Report he7
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February 2, 2017
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RE: CERTIFICATION LEI I ER 3 111 nI PiViSION
Project/Job # 9723569 Abe De Digitally
do—local,d-S Abe De
u=SolarCity Users,
Project Address: Henry Residence eu_"awthorr,e,on=Abe De Vera,
10065 SW Highland Dr Vera ma°=4017070708 dtyc08
Da[e:2017.W.W 013:2]:51-08'00'
Tigard,OR 97224 to PR
AHJ Tigard 4 45i
SC Office Portland ti IOq
Design Criteria: 8 PE
-Applicable Codes = 2010 OSISC&2010 OSSC,ASCE 7-10, and 2012 NDS a► OREGON *t•
cP- Risk Category = II 14?. .q c�,
c,0 rp
-Wind Speed = 95 mph, Exposure Category C, Partially/Fully Enclosed Method °� 12e 2
-Ground/Roof Snow Load = 25 psf(Unreduced) '"0ERGUtZA�
- MP1: 2x4 @ 24"OC, Roof DL = 7 psf, Roof LL/SL = 25 psf
EXPIRES:DEC 31, 2611
Per Section 1613.1,W-(PV)/W-(exist roof) = 8.9%, Increase Seismic Shear Load < 10%, -> [OK]
To Whom It May Concern,
A jobsite survey of the existing framing system of the address indicated above was performed by a site survey team from SolarCity.
Structural evaluation was based on site observations and the design criteria listed above.
Based on this evaluation, I certify that the existing structure directly supporting the PV system is adequate to withstand all loading
indicated in the design criteria above based on the requirements of the applicable existing building and/or new building provisions
adopted/referenced above.
Additionally, I certify that the PV module assembly including all standoffs supporting it have been reviewed to be in accordance with the
manufacturer's specifications and to meet and/or exceed all requirements set forth by the referenced codes for loading.
The PV assembly hardware specifications are contained in the plans/docs submitted for approval.
Sincerely,
Abe De Vera,P.E..
Professional sneer
Mains :..=,765.2489,x57526
emai: eiatilirci
Version#65.2-TBD
Solar
ity
, �. C.
HARDWARE,DESIGN AND STRUCTURAL ANALYSIS RESULTS UM A ,Y TABLES
Landscape Hardware-Landscape Modules"Standoff Specifications,
Hardware X.Spacing X-X',Cantilever Y-Y Spacing Y-Y Cantilever Configuration Uplift DCR
MP1 72" 24" 39" NA Staggered 24.2%
Portrait Hardware-Portrait Modules.*Standoff Specifications
Hardware X-X Spacing X-X Cantilever Y-Y Spacing Y-Y Cantilever Configuration Uplift DCR
MP1 48" 20" 64" NA Staggered 26.5%
Structure Mounting Plane Framing Qualification , ilts
Type Spacing Pitch Member Evaluation Results
MP1 Stick Frame 24"O.C. 190 Member Analysis OK
Refer to the submitted drawings for details of information collected during a site survey. All member analysis and/or evaluation is based on framing information
gathered on site.The existing gravity and lateral load carrying members were evaluated in accordance with the IBC and the IEBC.
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SEISMIC CONI►ERATIONS
Erb, Seismic Design -= _.
Seismic Design Code ASCE 7-10
Latitude 454083
Longitude -122.7808
SRA at Short=Period Ss 0.944 _ USES
SRA at is Period S1 0.338 USGS
S<it Site Class D IBC 1613.5.2
Seismic Design Category SDC D USGS
Seismic Check Required(Ss Yes IBC 1613.1
0.4g&SDC D)?
ALTERATION LATERAL DESIGN 10% EXCEPTION CHECK
Weigh-to PnIpoSed PY Sy,
Area De "Load Weight
PV System Weight 572 sf 3 psf 1,716 lbs
Total Weight of PV System W(pv) 1,716 lbs
isie,v4toReeion Existing
Sum Area of MPs with PV 1023 sf
r l eight Area ' mead
STRUCTURE ANALYSIS - LOADING SUMMARY AND MEMBER CHECK- MPS.
