00 psf
Dead Load
6.04 plf
End Rails
12.09 plf
Snow Load
0.00 plf
Load
0.00 plf
Wind Loads
Minimum Wind
Y=0
Y=180 Minimum Wind
Design Pressure:
p=ghGCN
(psf)
Uplift Gravity
Rear Rails
Leeward Uplift Gravity
A
-45.56
Load Y=0
Y=180
Minimum Wind
142.1 -87.6 87.6
Case Windward
Leeward
Uplift Gravity
-43.80 43.80
A -16.64
25.96
-16.00 16.00
psf.
B -31.93
9.84
-16.00 16.00
psf
(Eqn. 27.4-3)
Front Rails
End Rails
Inner Rails
Inner Rails
Load
Y=0
Y=180
Minimum Wind
Y=0
Y=180 Minimum Wind
Case
Windward
Leeward
Uplift Gravity
Windward
Leeward Uplift Gravity
A
-45.56
71.06
-43.80 43.80
-91.1
142.1 -87.6 87.6
B
1 -87.40
26.93
-43.80 43.80
-174.8
53.9 -87.6 87.6
Front Rails
Load Y=0 Y=180 Minimum Wind
Case Leeward Windward Uplift Gravity
Inner Rails
A -21.67 22.09 -16.00 16.00
psf
Y=0
B -1.26 29.94 -16.00 16.00
psf
Y=180 Minimum Wind
Note:
1. CNw and CNS denote net pressures (contributions from top and bottom surfaces) for windward and leeward half of PV panel
surfaces, respectively. .
2. Plus and minus signs signify pressures acting towards and away from the top PV panel surface, respectively.
J
plf
plf
End Rails
Inner Rails
Load
Case
Y=0
Y=180 Minimum Wind
Y=0
Y=180 Minimum Wind
Leeward Windward Uplift Gravity Leeward
Windward Uplift Gravity
A
-59.31
60.46 -43.80 43.80
-118.6
120.9 -87.6 87.6
B
-3.44
81.95 -43.80 43.80
-6.9
163.9 -87.6 87.6
Note:
1. CNw and CNS denote net pressures (contributions from top and bottom surfaces) for windward and leeward half of PV panel
surfaces, respectively. .
2. Plus and minus signs signify pressures acting towards and away from the top PV panel surface, respectively.
J
plf
plf
RAIL LOAD SUMMARY:
Loadina (plf):
Wind Direction. Y=0
Project: David Jones Job #: 2017-01837
Date: 7/21/2017 Engineer: NR
ASD Load Combination (2.4.1, ASCE 7-10)
(3) D + (Lr or S or R)
j' (5) D + (0.6W or 0.7E)
C` (6) D +0.75(0.6W or 0.7E) +0.75L +0.75(Lr or S or R)
(7) 0.6D+0.6W
nP;�.
Y=O, Case A
Location
Dead
Snow
Wind
Seismic
(3) (5) (6) (7) W (plf)
Rear Rail
End Rail
Inner Rail
-6.0
-12.1
0.0
0.0
45.6
91.1
-0.8
-1.6
-6.0 21.3 14.5 23.7 23.7
-12.1 42.6 28.9 47.4 47.4
Front Rail
End Rail
Inner Rail
-6.0
1 -12.1
0.0
1 0.0
59.3
1 118.6
-0.8
1 -1.6
-6.0 29.5 20.6 32.0 32.0
1 -12.1 59.11 41.31 63.91 63.9
Wind Direction. Y=0
Y=O, Case B
Location
Dead
Snow
Wind
Seismic
(3) (5) (6) (7) W (plf)
Rear Rail
End Rail
Inner Rail
-6.0
-12.1
0.0
0.0
87.4
174.8
-0.8
-1.6
-6.0 46.4 33.3 48.8 48.8
-12.1 92.8 66.6 97.6 97.6
Front Rail
End Rail
Inner Rail
-6.0
-12.1
0.0
1 0.0 1
3.4
6.9
-0.8
1 -1.6
-6.0 -4.0 -4.5 -1.6 6.0
1 -12.1 -8.0 -9.0 -3.11 12.1
Wind Direction. Y=180
Y=180, Case
Location
Dead
Snow
Wind
Seismic
(3) (5) (6) (7) W (plf)
Rear Rail
End Rail
Inner Rail
-6.0
-12.1
0.0
0.0
-71.1
-142.1
-0.8
-1.6
-6.0 -48.7 -38.0 -46.3 48.7
-12.1 -97.4 -76.0 -92.5 97.4
Front Rail
End Rail
Inner Rail
-6.0
1 -12.1
0.0
1 0.0
-60.5
1 -120.9
-0.8
1 -1.6
-6.0 -42.3 -33.2 -39.9 42.3
1 -12.1 -84.6 -66.5 -79.81 84.6
Wind Direction, Y=180
Y=180,Casel
Location
Dead
Snow
Wind
Seismic
(3)
(5)
(6)
(7)
W (plf)
Rear Rail
End Rail
Inner Rail
-6.0
-12.1
0.0
0.0
x26.9
-53.9
-0.8
-1.6
-6.0
-22.2
-18.2
-19.8
22.2
-12.1 -44.4 -36.3 -39.6
'44.4
Front Rail
End Rail
Inner Rail
-6.0
-12.1
0.0
0.0
-82.0
-163.9
-0.8
-1.6
-6.0
-55.2
-42.9
-52.8
55.2
-12.1 -110.4 -85.8 -105.6
110.4
Minimum Wind
Min. Gravity
Location
Dead
Snow
Wind
Seismic
(3).
