Report (9) RECEIVED
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1;"*'''SolaI Cit >,1 1
3 2013
CITY OFTIGARD
3055 Clearview way BUILDING DIVISION
San Mateo,CA.94402
i888I SOI-CITY 1765-24891 I www.salarcity.cOm
June 4,2013
Project/Job#9721521
RE: COVER LETTER
Project: Caldwell Residence
13874 SW Fanno Creek Dr
Tigard,OR 97224
To Whom It May Concern,
A jobsite survey of the existing framing system was performed by an audit team from SolarCity. The attached structural calculations are
based on site observations and design criteria listed below:
Design Criteria:
-Applicable Codes = 2010 OSISC&2010 OSSC,ASCE 7-05,and 2005 NDS
-Roof Dead Load = 10 psf(All MPs)
-Roof Live Load = 18 psf(All MPs)
-Ground/Roof Snow Load = 25 psf
- Risk Category= II,Wind Speed =95 mph, Exposure Category C
-Solar modules =As indicated in attached drawings.
On the above referenced project,the structural roof framing has been reviewed for loading from the PV system on the roof.The
structural review,including the plans and calculations only apply to the section of roof that is directly supporting the PV system and its
supporting elements.After review it was determined that the existing structure requires a structural upgrade.The required upgrade is
shown in the structural drawings on the SolarCity drawing set.
The structural roof framing including the specified upgrades and the new attachments that directly support the gravity loading from PV
modules have been reviewed and determined to meet or exceed requirements of the 2010 OSISC&2010 OSSC.
Please contact me with any further questions or concerns regarding this project.
Sincerely,
Yoo Jin Kim, P.E.
� �GIN:FiO
Civil Engineer Q(4 9
t.
Main: 888.765.2489,x5743
email: ykim@solarcity.com ,
{-ON- 13,Z�C
Digitally signed by Yoo Jin Kim
Date:2013.06.04 16:27:44-07'00'
lo,k id
06.04.2013
.:
". i:SoiarCity
3055 Clearview Way
San Mateo,CA.94402
(888;COI CITY(755-2454}I wwwsolarcity.tarn
Caldwell Residence - Job # 9721521
TABLE OF CONTENTS
ORDER# CONTENT
1 Table Of Contents And 1/2-Mile Vicinity Map
2 Project Information, Mounting Structure&P V System Information
3 Seismic Considerations
4 Calculation Of Design Wind Loads And Uplift Calculations
5 Calculation Of Roof Dead And Live Loads
6 Structural Framing Analysis
1 2-MILE VICINITY MAP
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13874 SW Fanno Creek Dr,Tigard, OR 97224
• Latitude:45.417403,Longitude: -122.763488,Exposure Category:C
06.04.2013
"" Version# 12.0
7."`' SolarCity Structural Calculator
PROJECT INFORMATION
Project Name: Caldwell Residence AHJ: Tigard
Job Number: 9721521 Building Code: 2010 OSISC&2010 OSSC
System Size: 5.635 kW PV System Based On: 2009 IBC/IRC
Customer Name: Caldwell, Ryan ASCE Code: ASCE 7-05
Address: 13874 SW Fenno Creek Dr Upgrades Req'd? Yes
City/State: Tigard, OR Stamp Req'd? Yes
Zip Code 97224 PV Designer: Luke Levin
Latitude: 45.417403 Calculations: Yoo Jin Kim, P.E.
Longitude: -122.763488 Reviewer: Yoo Jin Kim,P.E.
SC Office: Portland EOR: Yoo Jin Kim, P.E.
MOUNTING STRUCTURE & P V SYSTEM INFORMATION
Mounting Structure Information
Risk Category II
Framing Type Stick Frame
PV System Type SolarCity SleekMount•'"
Roofing Material Comp Roof
Tile,Reveal Tile Roofs Only NA
Roof Slope 28°
Rafter Spacing 24"O.C.
PV System Information
Total Number of Modules 23
PV Module Orientation Landscape
Spanning Vents No
Total Area of Array 404 sf
PV Module Width 3.2 ft
PV Module Length 5.4 ft
Attachment Type Comp Mount Type C
Minimum Eave End Setback 12"
Minimum Ridge Setback 12"
Tile Spanner Bar Direction Tile Roofs Only NA
Tile Optimal Standoff Y-Spacinq Tile Roofs Only NA
PV System Weight
PV Module Weight 2.5 psf
Hardware Assembly Weight 0.5 psf
Total PV System Weight 3 psf
SEISMIC CONSIDERATIONS
Seismic Design Criteria(per USGS)
Seismic Design Code ASCE 7-05
Latitude 45.4174
Longitude -122.7635
SRA at Short Period SS 0.944 USGS
SRA at is Period 51 0.338 USGS
Soil Site Class D IBC 1613.5.2
Seismic Design Category SDC D USGS
Seismic Check Required(Ss
0.4g&SDC>D)?
