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STRUCTURAL CALCULATIONS for PV INSTALLATION
Sunrun
775 Fiero Lane , Suite#200
_ San Luis Obispo CA, 93401
® COPY 805-528-9705
USER: Michael Landa , `� '•
201
6
COMPANY NAME: {' ,
SunrunA Si
44,
SRC JOB ID: 17836 °',
JOB REPORT DATE: 2016-07-13/Rev D
JOB NUMBER: 601 R-790STAN
JOB NAME: Sean Stansfield Residence
JOB ADDRESS: . 7790 SW Hansen Ln
Tigard, OR 97224
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a EXPIRES. 12/31/17
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Digitally Signed by
James A.Adams, S.E.
Date: 2016.07.13 14:05:18 -0700
Program Version: 2016-03-07:7
Contact: ja arnssolar-roo oheckx oat I Phone 805,215.8665
Pogo 2 of 6
,-, - - - - - - • - - • --- • - - -•• , , , .., - , , - , , .._ ._, „ , ,.. „ „ , , _ ,
LOAD COMBINATIONS: ASCE 7-05, IBC 2009 (Nor APPLICABLE IN CA)
• LOADING COMB. #1: WINO UPLIFT - 0.6DL SOLAR AT STANDOFF (CD=1.6) ZONE 2
• LOADING COMB. *2: DL RF + DL SOLAR +RF LL (Co=1.25).
a LOADING COMB. #3: DL RF + DL SOLAR + WIND DOWN (CD=1.6). ZONE 1
• LOADING COMB. *4: DL RF + DL SOLAR ÷ SNOW (CD=1.15).
• LOADING COMB. #5: DL RF + DL SoLAR -1- 75WIN0 +.756N0w (Co=1.6) ZONE 1
a LOADING COMB. *6: CHECK SEISMIC FOR SECT. 3404.4 ALTERATIONS.
a LOADING COMB. #7: (O.6)(DL RF + DL 501.m) + WINO UP (C0=1.6), ZONE 1.
Loom COMBINATIONS: ASCE 7-10, IBC 2012 CALIFORNIA, CBC 2013
• LOADING COMB. #1: (0.6)WIND UPLIFT - O.6DL SOLAR AT STANDOFF (CD=1„6) ZONE 2
a LOADING COMB. #2: DL RF + DL Souot 4-RF LL (CD=1.25).
a LOADING COMB. #3: DL RF + DL SOLAR + (0.6)WIND DOWN (C0=1.6) ZONE 1
a LOADING COMB. *4: DL RF + DL SOLAR + SNOW (CD=1.15)