(5)
(6)
(7)
W (plf)
Rear Rail
End Rail
Inner Rail
-6.0
-12.1
0.0
0.0
43.8
87.6
-0.8
-1.6
-6.0
20.2
13.7
22.7
22.7
-12.1 40.5 27.3 45.3
45.3
Front Rail
End Rail
Inner Rail
-6.0
-12.1
0.0
0.0
43.8
87.6
-0.8
-1.6
-6.0
20.2
13.7
22.7
22.7
-12.1 40.5 27.3 45.3
45.3
Minimum Wind
Min. Uplift
Location
Dead
Snow
Wind
Seismic
(3)
(5)
(6)
(7)
W (plf)
Rear Rail
End Rail
Inner Rail
-6.0
-12.1
0.0
0.0
-43.8'
-87.6
-0.8
-1.6
-6.0
-32.3
-25.8
-29.9
32.3
-12.1 -64.6 -51.5 -59.8
64.6
Front Rail
End Rail
Inner Rail
-6.0
-12.1
0.0
0.0
-43.8
-87.6
-0.8
-1.6
-6.0
-32.3
-25.8
-29.9
32.3
-12.1 -64.6 -51.5 -59.8
64.6
PZH
INSERTION RAIL MEMBER DESIGN (M4): XL 33mm
*All design equations based on the Aluminum Design Manual, 2015 Edition
Member Properties:
Project: David Jones Job #: 2017-01837
Date: 7/21/2017 Engineer: NR
6005A - T61
Member
Description
E (psi)
F, (psi)
I (in')
A,,, (in')
Sc (in3)Sb
(in3)J
(in 4)
L (ft)
M4
XL 33mm
10.1E+06
35000
1.199
0.538
1.155
1.435
3.615
1 11.750
N
Resultant Forces: W„ (plf)
Wind Direction, Y=0 Wind Direction, Y=180 Minimum Wind
Case A
Case B Case A=
Case B Uplift
Gravity
63.93
97.62 97.36
1 110.43 45.31
64.65
*W is an uniform load applied along M4
Member
M4
Wind Direction, Y = 0
Case A Case B
Wind Direction, Y = 180
Case A Case B
Minimum Wind
Gravity Uplift
Shear Force, Vr(lb)
115.55
176.45
175.98
199.60
81.90
116.85
Moment, M, (Ib -in)
13238.68
8232.00
20162.71
14976.00
9383.18
13387.62
Shear Strength 1
0.02
0.03
1 0.03
0.03 1
0.01
0.02
Flexural Strength 1
0.60
0.38
1 0.92
0.68 1
0.43
0.61
Design Check • I OK I OK I OK I OK
OK I OK
ALLOWABLE STRENGTHS
Allowable Flexural Strength:
(Chapter F)
M„=Fb S fJb= 1.65
Governing Allowable Flexural Strength, Ma =1 21922 Ib -in
Lateral -Torsional Buckling alone the Weak Axis:
(F.4)
Slenderness ratio:
SZ = 65.67 (Cc)
S = 20.34 (2.3sgrt(2LbSc/(Cb(IyJ)1/2)))
(F.4-6)
Nominal Flexural Yield Strength, Mnp = 40.43 ksi
Nominal Flexural Strength, Mnmb = 36172 Ib -in
Allowable Flexural Strength, Ma =F-21-922 Ib -in
.