_ `_ er Pro t,- ,- Sl 1 ,,
MP1 1_T. I -n z . ter Properties ,t,
Overhang 2.16 ft Actual W 1.50"
„RoofS7steM Proem Span 1 8.15
ft Actual D 3.50"
Number of Spans(w/o Overhang) 3 Span 2 7.84 ft Nominal Yes
Roofing"Material Comp Roof Span 3 " 7.80 ft A(iin^2) 3.25
Re-Roof No Span 4 Sx(in.A3) 3.06
Plywood Sheathing Yes Span 5Ix(inA4) 5.36
Board Sheathing None Total Rake Span 27.45 ft TL Defl'n Limit 120
Vaulted Ceiling No PV 1 Start 2.25 ft Wood Species DF
Ceiling Finish 1/2"Gypsum Board PV 1 End 21.00 ft Wood Grade #2
Rader Slope 19° PV 2 Start Pb(psi) 900
Rafter Spacing 24"O.C. PV 2 End Fv(psi) 180
Top Lat Bracing Full PV 3 Start E(psi) 1,600,000
Bot Lat Bracing At Supports PV 3 End E-min(psi) 580,000
, Mem r L Summate., =
hof Pitch 4/12 ``a Inial *-Adjust Non P1/Areas PV Are-as
Roof Dead Load DL 7.0 psf x 1.06 7.4 psf 7.4 psf
PV Dead Load PV-DL 3.0 psf x 1.06 "3.2 psf
Roof Live Load RLL 20.0 psf x 1.00 20.0 psf
Live/Snow Load L ../m.1,2 25.0 psf x 1 ix 1 25.0 psf 25.0 psf
Total Load(Governing LC) TL _ 32.4 psf 35.6 psf
Notes: 1. ps=Cs*pf;Cs-roof,Cs-pv per ASCE 7[Figure 7-2] 2. pf=0.7(Ce)(Ct)(Is)Pg; Ce=0.9,Ct=1.1,I5=1.0
„iMember ig Summa )' voi, -T,
€`"Dealing Load Comb7,:,!-1- 1_ _ CD (+) a* �= 3.3",,,?Cr .
D+5 , 1.15 1.00 0.91 1.5 1.15.
' ba Analysis ReSumIe;' EEEIE
ma i , ;
JV-:'
Governinga `�` MaxMoment n LocationI amici _, €,,, DOC e:. ReZt.,....
(-) Bending Stress(psi) -1,656 17.7 ft -1,625 1.02 Pass
ZEP HARDWARE DESIGN CALCULATIONS - MPI
filoAafting Plane Information
Roofing Material - Comp Roof
Roof Slope 190
Rafter Spacing 24"O.C.
Framing Type/Direction Y-Y Rafters
PV System Type Solara},SieekMot tTt°
Zep System Type ZS Comp
Standoff(Attachment Hardware) Como Mount Type C
Spanning Vents No
Wind Design Criteria - _
Wind Design Code IBC 2012 ASCE 7-10
Wind Design Method Partially/Fully Enclosed Method
Ultimate Wind Speed V-Ult 95 mph Fig. 1609A
Exposure Category ' C Section 26.7
Roof Style Gable Roof Fig.30.4-2A/B/C-5A/B
Mean Roof Height h 15 ft Section 26.2
1l t d Pressure=Cali kion oefficlent _ N,
Wind Pressure Exposure KZ 0.85 Table 30.3-1
Topographic Factor KA 1.00 Section 26.8
Wind Directionality Factor ICd 0.85 Section 26.6-1
Importance Factor } NA
qh = 0.00256(Kz)(Kzt)(Kd)(V^2)
Velocity Pressure qh EquationEquation 30.3-1
16.7 psf
Ext. Pressure Coefficient(Up) GCp(Up) -0.88 Fig.30.4-2A/B/C-5A/B
Ext,Pressure Coefficient(Down) GCp(Down) _ 0.45' - Fig. 4- /B/C-gA/B'.
Design Wind Pressure p p =qh (GCp) Equation 30.4-1
Wind Pressure Up plum -1,6.0 psf
Wind Pressure Down " ihdowni 16.0 psf
ALLOWABLE STANDOFF SPACINGS
) cti t -. i . Y-Dir 1pn
Max Allowable Standoff Spacing Landscape 72" 39"
lax,AllowableCantilaVer Landscape 24 Nle,.-
�t-
Standoff Configuration Landscape Staggered
Max'Standoff Tributary Area TrIb _ 0 sf
PV Assembly Dead Load 3.0 psf
Net Wind Uplift-At_Standff 1-actual -154 lbs
Uplift Capacity of Standoff T-allow 637 lbs
Standoff Demand/Capacity DCR i 24.2%
Max Allowable Standoff Spacing Portrait 48" 64"
Max Allowable Cantilever Portrait 20" _ = NA
Standoff Configuration Portrait Staggered
Max'Standoff Tributary Area Trip 21 sf
PV Assembly Dead Load W-PV 3.0 psf
Net Wind Uplift at Standoff T-actual = -168 lbs
Uplift Capacity of Standoff T-allow 637 lbs
Standof:Denand/CaDacitY i:5°lo, = _