Specifications (10) /14 5t (3 —cc�j RECEIVED
4.4
05-70 sGcJ JUN 10 2013
JDlaIgt
y CITY OFTIGARD
BUILDINGDIVISION
3055 Clearview Way
San Mateo,CA.94402
(8881 SOL-CITY(765-24891 www solarcity.com
April 23,2013
Project/Job#9721441
RE: COVER LETTER
Project: Pugsley Residence
10570SW Park St
Tigard,OR 97223
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 = 7 psf(All MPs)
-Roof Live Load = 20 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,
��q�ED PROFF
G ' Ne 4kr
Yoo Jin Kim, P.E.
Civil Engineer Q '9
Main: 888.765.2489,x5743
email: ykim@solarcity.com loNsso%4:4:70R;•3':
tEXPIFISt JUNE XL...u►U'
Digitally signed by Yoo Jin Kim
Date:2013.04.23 16:12:23-07'00'
*i� 04.23.2013
Version# 10.4
SolarCity SleekMountT'" Calculator
PROJECT INFORMATION
Project Name: Pugsley Residence AHJ: Tigard
Job Number: 9721441 Building Code: 2010 OSISC&2010 OSSC
System Size: 6.860 kW PV System
Pugsley,Camie L
Based On: 2009 IBC/IRC
Customer Name: ASCE Code: ASCE 7 05
Address: 10570 SW Park St
Tigard
Upgrades Req'd? Yes
City/State: OR Stamp Req'd? Yes
Zip Code 97223
45.441080
PV Designer: Luis Robles
Latitude: Calculations: Yoo Jin Kim, P.E.
Longitude: -122.775048 Reviewer: Yoo Jin Kim, P.E.
SC Office: Portland EOR: Yoo Jin Kim, P.E.
MOUNTING STRUCTURE & PV SYSTEM INFORMATION
Mounting Structure Information
Risk Category II
Framing Type Stick Frame
PV System Type SolarCity SleekMountT"
Roofing Material Comp Roof
Tile Reveal Tile Roofs Only NA
Roof Slope 180
Rafter Spacing 24"O.C.
PV System Information
PV Module Trina Solar TSM-245PC
Total Number of Modules 28
PV Module Orientation Landscape
Spanning Vents No
Total Area of Array 493 sf
PV Module Width 3.3 ft
PV Module Length 5.4 ft
Attachment Type Comp Mount Type C
Minimum Eave End Setback 12"
Minimum Ridge Setback 12"
Spanner Bar Direction Tile Roofs Only NA
Optimal Standoff Y-Spacing Tile Roofs Only NA
2 5 psf
PV System Weight
PV Module Weight
Hardware Assembly Weight 0.5 psf
Total PV Module&Assembly
Weight 3 psf
SEISMIC CONSIDERATIONS
Seismic Design Criteria (per USGS)
Seismic Design Code ASCE 7-05
Latitude 45.4411
Longitude -122.7750
SRA at Short Period Ss 0.971 USGS
SRA at is Period S1 0.347 USGS
Soil Site Class D IBC 1613.5.2
Seismic Design Category SDC D USGS
Seismic Check Required(Ss>_
0.4q&SDC D)? Yes IBC 1613.1
ALTERATION LATERAL DESIGN 10% EXCEPTION CHECK, PER IBC SECTION 3404.4
Weight of Proposed PV System
Area Dead Load Weight
PV System Weight 493 sf 3 psf 1479 lbs
Total Weight of PV System Wa 1479 lbs
Weight of Roof on Existing Building
Sum Area of MPs with PV 1033 sf
Portion of Roof Weight Area Dead Load Weight
Roof 1,033 sf 7.0 psf 7,233 lbs
_ Ceiling 1,033 sf 7.0 psf 7,233 lbs
Interior Walls(Top Half) 514 sf 6.0 psf 3,086 lbs
Exterior Walls(Top Half) 514 sf 11.0 psf 5,658 lbs
Net Weight of Roof Under PV W(exist) 23,211 lbs
Check%Increase of Roof Weight/ Seismic Shear Load
%Increase of DCR of Lateral 6.4% IBC Sect.