Yes IBC 1613.1
ALTERATION LATERAL DESIGN 10% EXCEPTION CHECK, PER IBC SECTION 3404.4
Weight of Proposed PV System
PV System'Weight Area Dead Load Weight
404 sf 3 psf 1213 lbs
Total Weight of PV System W(pv) 1213 lbs
Weight of Roof on Existing Building
Sum Area of MPs with PV 509 sf
Portion of Roof Weight Area Dead Load Weight
Roof 509 sf 10.0 psf 5,094 lbs
Ceiling 509 sf 6.5 psf 3,311 lbs
Interior Walls(Top Half) 361 sf 6.0 psf 2,167 lbs
Exterior Walls(Top Half) 361 sf 11.0 psf 3,972 lbs
Net Weight of Roof Under PV W(exist) 14,545 lbs
Check Ifo Increase of Roof Weight/ Seismic Shear Load
wo Increase of DCR of Lateral8.3% IBC Sect.
Force Resisting System W(PV)1 W(exist) Increase Seismic Shear Load<10%,->[GOOD] 3404.4
Note: Seismic base shear is directly proportional to roof weight.
. CALCULATION OF DESIGN WIND LOADS
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 C Section 6.5.6.3
Roof Style Gable Roof Fig.6-11B/C/D-14A/B
Mean Roof Height h 25 ft Section 6.2
Least Horiz. Dim.of Building LHD 35 ft
Effective Roof Slope 28°
Effective Rafter Spacing 24"O.C.
Effective Wind Area(1 Module) A 17.6 sf IBC 1509.7.1
Roof Wind Zone Width a 4 ft
Wind Pressure Calculation Coefficients
Wind Pressure Exposure KZ 0.95 Table 6-3
Topographic Factor Ka 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)(V^2)(I) Equation 6-15
18.6 psf
Wind Zone
Interior(Zone 1) Edge(Zone 2) Corner(Zone 3)
Ext. Pressure Coefficient(Up) GC
P(UP) -1.0 -1.2 -1.2 Fig.6-11B/C/D-14A/B
Ext.Pressure Coefficient(Down) GCp(Down) 0.9 0.9 0.9 Fig.6-11B/C/D-14A/B
Design Wind Pressure p p =qh(GCp) Equation 6-22
Wind Pressure Up p(up) -17.7 psf -21.4 psf -21.4 psf
Wind Pressure Down p(down) 16.3 psf 16.3 psf 16.3 psf
COMP ALLOWABLE ATTACHMENT SPACING (IN.)AND TRIBUTARY AREA(FTA 2)
interior(Zone 1) Edge(Zone 2) Corner(Zone 3),
Max Allowed Foot X-Spacing Landscape 48" 48" 48"
Max Allowed X Cantilever Landscape 24" 24" 24"
Max Standoff Tributary Area TribCL 13 sf 13 sf 13 sf
PV Assembly Dead Load WPV° 3 psf 3 psf 3 psf
DLPV PCL 39 lbs 39 lbs 39 lbs
WLUP-0.6 DLPVcos(8) TCL -209 lbs -257 lbs -257 lbs
Attachment Uplift Capacity Tallow 512 lbs 512 lbs 512 lbs
TCLJTallow DCRLand 40.8% 50.2% 50.2%
. CALCULATION OF ROOF DEAD AND LIVE LOADS
Roof Dead Load Material Load
Roof Category Description All MPs
Roofing Material Comp Roof 5.0 psf
#of Layers(Comp Roof Only) 2
Underlayment_ Roofing Paper 0.5 psf
Plywood Sheathing Yes 1.5 psf
Board Sheathing None 0.0 psf
Rafter Size and Spacing 2 x 8 @ 24 in. O.C. 1.5 psf
Vaulted Ceiling No 0.0 psf
Miscellaneous Miscellaneous Items 1.5 psf
Total Roof Dead Load 10 psf(All MPs) 10.0 psf
Reduced Roof Live Load Symbol Value ASCE 7-05
Roof Live Load Lo 20.0 psf Table 4-1
Member Tributary Area At <200 sf
Roof Slope —6/12
Tributary Area Reduction R1 1 Section 4.9
Sloped Roof Reduction R2 0.9 Section 4.9
Reduced Roof Live Load Lr Lr=Lb(R1)(R2) Equation 4-2
Reduced Roof Live Load Lr 18 psf(All MPs) 18.0 psf
Ceiling Dead Load Material Load
Ceiling Joist Size and Spacing 2 x 6 @ 24 in. O.C. 1.1 psf
Insulation Yes 1.4 psf
Finish 1/2"Gypsum Board 2.2 psf
Miscellaneous Miscellaneous Items 1.7 psf
Total Ceiling Dead Load 6.5 psf
Interior Walls Material Load
Finish(Side A) 1/2"Gypsum Board 2.2 psf
Wall Studs 2 x 4 @ 16 in.O.C. 1.1 psf
Insulation No 0.0 psf
Finish(Side B) 1/2"Gypsum Board 2.2 psf
Miscellaneous Miscellaneous Items 0.5 psf
Total Interior Wall Load 6.0 psf
Exterior Walls Material Load
Exterior Finish Wood Siding 5.0 psf
Wall Studs 2 x 4 @ 16 in.O.C. 1.1 psf
Insulation Yes 1.4 psf
Interior Finish 1/2"Gypsum Board 2.2 psf
Miscellaneous Miscellaneous Items 1.3 psf
Total Exterior Wall Load 11.0 psf
GROUND/ROOF SNOW LOADS
Ground Snow Load
Effective Roof Slope 28°
Ground Snow Load pg 25.0 i ASCE Table 7-1
Snow Load Reductions Allowed? No Code
Design Roof Snow Load Over PV
Modules Ps-v, 25.0 Po
Design Roof Snow Load Over
Surrounding Roof Ps-root 25.0 psf