Flat Element supported on one Edges
(8.5.4.1)
Limiting Slenderness ratio, S1= 6.66 (BP Fcy/S.ODP)
Limiting Slenderness ratio, S2 = 10.49 (k1BP/5.ODp)
�O A
.'.
Slenderness Ratio, S =
Allowable Compressive Stress, F, =
Nominal Flexural Strength, Mn =
Allowable Flexural Strength, Ma =
Project:. David Jones Job M 2017-01837
Date: 7/21/2017 Engineer: NR
bfl/tl
bf2/t2
bf3/t3
bf4/t4
bf5/t5
5.84
1.93
2.93
4.75
4.77
34.98
34.98
34.98
34.98
34.98
40402
40402
40402
40402
40402
24486
24486 1
24486
1 24486
1 24486
Flat Element Supported on both Edges
Limiting Slenderness ratio, Sl = 20.81 (BP F,y/1.6Dp)
Limiting Slenderness ratio, S2 = 32.77 (klB /1.6D )
Slenderness Ratio, S =
Allowable Compressive Stress, Fc =
Nominal Flexural Strength, Mn =
Allowable Flexural Strength, Ma =
bfs/ts , bf6/t6
4.77
26.63
34.98
32.26
40402
37258
24486
22580
ksi
Ib -in ,
Ib -in
Flat Element supported on 1 Edge W/Stiffener:
ti
Stiffners radius of gyration, rs= 0.057 (ds*sin6/31/2)
err
Slenderness ratio:,
Sl = 7.25 (Se/3)
y S2 = 21.74 (Se = 1.28(E/Fy)1/2)
en
S3 = 43.49 (2Se)
U
0
S = 4.77 (bfs/ts)
Stiff ner effective ratio, PST = 1.00
Allowable Compressive Stress, F, = 34.98 ksi
Nominal Flexural Strength, M„ = 50196 Ib -in
"'
tW
n
Allowable Flexural Strength, Ma =F 30422 Ib -in
r
is
E.
Flet Elements supported on Both Edges:
Ratio of Extreme Fibers, Co/Cc= -0.816
Fatigue Constant, m = 0.74 m= 1.15+co/2cc
for -1 < co/cc < 1
m= 1.3/(1-co/cc)
for cdc< <_ -1 .
Slenderness ratio: m = 0.65
for cc _ -co
1
Sl = 29.00 (Bbr-1.5Fcy/mDbr)
S2,= 67.63 (klBbr/mDbr)
S = 30.48 (hl/t)
Allowable Compressive Stress, Fb = 51.77 ksi
Nominal Flexural Strength, Mn = 59791.16 -Ib-in
Allowable Flexural Strength, Ma = F 36237 Ib -in
Allowable Shear Strength:
j V„=F5 A, ,
0,,= 1.65
Unstiffened Flat Element supported on Both Edges
Slenderness ratio:
Sl = 35.29 (B5 F,y)/(1.25 DJ
52 = 63.16 (CS/1.25)
S = 53.39 (H/t)
Allowable Shear Stress, F5= 17.80 ksi
Nomihal Shear Strength, V„ = 9581 Ib
Allowable Shear Strength, Va = 5807 Ib -
ksi
kip -in
Ib -in ,
(B.5.4.2)
is ts
(B.5.5.1)
(Chapter G)
(G.2-1)
PZH
BASE RAIL MEMBER DESIGN (M3): XXL Base Rail
*All design equations based on the Aluminum Design Manual, 2015 Edition
e
M4 M3 M2
Member Properties:
Project: David Jones Job #: 2017-01837
Date: 7/21/2017 Engineer: NR
RI
Member
Description
E (psi)
F,y (psi) I (in')
A,„ (in')
Sc (in3)J
(in°)
M3
XXL Base Rail
10.1E+06
35000 1.723
0.822
2.369
7.389
Resultant Forces:
6005A - T61
Wind Direction, Y=0 Wind Direction, Y=180 Minimum Wind
Case A
Case B Case A
Case B Uplift
Gravity
187.78
286.77 286.00
324.38 133.09
189.90
Member
Wind Direction, Y=0
Wind Direction, Y=180
Minimum Wind
M3
Case A
Case B
Case A
Case B
Case A
Case B
Shear Force,Vr (lb)
187.78 -
286.77
286.00
324.38
133.09
189.90
Moment,Mr (Ib -in)
7905.65
12072.97
12040.42
13656.32
5603.29
7994.59
Shear Strength
.0.02
0.03
0.03
0.04
0.02
0.02
Flexural Strength
0.18
1 0.27
0.27
0.31
0.13
1 0.18
Design Check OK OK OK OK OK OK