Force Resisting System W("v)/M@"inq 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 15 ft Section 6.2
Least Horiz. Dim.of Building LHD 37 ft
Effective Roof Slope 18°
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 0.85 Section 6-3
Topographic Factor Ka 1.00 Section 6.5.7
Wind Directionality Factor Kd 0.85 Section 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
16.7 psf
Wind Zone
Interior(Zone 1) Edge(Zone 2) Corner(Zone 3)
Ext. Pressure Coefficient(Up) GC,(Up) -0.9 -1.6 -2.5 Fig.6-11B/C/D-14A/B
Ext. Pressure Coefficient(Down) GCp(Down) 0.5 0.5 0.5 Fig.6-11B/C/D-14A/B
Design Wind Pressure p p=qh(GCP) Equation 6-22
Wind Pressure Up P(up) -14.6 psf -26.3 psf -40.9 psf
Wind Pressure Down P(down) 10.0 psf 10.0 psf 10.0 psf
COMP ALLOWABLE ATTACHMENT SPACING (IN.)AND TRIBUTARY AREA (FT^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" 20"
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(9) TCL -168 lbs -320 lbs -510 lbs
Attachment Uplift Capacity Tallow 637 lbs 637 lbs 637 lbs
TCL/Tallow DCRLand 26.3% 50.2% 80.0%
CALCULATION OF ROOF DEAD AND LIVE LOADS
Roof Dead Load Material Load
Roof Category Description All MPs
Roofing Material Comp Roof 2.5 psf
# Layers(Comp Roof Only) 1
Underlayment Roofing Paper 0.5 psf
Plywood Sheathing Yes 1.5 psf
Board Sheathing None 0.0 psf
Rafter Size and Spacing 2 x 6 @ 24 in.O.C. 1.1 psf
Vaulted Ceiling No 0.0 psf
Miscellaneous Miscellaneous Items 1.4 psf
Total Roof Dead Load 7 psf(All MPs) 7.0 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 4/12
Tributary Area Reduction R1 1 Section 4.9
Sloped Roof Reduction R2 1 Section 4.9
Reduced Roof Live Load Lr 4= Lo(R1)(R2) Equation 4-2
Reduced Roof Live Load Lr 20 psf(All MPs) 20.0 psf
Ceiling Dead Load Material Load
Ceiling Joist Size and Spacing 2 x 6 @ 16 in.O.C. 1.7 psf
Insulation Yes 1.4 psf
- Finish 1/2"Gypsum Board 2.2 psf
Miscellaneous Miscellaneous Items 1.7 psf
Total Ceiling Dead Load 7.0 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 180
Ground Snow Load pg 25.0 psf ASCE Table 7-1
3
Snow Load Reductions Allowed? No Code
Design Roof Snow Load Over PV
Modules Ps-pv 25.0 psf
Design Roof Snow Load Over
Surrounding Roof Ps-roof 25.0 psf
•
COMPANY PROJECT
S'I WoodWorks® 30 5Clety Corporation 9721441-Pugsley
3055 Clearview Way MP1A.wwb
San Mateo,CA 94402
SOFTYARI FOR WOOD DESIGN Apr.23,2013 16:03
Design Check Calculation Sheet
Wood Works Sizer 9.21
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
DL Dead Full Area No 7.00 (24.0)* psf
SL Snow Full Area Yes 25.00 (24.0)* psf
PV1 Dead Point No 4.42 20 lbs
PV2 Dead Point No 7.75 39 lbs
PV3 Dead Point No 11.00 20 lbs
PV4 Dead Point No 14.33 39 lbs
*Tributary Width (in)
Maximum Reactions(lbs), Bearing Capacities (lbs)and Bearing Lengths(in) :
18'-8.5"
15'-3.9"
3'-1.7"
0 3'
17'-7"
Unfactored:
Dead 218
Snow 528 160
359
Factored:
Total 747
- Bearing:
518
F'theta 667