• LAG SCREW CAPACITY CALCULATIONS (PER AWC/NDS)
Lag Screw Withdrawal Capacity in Uplift(Wind)
Specific Gravity of Wood G 0.42
Number of Lag Screws 1
Lag Screw Thread Diameter D 5/16°
Lag Screw Overall Length L 4"
Req. Minimum Embedment Tmin 2.5" NDS Table L2
Lag Screw Embedment Length T-E 2.34" NDS Table(2
Kw Constant K„, 1800
W=KN,G(3/2)D(314)
NDS Withdrawal Capacity Per In. W NDS 11.2-1
205 lb/in
Total Withdrawal Capacity WT WT= W*(T'E)
480 lbs
Wind Load Duration Factor CD 1.60
Allowable Wind Withdrawal Capacity Ww W ' _ (CD)W
Total Allowable Wind Withdrawal W, 268 lbs
Capacity
Additional Safety Factor FS 1.50
Total Allowable Wind W. 512 lbs
Withdrawal Capacity
Note: Withdrawal Capacity Available From Testing Would Supercede the Above NDS Capacity Calculations.
COMPANY PROJECT
00°°% SolarCity Corporation
' I I %Vood\jVo
rkrj�J San Mateo,CA 94402
SOFTWARE FOR wOOD June 4,2013 16:26
MP1.wwb
Design Check Calculation Sheet
• Wood Works Sizer 9.3
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
DL Dead Full Area No 10.00 (24.0)* psf
SL Snow Full Area Yes 25.00 (24.0)* psf
PV DL Dead Partial Area No 0.83 15.08 3.00 (24.0)* psf
*Tributary Width (in)
Maximum Reactions(lbs), Bearing Capacities(lbs)and Bearing Lengths(in) :
19.33'
0' 1.33'
17'
Unfactored:
Dead 261 215
Snow 461 392
Factored:
Total 722 607
Bearing:
F'theta 713 713
Capacity
Joist 1871 1069
Supports 1055 1055
Anal/Des
Joist 0.39 0.57
Support 0.68
0.58
Load comb #2 #4
Length 0.50* 0.50*
Min req'd 0.50* 0.50*
Cb 1.75 1.00
Cb min 1.75 1.00
Cb support 1.13
1.13
Fcp sup 625 625
*Minimum bearing length setting used:1/2"for end supports and 1/2"for interior supports
Lumber n-ply, D.Fir-L,No.2,2x8,2-ply(3"x7-1/4")
Supports:All-Timber-soft Beam,D.Fir-L No.2
Roof joist spaced at 24.0"c/c;Total length:19.33';Pitch:6/12;
Lateral support:top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help);
WARNING:Member length exceeds typical stock length of 18.0[ft]
Analysis vs.Allowable Stress(psi)and Deflection(in)using NDS 2005:
Criterion Analysis Value Design Value Analysis/Design
Shear fv = 36 Fv' = 207 fv/Fv' = 0.17
Bending(+) fb = 1095 Fb' = 1428 fb/Fb' = 0.77
Bending(-) fb = 30 Fb' = 1424 fb/Fb' = 0.02
Live Defl'n 0.55 = L/381 0.88 = L/240 0.63
Total Defl'n 1.02 = L/205 1.17 = L/l80 0.88
1
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
MP1.wwb WoodWorks®Sizer 9.3 Page 2
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cf rt Ci Cn LC#
Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fb'+ 900 1.15 1.00 1.00 1.000 1.200 1.00 1.15 1.00 1.00 - 4
Fb'- 900 1.15 1.00 1.00 0.997 1.200 1.00 1.15 1.00 1.00 - 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 4
Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 4
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D+S, V = 557, V design = 518 lbs
Bending(+) : LC #4 = D+S (pattern: 5S), M = 2398 lbs-ft
Bending(-) : LC #2 = D+S, M = 65 lbs-ft
Deflection: LC #4 = (live)
LC #4 = (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span
Load combinations: ASCE 7-05 / IBC 2009
CALCULATIONS:
Deflection: EI = 76e06 lb-in2/ply
"Live" deflection = Deflection from all non-dead loads (live, wind, snow...)
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
Bearing: Allowable bearing at an angle F'theta calculated for each support
as per NDS 3.10.3
Design Notes:
1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2009),the National Design Specification(NDS 2005),
and NDS Design Supplement.
2.Please verify that the default deflection limits are appropriate for your application.
3.Continuous or Cantilevered Beams:NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to
the full length of cantilevers and other spans.
4.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
5.SLOPED BEAMS:level bearing is required for all sloped beams.
6.The critical deflection value has been determined using maximum back-span deflection.Cantilever deflections do not govern design.