HomeMy WebLinkAboutPV2022-134 - CalcsD72
v ENGINEERS
Ma 4, 2022
Sunrun Inc.
133 Technology Dr, Suite 100
Irvine, CA, 92618
Attn.: To Whom It May Concern
re: Job 22-05541 : CHRIS SORENSEN-109R-600SORE
IZ%3 - 2 OW-
Pvu22- t5y
(U00 Wit un.
The following calculations are for the structural engineering design of the photovoltaic panels located at
1600 KENT LN, NEWPORT BEACH, CA 92660. After review, PZSE, Inc. certifies that the roof structure has
sufficient structural capacity for the applied PV loads.
BUILDING DIVISION
May 16 2022
BY: S.E.C.
If you have any questions on the above, do not hesitate to call.
Prepared By:
PZSE, Inc. - Structural Engineers
Roseville, CA
BEACH,
Na 53873
'W 3,31-23
1478 Stone Point Drive, Suite 190, Roseville, CA 95661
T 916.961.3960 F 916.961.3965 W www.pzse.com
Experience I Integrity I Empowerment
® Project: CHRIS SORENSEN -- Job #: 22-05541
Date: 5/4/2022 Engineer: MR
Gravity Loading
Ru p 'A I i I
ps = Ground Snow Load =
psf
Ce= Exposure Factor=
0.9
ASCE 7-16 Table 7.3-1
Cr=Thermal Factor=
1.1
ASCE 7-16 Table 7.3-2
1 = Importance Factor =
1
pt = 0.7 Ce Ct I ps
psf
ASCE 7-16 Eq 7.3-1
where ps 5 20 psf, Pr min = I x ps =
N/A
where ps>. 20 psf, Pr min= 20 x I =
N/A
Per ASCE 7-16, minimum values of Pf shall apply to hip and gable roofs with slopes less
than 15-.
Therefore, pr= Flat Roof Snow Load =
psf
P, = C,pr
ASCE 7-16 Eq 7.4-1
Cs = Slope Factor =
1.000
ARRAY 1
Cs = Slope Factor =
1.000
ARRAY 2
Ps= Sloped Roof Snow Load=
0.0 psf
ARRAY
Ps = Sloped Roof Snow Load =
0.0 psf
ARRAY 2
3
ARRAY 1
ARRAY 2
Note: Roof live load is removed in area's covered by PV array.
Composition Shingle
4.00
Plywood and ixT&G Decking
4.00
2x6 Rafters @ 24"o.c.
0.76
Vaulted Ceiling
0.00
Ceiling Not Vaulted
Miscellaneous
0.24
Total Roof DL ARRAY 1
9.0 psf
DL Adjusted to 20 Degree Slope
9.6 psf
Composition Shingle
4.00
Plywood and 1xT&G Decking
4.00
2x6 Rafters @ 24"o.c.
0.76
Vaulted Ceiling
0.00
Ceiling Not Vaulted
Miscellaneous
0.24
Total Roof DL ARRAY 2
9.0 psf
DL Adjusted to 20 Degree Slope
9.6 psf
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E
Project: CHRIS SORENSEN -- Job #: 22-05541
Date: 5/4/2022 Engineer: MR
Wind Calculations
Per ASCE 7-16 Components and Cladding
Wind Speed
95 mph
Exposure Category
B
Roof Shape
Gable
Roof Slope -
20 degrees
Mean Roof Height
lift
Building Least Width
36 ft
Effective Wind Area
16.4 sf
Roof Zone Edge Distance, a
3.6 ft
Panel to Building Edge, di
5.5 ft
Array Edge Factor Length
8.2 ft
Controlling C&C Wind Zone
Zone 3
Pressure Equalization Factory,
0.71
Wind Pressure P=qh*(G*Cp)*ye*ya
qh = 0.00256 * Kz * Kzt * Kd *Ke* VA2
Eq. 26.10-1
Kz (Exposure Coefficient) = 0.7
Table 26.10-1
Kzt (topographic factor) = 1
26.8 (Figure 26.8-1)
Kd (Wind Directionality Factor) = 0.85
Table 26.6-1
Ke (Elevation Factor)= 1.00
26.9
V (Design Wind Speed) = 95 mph
Fig. 26.5-18
Risk Category = II
Table 1.5-1
qh = 13.7 psf
0.6*qh=8.22
Zone 1
Zone 2
Zone 3
Positive
GCp=
-2.00
-2.69
3.21
0.49
Uplift Pressure =
-11.67 psf
-15.72 psf
-18.76 psf
16.00 psf
Uplift Edge Pressure=
-17.51 psf
-23.59 psf
-28.15 psf
24.00 psf
Attachment Dead Load =
3.00 psf
3.00 psf
3.00 psf
Max Rail Span Length=
6.00
6.00
6.00
Max Rail Span Length Edge =
6.00
0.00
0.00
Longitudinal Length =
2.73
2.73
2.73
Attachment Tributary Area=
16.38
16.38
16.38
Attachment Tributary Area Edge=
16.38
0.00
0.00
Attachment Uplift =
-162.00
-228.00
-278.00
Attachment Uplift Edge=
-257
0
0
_,.Eea!41rP ..ao..