Capacity 667
Joist 1752
Supports 1055 1001
Anal/Des 1055
Joist 0.43
Support 0.71 0.52
Load comb
0.49
Length 0.50* 0*
Min req'd 0.50* 0.50*
Cb 1.75
0.50*
Cb min 1.75 1.00
Cb support 1.13 1.00
Fcp sup 625 1.13
625
*Minimum bearing length setting used: 1/2"for end supports and 1/2"for interior supports
Lumber n-ply,D.Fir-L,No.2,2x6,2-ply(3"x5-1/2")
Supports:All-Timber-soft Beam,D.Fir-L No.2
Roof joist spaced at 24.0"c/c;Total length: 18'-8.5";Pitch:4.0/12;
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 = 45 Fv' = 207 fv/Fv' = 0.22
Bending(+) fb = 1484 Fb' = 1547 fb/Fb' = 0.96
Bending(-) fb = 231 Fb' = 1547 fb/Fb' = 0.15
Live Defl'n 0.81 = L/228 1.02 = L/180 0.79
Total Defl'n 1.19 = L/155 1.54 = L/120 0.77
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
MP1A.wwb WoodWorks®Sizer 9.21 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 1.300 1.00 1.15 1.00 1.00 - 4
Fb'- 900 1.15 1.00 1.00 1.000 1.300 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
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D+S, V = 526, V design = 498 lbs
Bending(+) : LC #4 = D+S (pattern: sS), M = 1870 lbs-ft
Bending(-) : LC #2 = D+S, M = 291 lbs-ft
Deflection: LC #4 = (live)
LC #4 = (total)
Bearing: Allowable bearing at an angle F'theta calculated for each support
as per NDS 3.10.3
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 = 33e06 lb-int/ply
"Live" deflection = Deflection from all non-dead loads (live, wind, snow...)
Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection.
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.
' i P O R T E MEMBER REPORT Level MP18 PASSED
1 pieces) 2 x 6 Douglas Fir-Larch No. 2 @ 24"OC
Oman Sloped Langer 14'13418'
�._ ���. . .0 0
12 ,.
t
it
IF
4' vu.. I.
T
D x
IR
All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.
Design Results Actual CO Location Allowed Result LDF Load:Combination(Pattern) System:Roof
Member Reaction(lbs) 589 @ 3' 2352(3.50") Passed(25%) -- 1.0 D+1.0 S(All Spans) Member Type:Joist
Shear(lbs) 357 @ 3'6 15/16" 1139 Passed(31%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential
Moment(Ft-lbs) 847 @ 8'1/8" 975 Passed(87%) 1.15 1.0 D+1.0 S(Alt Spans) Building Code:IBC
Live Load DeFl.(in) 0.335 @ 8'1" 0.527 Passed(L/377) -- 1.0 D+1.0 S(Alt Spans) Design Methodology:ASD
Total Load Dell.(in) 0.492 @ 8'1" 0.703 Passed((/257) -- 1.0 D+1.0 S(Alt Spans) Member Pitch:4/12
•Deflection criteria:LL(1./240)and TL(1./180).
•Overhang deflection criteria:LL(21/240)and TL(21./180).
•Bracing(Lu):All compression edges(top and bottom)must be braced at 7'2 9/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral
bracing is required to achieve member stability.
•A 15%increase in the moment capacity has been added to account for repetitive member usage.
•Excessive upward deflection has occurred at the end of the overhang.
•Applicable calculations are based on NDS 2005 methodology.
