Report Version#48.9
SolarCity RU
RECEI\/ED
August 11, 2015
AUG 3 2015
Project/Job # 9722862
RE: COVER LETTER CITY OF 'r 1(.1A-10
BUILDING Div f;�nN
Project: Menzalji Residence
12773 SW Morning Hill Ct
Tigard,OR 97223
To Whom It May Concern,
A jobsite survey of the existing framing system was performed by a site survey team from SolarCity. Structural review was based on
site observations and the design criteria listed below:
Design Criteria:
- Applicable Codes = 2010 OSISC&2010 OSSC,ASCE 7-05, and 2005 NDS
- Risk Category = II
- Wind Speed = 95 mph, Exposure Category C
- Ground/Roof Snow Load = 25 psf(Unreduced)
- MP1: Roof DL = 12 psf, Roof LL/SL = 25 psf
- MP2: Roof DL = 10 psf, Roof LL/SL = 25 psf
On the above referenced project, the components of the structural roof framing impacted by the installation of the PV assembly have
been reviewed. After this review it has been determined that the existing structure requires structural upgrades as detailed in the plan
set to withstand the applicable roof dead load, PV assembly load,and live/snow loads indicated in the design criteria above.
The structural roof framing including the specified upgrades and the new attachments that directly support the gravity loading and wind
uplift loading from PV modules have been reviewed and determined to meet or exceed structural strength requirements of the 2010
OSISC&2010 OSSC.
sisEO PROFFS
Please contact me with any questions or concerns regarding this project. �\co �GINEFR cS/O
Digitally signed by <4./ �y
John Calvert iFt5PE,/ r
Date:2015.08.1 1
John A. Calvert, P.E. 11:42:49-06'00'
Professional Engineer Exp: 12/31/15 OREGO
T: 888.765.2489 x51508 0;14 y 16 20 J���
email: jcalvert @solarcity.com
N A. CA\
3055 Clearview Way San Mateo,CA 94402 t(650)638-1028 (888)SOL-CITY F(650)638-1029 solarcity.com
08.11.2015
So ar i . PV System Structural Version #48.9 Design Software
PROJECT INFORMATION &TABLE OF CONTENTS
k, ,.,_ , „ , Project Name: Menzalji Residence AHJ: Tigard
Job Number: 9722862 Building Code: 2010 OSISC& 2010 OSSC
Customer Name: Menzalji, Mohammad Based On:! IRC 2009/IBC 2009
Address: 12773 SW Morning Hill Ct ASCE Code: ASCE 7-05
IMIIIIIMIFa City/State: Tigard, OR Risk Category: II
Zip Code 97223 Upgrades Req'd? Yes
Latitude/ Longitude: 45.427957 -122.811142 Stamp Req'd? Yes
SC Office: Portland PV Designer: Derrick Olds
Cover Letter 1
Project Information,Table Of Contents, &Vicinity Map 2
Seismic Considerations 3
Structure Analysis (Loading Summary and Member Check) 4
Hardware Design (PV System Assembly) 5
1 2-MILE VICINITY MAP .,_
SW Walnut St .
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�'Gl, - gym s - i A.11/c9/nut -- 3.
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a•e(.19i ' Digital..lobe, Metro, Portland Oregon. State ofOre•on, U.S. Geological Surve
12773 SW Morning Hill Ct, Tigard, OR 97223
Latitude: 45.427957, Longitude: -122.811142, Exposure Category: C
SEISMIC CONSIDERATIONS '
Seismic Design Criteria (per USGS)
Seismic Design Code ASCE 7-05
Latitude iffillailinialM AIM 45.4280 MEW
Longitude -122.8111
SRA at Short Period 11111111111111111 SS
MUM 0.971 USGS
SRA at is Period 51 0.347 USGS
Soil Site Class Alll 111111 IBC 1613.5.2
Seismic Design Category SDC D USGS
Seismic Check Required(Ss a Yes IBC 1613.1
0.4g&SDC a D)?