• LOADING COMB. #5: DL RF + DL SOLAR +.75(0.6)Wmo +.75Sti0w (Co=1.6) ZONE 1
• LOADING COMB. #6: CHECK SEISMIC FOR Secr, 3404.4 ALTERATIONS
• LOADING COMB. #7: (0.6)WIND UP-O.6(DL RF + DL Scrim) (CD=1.6) ZONE 1
REFERENCES: N3, NDS LATEST EDITION
Duration Factors Section Modules Size Form Factor
Cdwmd := 1.6 S := 0.563 54x4 := 7.150 Cf2n2 := 1.5 Cf4n4 := 1.5
Cdsnow := 1.15 S2x4 := 3.063 S4 := 17.650 Cf2x4 := 1.5 Cf4x6 := 1.3
Cd ot := 0.9 Szx6 := 7.563 54X5 := 30.660 Cf2n6 := 1.3 Cf4 := 1.3
Cd IL := 1.25 Sufi := 13.14 S4x10:= 49.900 Chdi := 1.2 Cf4xto := 1.2
Sonfo:= 21.39 54x12 = 73.800 Chao := 1.1 Cf4x12 := 1.1
Fh :=1000.00 psi 52x12:= 31.64 Cf n2 := 1.0
Pag.3 of
USER NPUT
1. Ceiling Type: 1/2 gyp. Bd.
2. Collar Tie Space: 0
3. Coverage %: 10
4. Frame Size: 2x4@24
5. Ground Snow (psf): 25
6. Vertical Snow Load on slope (psf): 22.47
7. Lag Screw Diameter (in): 5/16
8. Lag Screw Embedment (in): 2.5
9. Overall Span (ft): 38
10. PV Weight (psf): 3
11. Rafter Sloped Span (ft): 8.25
12. Rail System: 2Rail
13. Roofing Type: Comp. Shingle
14. Roof Mean Height (ft): 15
15. Roof Slope (degrees): 26
16. Roof Type: Truss
17. Sloped Ceiling?: No
18. Standoff Max. Horz. Space (ft): 2
19. Standoff Max. Vert. Space (ft): 2.75
20. Standoff Staggered?: No
21. Wind Exposure: C
22. Wind Speed (mph): 95
23. wr = Weight of RoofType (psf): 2.20
24. wra = Weight of Rafter (psf): 0.65
25. we = Weight of CeilingType: 2.20
26. wcj = Weight of Ceiling Joists (psf): 0.65
27. s = Rafter spacing (ft.): 2.00
28. PV Orientation: Portrait
Paws 4 of
SLOPED/VAULTED CEILING - CARRIED SY THE Top CHORD/RAFTER:
Ditc := Deadload Top Chord (Rafter)
DLbc. := Deadload Bottom Chord (Ceiling)
FLAT CEILING - CARRIED ST THE CEILING iorins:
DLtc Deadload Top Chord (Rafter)
D.Lbc, Deadload Bottom Chord (Ceiling)
WDLtC DLte x s (plf)
10.70
wDLbc DLbc x s (Plf) 6.70
TA = Horizontal spacing x Vertical spacing (sf) 5.50
Assume Roof is not on top of a hill, bluff, or mountain ridge. 1.0
Sect. 6.5.7.2, pg. 26
Cis 1.00
COMPONENTS AND CLADDING:
ASCE 7-05:
Zone 1: Net Wind Pressure - See Figure 6-3, pg. 42 NA
Zone 2: Net Wind Pressure - See Figure 6-3, pg 42 NA
Adjustment Factor for Height and Exposure - See Figure 6-3, pg. 44 NA
ASCE 7-10:
Zone 1: Net Wind Pressure - See Figure 30.5-1, 19.40
Zone 2: Net Wind Pressure - See Figure 30.5-1, 31.90
Adjustment Factor for Height and Exposure - See Figure 30.5-1, 1.21
pZonel
= Net Wind Pressure x Adj. Factor (pst) = 23.47
up
=P
Zune2 Net Wind Pressure x Adj. Factor (psf) = 38.60 up
= Net Wind Pressure x Adj. Factor (psf) = 16.00
p Zonel dn
Pogo 5 af 15
Note: For ASCE 7-10 the wind forces have been multiplied by 0.6
LOADING CONSINATION *1: WIND UPLIFT CONNECTION TO RAFTER - ZONE 2
. ......... .......
:=TA x (Pup -0.6 x Di-solar x cos(8) uplift Zone 1 68.57
TA x (Pup -0.6 x Di-Solar x cos(e) uplift Zone 2 118.48
d= Olam.lag screws User Input 5/16
t= lb/inch Withdrawal NDS 2012 - Tab. 11.2A, pg 75 235.00
e= Threaded embedment into wood User input 2.50
W= Total withdrawal capacity
W := Cdwind x t x e
940.00
W x 100
c!i6 := 793.39
<< If equal to or more than 100% Code Compliant, OKI
. ,
Table 3 represents the maximum Moment (M = PL/a)
resulting from point loads (standoffs), for any spans (L) listed.
a= 2.46
Table 3(The Moment Factor"a"fora 2 Rail system) Table 3(The Moment Factor Ra'for Lep or similar system)
Staggered U nstagge red Staggered Unstaggered
Length Portrait Landscape Portrait Landscape Length Portrait Landscape Portrait Landscape
L= 4.00 3.50 3.72 2.50 L= 5.00 5.00 5.00 5.00
L=71 3.60 2.84 2.95 1.83 =7' 4.50 4.50 4.50 4.19
*1E* t441 :••7 ,,rillok;:::34:***,,;:.;.!* is4*.eitZ 31
L=9" 3.03 2.59 2.34 1.44 L=9' 4.00 4.00 4.00 312
=1.1" 2.77 2.25 2.04 1.19 1=11' 4.00 4.00 3.70 2.48
:110'
1=13" 2.61 1.881.74 0.90 1=13' 4.00 3.87 3.35 1.98
I=15" 2.51 1,681.50 0,86 1=IS' 4.00 3.32 2.88 1.78
180 3iG1 L14
I=17' 2.43 1.45 1.31. 0.76 1=17 4.00 2.74 2.36 1.57
1=19' 2.38 1.24 1.17 0.68 1=:19' 4.00 2.46 2.18 1.38
1=21' 2.22 1.14 1.06 0.62 1=21' 4.00 2.28 2.06 1.25
1440,1it
Pegs 6 of a
. _
: Note: For ASCE 7-10 the wind forces have been multiplied by 0.6
COMBINATION #2; DL RF + DL SOLAR +RF LL (Co=1.25) with LL= 18.15 psf
iv v..=LL x s pif (pit)--- 36.29 P :---- TA x DLsolai 16.50
„= (L. - 55) (ft) := NAML2 ,
DL:= iv-Mite x — ±Psp X X cos(e) 131.56
LL _.,..