Fastener = 5/16
inch
Number of Fasteners =l
Minimum Threaded Embedment Depth = 2.5
inch
Withdraw Capacity Per Inch = 205
lb NDS Eq 12.2-1
Allowable Withdraw Capacity= 820lb
lb NDS Eq 11.3-1
820 lb capacity> 278 lb demand Therefore, OK
Embedment Depth Reduction Factor 1
Lateral Force from Gravity Loads= 17
lb
Attachment Lateral Capacity= 250lb
lb NDS Table 12K
250lb capacity> 17lb demand Therefore, OK
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E
Project: CHRIS SORENSEN -- Job #: 22-05541
Date: 5/4/2022 Engineer: MR
Framing Check
ARRAY 1 PASS
w = 193 plf
Dead Load 9.6 psf
PV Load 3.0 psf
Live Load 19.6 psf
Member Span =10' - 9"
Governing Load Comb. DL+ LL
Total Load 32.2 psf
2x6
Note: Attachments may be Unstaggered.
22.69 62.39 SPF#2
Fb (psi) = f'b x Cd x Cf x Cr
875 x 1.25 x 1.3 x 1.15
Allowed Bending Stress = 1635.1 psi
Maximum Moment = (wLA2)/8
= 2788.44 ft#
= 33461.3 in#
Actual Bending Stress = (Maximum Moment) / S
= 1474.9 psi
Allowed > Actual -- 90.3% Stressed -- Therefore, OK
Deflection Criteria Based on =
Actual Deflection (Total Load) _
Allowed Deflection (Live Load) _
Actual Deflection (Live Load) _
L/120 (E _
= 1.074 in
Simple Span
(5*w*LA4) / (384*E*I)
= 0.663 in
= L/195 < L/120 Therefore OK
L/180
0.716 in
(5*w*LA4)/(384*E*I)
0.404 in
L/320 < L/180 Therefore OK
mber Spacing
@ 24" o.c.
N
Member Area = 24.8 inA2 Fv (psi) = 135 psi (NDS Table 4
Allowed Shear = Fv * A = 3341 lb Max Shear (V) = w * L / 2 = 346 lb
Allowed > Actual --10.4%Stressed -- Therefore, OK
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PZ® Project: CHRIS SORENSEN -- Job #: 22-05541
Date: 5/4/2022 Engineer: MR
Framing Check
ARRAY 2 PASS
w = 193 plf
Dead Load 9.6 psf
PV Load 3.0 psf
Live Load 19.6 psf k6Rer14 o"e^3
Member Span =10' - 2"
Governing Load Comb. DL+LL
Total Load 32.2 psf
Note: Attachments may be Unstaggered.
2x6 _ 22.69 62.39 SPF#2 @ 24" o.c.
Fb (psi) = f'b x Cd x Cf x Cr
875 x 1.25 x 1.3 x 1.15
Allowed Bending Stress = 1635.1 psi
Maximum Moment = (wLA2) / 8
= 2495.4 ft#
= 29944.8 in#
Actual Bending Stress = (Maximum Moment) / S
= 1319.9 psi
Allowed > Actual -- 80.8% Stressed -- Therefore, OK
= U120 (E = 1400000 psi Per NDS)
Deflection Criteria Based on =
Actual Deflection (Total Load) _
Allowed Deflection (Live Load) _
Actual Deflection (Live Load) _
= 1.016 in
Simple Span
(5*w*LA4) / (384*E*I)
= 0.531 in
= L/230 < L/120 Therefore OK
L/180
0.677 in
(5*w*LA4) / (384*E*I)
0.324 in
L/377 < L/180 Therefore OK
Member Area = 24.8 inA2 Fv (psi) = 135 psi (NDS Table 4
Allowed Shear = Fv * A = 3341 lb Max Shear (V) = w * L/ 2 = 327lb
Allowed > Actual -- 9.9% Stressed -- Therefore, OK
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DZE
Project: CHRIS SORENSEN -- Job #: 22-05541
Date: 5/4/2022 Engineer: MR
Lateral Check: 2019 CEBC
Level
Area Weight (psf)
Weight (Ib)
Roof
1728 sf
9.6 psf
16589 lb
Ceiling
1728 sf
6.0 psf
10368lb
7/8".Stucco
672 sf
11.0 psf
7392 lb (8' Wall Height)
Int. Walls
336 sf
6.0 psf
2016 lb
Existing Weight of Effected Building
36365 lb
Weight of PV System (Per Sun run Inc.)
3.0 psf
- Approx. Area of Proposed PV System
338 sf
- Approximate Total Weight of PV System
1014lb
10%of Existing Building Weight (Allowed) 3636lb
Approximate Weight of PV System (Actual) 1014 lb
Percent Increase 2.8%
3636lb > 1014 lb, Therefore OK
Per 2019 CEBC §502.5 & 503.4, the increase in the lateral demand/capacity
ratio of the existing structure due to the installation of the PV system is less
than 10%. Therefore, the existing structure may remain unaltered.
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