ALTERATION LATERAL DESIGN 10% EXCEPTION CHECK
Weight of Proposed PV System
Area _ Dead Load Weight
PV System Weight 533 sf 3 psf 1,599 lbs
Total Weight of PV System W(PV) I 1 1,599 lbs
Weight of Roof on Existing Building
Sum Area of MPs with PV 1134 sf
Portion of Roof Weight Area Dead Load Weight
Roof 1,134 sf 10.0 psf 11,341 lbs
Ceiling 1,134 sf 7.0 psf 7,939 lbs
Interior Walls (Top Half) 539 sf _ 5.0 psf 2,694 lbs
Exterior Walls(Top Half) 539 sf 8.5 psf 4,580 lbs
Net Weight of Roof Under PV W(e%i ) 26,555 lbs
Check % Increase of Roof Weight / Seismic Shear Load
Increase of DCR of Lateral 6.0%
W W IBC Sect. 3404.4
Force Resisting System �PV�� ce=' > Increase Seismic Shear Load < 10%, -> [OK]
Note: Seismic base shear is directly proportional to roof weight.
STRUCTURE ANALYSIS - LOADING SUMMARY AND MEMBER CHECK - MP1 g "
Member Properties Summary
MP1 Horizontal Member Spans Upgraded Rafter Properties
Overhand 1.16 ft Net W _ 3.00"
Roof System Properties Span 1 17.41 ft Equiv D 9.25" _
Number of Spans(w/o Overhang) 1 Span 2 _ Nominal _ Yes -
Roofing Material Comp Roof Span 3 A 27.74 in.^2 _
Re-Roof No _ Span 4 _ S. 42.77 in.^3 -
Plywood Sheathing Yes Span 5 I. 197.80 in.^4
Board Sheathing None Total Span 18.57 ft TL Defl'n Limit 120
Vaulted Ceiling No PV 1 Start 0.75 ft Wood Species DF
Ceiling Finish 1/2"Gypsum Board PV 1 End 15.58 ft Wood Grade #2
Rafter Slope 26° PV 2 Start_ Ft, 900 psi
Rafter Spacing 24"O.C. PV 2 End F„ 180 psi
Top Lat Bracing Full PV 3 Start E 1600000 psi
Bot Lat Bracing At Supports PV 3 End Em;" 580000 psi
Member Loading Summary
Roof Pitch 6/12 Initial Pitch Adjust Non-PV Areas PV Areas
Roof Dead Load DL 12.0 psf x 1.11 13.4 psf 13.4 psf
PV Dead Load PV-DL 3.0 psf x 1.11 3.3 psf
Roof Live Load RLL 20.0 psf x 0.90 18.0 psf
Live/Snow Load LL/SL1'2 25.0 psf x 1 1 X 1 25.0 psf 25.0 psf
Total Load(Governing LC) TL 38.4 psf 41.7 psf
Notes: 1. ps = Cs*pf; Cs-roof,Cs-pv per ASCE 7[Figure 7-2] 2. pf= 0.7(Ce)(Cr)(IS)p9; Ce=0.9,Ci=1.1, I5=1.0
Member Design Summa (per NDS)
Governing Load Comb CD CL(+) CL(-) 1 CF Cr
D + S 1.15 1.00 0.89 1.1 1.15
Member Analysis Results Summary
Maximum Max Demand @ Location Capacity DCR Load Combo
Shear Stress 36 psi 1.2 ft. 207 psi 0.18 D + S
Bending(+)Stress 875 psi 9.9 ft. 1309 psi 0.67 D+S
Bending(-)Stress -15 psi 1.2 ft. -1160 psi 0.01 D + 5
Total Load Deflection 0.66 in. I L/350 9.9 ft. _ 1.94 in. I L/120 0.34 _ D+S
CALCULATION OF DESIGN WIND LOADS - MP1
Mountin• Plane Information
Roofing Material Comp Roof
PV System Type miimmei SolarCity SleekMountTM ■
Spanning Vents No ■ I
Standoff Attachment Hardware ,u I Me n T .-
Roof Slope 26°
Rafter Spacing ow 24" O.C. "
Framing' T .e Direction Y-Y Rafters
Purlin Spacing X-X Purlins Only NA
< I
Tile Reveal Tile Roofs Only NA
Tile Attachment System Tile Roofs Only NA r' "