Bearing Length Loads to Supports(lbs)
Supports Total Available Required Dead Snow Total Accessories
1-Beveled Plate-SPF 3.50" 3.50" 1.50" 166 422 588 Blocking
- 2-Beveled Plate-SPF 3.50" 3.50" 1.50" 108 249 357 Blocking
•Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Dead Snow
Loads Location Spacing (0.90) (1.15) Comments
1-Uniform(PSF) 0 to 13'2 1/2" 24" 7.0 25.0 Roof
—
2-Point(Ib) 4'5" N/A 20 - PV DL
3-Point(lb) 7'9" N/A 39 - PV DL
4-Point(lb) 11' N/A 20 - PV DL
Member Notes
Section B
Weyerhaeuser Notes (Z3)SUSTAINABLE FORESTRY INITIATIVE
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Y
Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details.
(www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to
circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to
assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable
forestry standards.
The product application,input design loads,dimensions and support information have been provided by Forte Software Operator
' Forte Software Operator Job Notes 4/23/2013 4:08:43 PM
voo Jin Kim I one v4.0, Design Ermine:V5.6.1.203
SolarCity
(650)963 5100 x 5743 972144-1.47 F.
',. ykim@solarcity.com
Page 1 of 1
el FV R T E MEMBER REPORT Level,MP2 PASSED
• 2 piece(s) 2 x 6 Douglas Fir-Larch No. 2 @ 24" OC
Omni Sloped Length:tf 2 31r
+ +
,1.
0 a, 0
r
* .. r
rr
' ,1 it.1T
x 1
All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.
Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Roof
Member Reaction(lbs) 698 @ 3' 4704(3.50") Passed(15%) -- 1.0 D+1.0 5(All Spans) Member Type:Joist
Shear(lbs) 446 @ 3'6 15/16" 2277 Passed(20%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential
Moment(Ft-lbs) 1216 @ 9'4 15/16" 1950 Passed(62%) 1.15 1.0 D+1.0 S(Alt Spans) Building Code:IBC
Live Load Defl.(in) 0.360 @ 9'3/4" 0.632 Passed(1/421) -- 1.0 D+1.0 S(Alt Spans) Design Methodology:ASD
Total Load Defl.(in) 0.516 @ 9'1 1/4" 0.843 Passed(L/294) -- 1.0 D+1.0 S(Alt Spans) Member Pitch:4/12
•Deflection criteria:LL(L/240)and TL(1/180).
•Overhang deflection criteria:LL(21/240)and TL(21/180).
•Bracing(Lu):All compression edges(top and bottom)must be braced at 16'3/8"o/c unless detailed otherwise.Proper attachment and positioning of lateral
bracing is required to achieve member stability.
•A 15%increase in the moment capacity has been added to account for repetitive member usage.
•Applicable calculations are based on NDS 2005 methodology.
Bearing Length Loads to Supports(lbs)
Supports Total Available Required Dead Snow Total Accessories
1-Beveled Plate-SPF 3.50" 3.50" 1.50" 229 469 698 Blocking
2-Beveled Plate-SPF 3.50" 3.50" 1.50" 133 301 434 Blocking
- •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Dead Snow
Loads Location Spacing (0.90) (1.15) Comments
1-Uniform(PSF) 0 to 15'2 1/2" 24" 7.0 25.0 Roof
2-Point(Ib) 6" N/A 20 - PV DL
3-Point(Ib) 3'10" N/A 39 - PV DL
4-Point(lb) 7 1" N/A 20 - PV DL
5-Point(Ib) 10'5" N/A 39 - PV DL
6-Point(Ib) 13'8" N/A 20 - PV DL
Member Notes
Section B
Weyerhaeuser Notes (
/�
�)SUSTAINABLE FORESTRY INITIATIVE
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Y
Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details.
(www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to
circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to
assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable
forestry standards.
The product application,input design loads,dimensions and support information have been provided by Forte Software Operator
• Forte Software Operator Job Notes 4/23/2013 1:09:25 PM
Yoo Jin Kim I orte v4.0,Design Engine:V5.6.1.203
SolarCity
(650)9635100 x 5743 97?144-1.411-
ykim@solarcity.com
Page 1 of 1