ALLOWABLE STRENGTHS
Allowable Flexural Strength: (Chapter F)
Mr,=Fb S t2b= 1.65
Governing Allowable Flexural Capacity, Ma = 44468 Ib -in
Lateral -Torsional Buckling along the Weak Axis: (F.4)
Slenderness ratio:
S2 = 65.67 (Cc)
S = 22.25 (2.3sgrt(2LbSc/(Cb(IyJ)1/2))) (F.4-6)
Nominal Flexural Yield Strength, Mnp = 82.9 ksi
Nominal Flexural Strength, Mnmb = 73372 Ib -in
Allowable Flexural Strength, Ma = 44468 Ib -in
MrIJO)./rSE
r
Flat Element - Uniform Compression:
Limiting Slenderness ratio, S1=
Limiting Slenderness ratio, S2 =
Slenderness Ratio, S =
Allowable Compressive Stress, Fc =
Nominal Flexural Strength, Mn =
Allowable Flexural Strength, Ma =
Project: David Jones Job #: 2017-01837
Date: 7/21/2017 Engineer: NR
Flat Element
supported on one
Edges
Flat Element
supported on both
Edges
6.66.
20.81
10.49
.32.77
bfl/tl bf2/t2
bf2/t2 bf3/t3
6.64 1.41
1.41 19.51
34.98 34.98
34.98 34.98
82868 82868
82868 82868
50223 1 50223
1 50223 1 50223
Flat Element supported on 1 Edge W/Stiffener: sr,
Stiffners radius of gyration, r5= 0.138 (d5*sin6/31")ti
Slenderness ratio:
S1= 7.25 (Se/3)
S2 = 21.74 (Se = 1.28(E/Fy)1/2)
S3 = 43.49 (2Se)
S = 1.41 (bf2/t2)
Stiffner effective ratio, psT = 1.00
Allowable Compressive Stress, F, = 34.98 ksi
Nominal Flexural Strength, Mn = 82868 Ib -in eft
Allowable Flexural Strength, Ma =F56223 Ib
-in
Flat Elements supported on Both Edees:
Ratio of Extreme Fibers, Co/C,= -0.975
Fatigue Constant, m = 0.66 m= 1.15+co/2c,.
m= 1.3/(1-co/tc)
Slenderness ratio: m = 0.65
S1=. 32.48 (Bbr-1.5Fcy/mDbr))
S2 = 75.75 (k1Bbr/mDbr)
S = 38.94 (hl/t)
Allowable Compressive Stress, Fb = 49.65 ksi
Nominal Flexural Strength, M„ = 117616.6 Ib -in
Allowable Flexural Strength, Ma =F-71-282.-8-1 Ib -in
Allowable Shear Strength:
V„=F5 A,,
Unstiffened Flat Element supported on Both Edges
Slenderness ratio:
S1= 35.29 (BS Fsy)/(1.25 DJ
S2 = 63.16 (CJ1.25)
S = 54.30 (H/t)
Allowable Shear Stress, FS = 17.64 ksi
Nominal Shear Strength, V„ = 14499 Ib
Allowable Shear Strength, Va =F 8787 Ib
(B.5.4.1) / (B.5.4.2)
(BP F,y/5.ODp) / (BP F,y/1.6Dp)
(k1Bp/5.ODp) / (k1Bp/1.6Dp)
ksi
Ib -in
Ib -in
for -1 < co/cc < 1
for cdc< <_ -1
for c' = -co
(6.5.4.3)
(B.5.5.1)
(Chapter G)
Qv 1.65 (G.2-1)
PZU
LONGITUDINAL ANALYSIS:
r
nul
Project: David Jones Job #: 2017-01837
Date: 7/21/2017 Engineer: NR
Member Properties
Member
Description
E (psi)
I (in 4)
A (in')
L (ft)
M2
M4
C5x3
XL 33mm
29.0E+06
10.1E+06
2.016
1.199 -
1.601
1.325
6.398
11.750
Total Number of Panels in an Array
Total Dead Load of Array
Snow Load
Total Weight of the System
In Longitudinal Direction, Lateral Force
Lateral Forces to Front/Rear Post,
4
PT
30
WDL
1483.4 lbs
Ws
0.0 lbs (ASCE 12.7.2)
WT
1483.4 lbs
V
240.6 lbs
V/2
120.3 lbs
NET
PIER FOOTING DESIGN:
Design Criteria
Pier Embedment, H
Pier Diameter, D
Pier Area, A
Surface Area, S
Allowable Soil Bearing Pressure, %
Allowable Soil Skin Friction Resistance, Sf
Allowable Soil Lateral Bearing Pressure, La