Standing, Seam Ira. 5.acin. SM Seam Onl NA
Wind Design Criteria . `
Wind Design Code ASCE 7-05
Wind Design Method Partially/Fully Enclosed Method
Basic Wind Speed V 95 mph Fig. 6-1
Exposure Category SIMMOPIIIIMMEMI MISSEIMMI C MI11111,111111 Section 6.5.6.3
Roof Style Gable Roof Fig.6-11B/C/D-14A/B
Mean Roof Height h 11k_AIEIEIIIIIIr 15 ft__AMIIIIIIIIIIL. Section 6.2
Wind Pressure Calculation Coefficients
Wind Pressure Exposure KZ 0.85 Table 6-3
Topographic Factor ® IC s IMINWRIWAIMIN 1.00 Section 6.5.7
Wind Directionality Factor Kd 0.85 Table 6-4
Importance Factor I ® 1.0 Table 6-1
Velocity Pressure qh qh = 0.00256(Kz)(Kzt)(Kd) (VA2)(I)16.7 psf Equation 6-15
Wind Pressure
Ext. Pressure Coefficient(Up) GCo -0.88 Fig.6-11B/C/D-14A/B
Ext. Pressure Coefficient(Down) GC, °` 0.45 Fig.6-11B/C/D-14A/B
Design Wind Pressure p p = qh (GC,) Equation 6-22
Wind Pressure Up P uo) -14.6 psf
Wind Pressure Down P(down) 10.0 psf
ALLOWABLE STANDOFF SPACINGS
X-Direction V-Direction
Max Allowable Standoff Spacing Landscape 72" 39"
Max Allowable Cantilever Landscape 24" NA
Standoff Configuration Landscape Staggered
Max Standoff Tributary Area Trib _ sf
PV Assembly Dead Load W-PV 3.0 psf
Net Wind Uplift at Standoff T-actual ==-c; ,.' ,:'.?. -253 lbs .11 MOM
Uplift Capacity of Standoff T-allow 500 lbs
- Standoff Demand/Capacity DCR IV_____ n____r 50.6% MEMBEINEllr
X-Direction _'` V-Direction
Max Allowable Standoff Spacing Portrait 48" 66"
Max Allowable Cantilever Portrait ISMOSNXIO 20" diniall.m. mg NA
Standoff Configuration Portrait Sta eyed
Max Standoff Tributary Area Trib sf 11111111111.111. 111111111.1111
PV Assembly Dead Load W-PV 3.0 psf
Net Wind Uplift at Standoff illE 1 T-actual 2'- •.,,. 2 -283 lbs
Uplift Capacity of Standoff T-allow 500 lbs
Standoff Demand/Capacity DCR 56.7%
STRUCTURE ANALYSIS - LOADING SUMMARY AND MEMBER CHECK - MP2
Member Properties Summary
MP2 Horizontal Member Spans Rafter Properties
Overhang 1.16 ft Actual W 1.50"
Roof System Properties Span 1 10.58 ft Actual D 7.25"
Number of Spans(w/o Overhang) 1 Span 2 Nominal Yes
Roofing Material Comp Roof Span 3 A 10.88 in.^2
Re-Roof No Span 4 Sx 13.14 in.^3
Plywood Sheathing Yes Span 5 Ix 47.63 in.^4
Board Sheathing None Total Span 11.74 ft TL Defl'n Limit 120
Vaulted Ceiling No PV 1 Start 0.92 ft _ Wood Species DF
Ceiling Finish 1/2"Gypsum Board PV 1 End 9.83 ft Wood Grade #2
Rafter Slope _ 26° PV 2 Start Fb 900 psi
Rafter Spacing 24"O.C. PV 2 End F„ 180 psi
Top Lat Bracing Full PV 3 Start E 1600000 psi
Bot Lat Bracing At Supports PV 3 End Emi„ 580000 psi
Member Loading Summary
Roof Pitch 6/12 Initial Pitch Adjust , Non-PV Areas PV Areas
Roof Dead Load DL 10.0 psf x 1.11 11.1 psf 11.1 psf
PV Dead Load PV-DL 3.0 psf x 1.11 3.3 psf
Roof Live Load RLL 20.0 psf x 0.90 18.0 psf