For Spans-- 10.0 ft 4,,,t, ,, ) (2 x L - 3) x sins(e)
-' 7s4 2 x L
98.27
,
...z.. x W
LI.,
--2--
. i -. , 2
Lk.,.,,, j Y--,----':- wxcx (2x1. -c).4.- wx.e _
For Spans='-' 10...0 ft :..k...).71-...- -
2 x L x cos(6)
M - -
LI, - NA
2 x w
12
M:= Mix. +M . (lb-ft) := 229.82 Si. :=-.xix 1.28
Fb x Cdu_ x ax x Cr x CL8
Sx
of-- ........ 7
— x 100
,0-- -.-,. LF EQUAL TO OR MORE THAN 100% CODE COMPLIANT, OKI 239.25
sr
. . , . .
Cotisitomioo: #3: ZONE 1 DL RF + DL SOLAR + WIND DOWN (Co=1.6)
P3:= TA x (tadri + DL solar x cos(e)) 67.63
' 2
L L
M3 -- ri wOLtc x —)x cos x deg) x...P3 x - 308.63
1, S
12
Sr' NIL x 1.34
*
FL) x Cdwind x Cfx x Cr x CLS
Sx x 100
4) '
<< IF EQUAL TO OR MORE THAN 100% CODE COMPLIANT, OKI 228.04
Sr
COMBINATION *4: DL RF ÷ DL SOLAR + SNOW (CO=1.15)
S = Sloped Roof Snow Load (psf) 22.47
P4 -...=--TA x IS+ DL solar, 140.08
1
L- L
M := (wDL x + x - cos(e)
teP 8 .4 x 504.07,
12
Sr:= M4 x
FL) 3.05 x Cdsnow x Cfx x Cr x eLs
S x x 100
°z 6 :=
<< IF EQUAL TO OR MORE THAN 100% CODE COMPLIANT, OKI 100.35
Sr
•
Page 7 or 3
- Note: For ASCE 7-10 the wind forces have been multiplied by 0.6
LOADING COMBINATION #5: ZONE 1 DL Rif + DL SOLAR +,75Wrray ÷.75Spiow (Co=1,6)
S = Sloped Roof Snow Load (psf) 22.47
P5:-=
TA--, (75 x S± DLsoiar) x cos(e) + ( TA x 35 x pdn)
137.74
)015:= tcwDLty — + p5 x — x cos(e) 543.75
c 8 a
12
2.36
Sr :=M5x -
Fb x CdWind x ec x t-r x CLS
Sx x 100
0, ..
Sr
0 ----- << IF EQUAL 70 OR MORE THAN 100% CODE COMPLIANT, OKI
129.44
, .
LOADING COMBINATION *6: Cue= SEISMIC LOADING:
ExistingIDL := DL + Walls Walls -.. 5_5 psf 14.20
ProposedDL := Existin.gDL±DLsoiar sx C 14.50
Seisnu'clacrease := 100 x Pr°P°sedDL 100 2.11
ExistingDL
(
<< IF EQUAL 70 OR LESS 714A1410% CODE COMPLIANT? OKI
SEISMIC SUMMARY
Sect. 3404.3 Alterations (See Exception):
The addition of the Solar Panels, meets the following:
The design strength of existing elements required to resist seismic forces is not reduced.
The seismic force to any existing lateral load-carrying structural element is not substantially increased.
No new lateral load-carrying structural elements are being added.
New nonstructural elements are being connected to existing structure per Chapter 16.
Alterations do not create structural irregularities.
Page,8 of a
Note For ASCE''7-10 the wind forces have been multiplied by O,.6
Lo ri s1t Tzorr *7: Zona 1 (O.6)(DLRF + DL SOLAR) + WINO UP (CD 1.,6)
P7 o TA x (pup-- OA D x s 68.57
L) L2
M7 :_ P x a — ni, x x cos(e) 180.86
12
sr x Fb 'dt ix d + x Cr 0.79
x x 1
�* « IF EQUAL i.o OR MORE Th 100% CODE COMPLIANT, OKI 389.15
Sr
LIMIT/3 SCOPE OF WORK AND laKIIILM
Existing deficiencies which are unknown and not observable due to their
being concealed inside walls, or sandwiched behind gypsum board ceilings at
the time of Inspection are not included in this scope of work. These
calculations are for the roof framing which supports the new PV modules.
These calculations do not include a complete lateral analysis of the building,
nor a prediction of the life expectancy of the existing building.