Load Duration, Cd
Percent allow. skin friction for pier uplift
'Death of Embedment Reauired due to Lateral Force Iftl
Project: David Jones Job #: 2017-01837
Date: 7/21/2017 Engineer: NR
Front Pier
Rear Pier
4.75
3.00 ft
18
18 in
254.47
254.47 int
22.38
14.14 ft 2
1500 psf
(IBC Table 1806.2)
130 psf
�(IBCTable 1806.2)
460 psf
(IBC Table 1806.2)
lbs� , P
( )
*Inc. by 2 times (IBC 1806.3.4)
1.33
(IBC Sec.1806)
100 %
Front Pier
Front Pier
3.33
Less than Actual Embedment, Therefore OK
Rear Pier
1.87
Less than Actual Embedment, Therefore OK
I All values are.jrom maximum load combination
*Plus and minus
Ins represents loads acting downward and upward respectively
Provide Concrete Pier footing,
Front Pier - 18 in. dia. X 4.75 ft deep
Rear Pier - 18 in. dia. X 3 ft deep
DK
OK
a
ALLOWABLE STRENGTHS
Axial Capacity
Pa = A f'c/() fl= 3.00
Front Pier 212058 lbs f'c= 2500 psi
Rear Pier 212058 lbs
Axial Capacity
Max. of Pa = S Cd Sf or Pa = A Cd Sa
Front Pier 3870 lbs
Rear Pier 3525 lbs
. Uplift Capacity
Front Pier 3870 lbs'
Rear Pier 2444 lbs
Depth of Embedment (IBC 1807.3.2.1)
A S1.Lateral Pmax Moment MmaX
Front Pier 1.57 728.33 732 lbs 30225 lbs -in
Rear Pier 0.39 460.00 1161bs 1079 lbs -in
Note: The following formula shall be used in determining the depth of embedment required to resist lateral loads where
no lateral constraint is provided.
d = 0.5A 11+ [1+ (4.36h/A)]1/2) (IBC eq: 18-1)
where:
A = 2.34P/(Sib); h = Distance in ft from ground surface to point of application of P.
Sl = Allowable lateral soil -bearing pressure as set forth in IBC Section 1806.2 based on a depth of 1/3 the depth of
embedment in psf
Loads
D/C Ratio
Compression
Tension
Concrete Compressive
Axial Bearing
Pull out
Footing
lbs� , P
( )
(lbs), Pt
Strength
Strength
Strenght
Front Pier
1980.76
-1023.17
0.009
0.512
0.264
Rear Pier
1879.74
-1824.18
0.009
0.533
0.746
I All values are.jrom maximum load combination
*Plus and minus
Ins represents loads acting downward and upward respectively
Provide Concrete Pier footing,
Front Pier - 18 in. dia. X 4.75 ft deep
Rear Pier - 18 in. dia. X 3 ft deep
DK
OK
a
ALLOWABLE STRENGTHS
Axial Capacity
Pa = A f'c/() fl= 3.00
Front Pier 212058 lbs f'c= 2500 psi
Rear Pier 212058 lbs
Axial Capacity
Max. of Pa = S Cd Sf or Pa = A Cd Sa
Front Pier 3870 lbs
Rear Pier 3525 lbs
. Uplift Capacity
Front Pier 3870 lbs'
Rear Pier 2444 lbs
Depth of Embedment (IBC 1807.3.2.1)
A S1.Lateral Pmax Moment MmaX
Front Pier 1.57 728.33 732 lbs 30225 lbs -in
Rear Pier 0.39 460.00 1161bs 1079 lbs -in
Note: The following formula shall be used in determining the depth of embedment required to resist lateral loads where
no lateral constraint is provided.
d = 0.5A 11+ [1+ (4.36h/A)]1/2) (IBC eq: 18-1)
where:
A = 2.34P/(Sib); h = Distance in ft from ground surface to point of application of P.
Sl = Allowable lateral soil -bearing pressure as set forth in IBC Section 1806.2 based on a depth of 1/3 the depth of
embedment in psf