Live/Snow Load LL/SL1'2 25.0 psf x 1 I x 1 25.0 psf 25.0 psf
Total Load(Governing LC) TL - 36.1 psf 39.5 psf
Notes: 1. ps = Cs*pf; Cs-roof, Cs-pv per ASCE 7[Figure 7-2] 2. pf= 0.7(Ce)(Ct)(Is)p9; Ce=0.9,Cr=1.1,IS=1.0
Member Design Summa (per NDS)
Governing Load Comb CD CL(+) CL(-) CF Cr
D + 5 1.15 1.00 0.56 1.2 1.15
Member Analysis Results Summary
Maximum Max Demand @ Location Capacity DCR Load Combo
Shear Stress 56 psi 1.2 ft. 207 psi 0.27 D +
Bending(+)Stress 980 psi 6.5 ft. 1428 psi 0.69 _ D+S
Bending (-)Stress -45 psi 1.2 ft. _ -804 psi 0.06 D -+ S
Total Load Deflectbn 0.35 in. I L/404 6.5 ft. 1.18 in. I L/120 0.30
--
CALCULATION OF DESIGN WIND LOADS - MP2 INIMMINIMMIIIMEMMEMEINIMIN
Mounting Plane Information ' '
Roofing Material Comp Roof
PV System Type SolarCity SleekMount'
Spanning Vents No
Standoff(Attachment Hardware) _ Comp Mount Tvoe C T
Roof Slope 26°
Rafter Spacing — 24"O.C.
Framing Type/ Direction Y-Y Rafters
Purlin Spacing X-X Purlins Only NA
Tile Reveal Tile Roofs Only NA
Tile Attachment System Tile Roofs Only Mansamm NA IMMINUIf
Standing Seam/Trap Spacing SM Seam Only NA
Wind Design Criteria
Wind Design Code ASCE 7-05
Wind Design Method gam. • . Partially/Fully Enclosed Method IIIII
Basic Wind Speed V 95 mph Fig. 6-1
Exposure Category MN MN C _.111111 Section 6.5.6.3
Roof Style Gable Roof Fig.6-11B/C/D-14A/B
_
Mean Roof Height h 15 ft.A11111111.1r Section 6.2
Wind Pressure Calculation Coefficients
Wind Pressure Exposure KZ 0.85 Table 6-3
Topographic Factor sommEN Krt misasommismann 1.00 ummaisomor Section 6.5.7
- Wind Directionality Factor Kd 0.85 Table 6-4
Importance Factor I ingiumemmasimaimmiti 1.0 Table 6-1
Velocity Pressure qh qh = 0.00256(Kz)(Kzt) (Kd)(V^2)(I) Equation 6-15
16.7 psf
Wind Pressure
Ext. Pressure Coefficient(Up) GCp(Up) -0.88 Fig.6-11B/C/D-14A/B
Ext. Pressure Coefficient(Down) GC,)(Down) 0.45 —"IL; Fig.6-11B/C/D-14A/B
Design Wind Pressure p p — (1,, (GC ) Equation 6-22
Wind Pressure Up Pun) -14.6 psf
Wind Pressure Down Pmown) 10.0 psf
ALLOWABLE STANDOFF SPACINGS y
I X-Direction Y-Direction
Max Allowable Standoff Spacing Landscape 72" 39"
Max Allowable Cantilever Landscape 24" NA
Standoff Configuration Landscape Staggered
Max Standoff Tributary Area 111Pm0m Trib 20 sf ma
PV Assembly Dead Load W-PV 3.0 psf
Net Wind Uplift at Standoff EN T-actual =w= -253 lbs '"Uplift Capacity of Standoff T-allow 500 lbs
Standoff Demand/Capacity DCR 50.6% I`
X-Direction ',;, Y-Direction
Max Allowable Standoff Spacing Portrait 48" 66"
Max Allowable Cantilever Portrait 20" nalliffintr NA
Standoff Configuration Portrait Staggered
Max Standoff Tributary Area Trib 22 sf
PV Assembly Dead Load W-PV 3.0 psf
Net Wind Uplift at Standoff I T-actual -283 lbs =MUM
Uplift Capacity of Standoff T-allow 500 lbs
Standoff Demand/Capacity DCR 56.7%