Specifications (14) A(.s To1-OIL^ )c
2�
j,„
• `c. (S-S- c LJ /e?t-d�
RECEIVED
10/25/2012 9721168-Lock.xlsx
NOV 272012
CITYOBTIGARD
BUILDING DIVISION
SoIarCit.y
3055 Clearvie,v Way,
San Mateo, CA.94402
23861 'Ali LIT', t;, 2489; v ir,...lultt',$t�.,r,ai
STRUCTURAL DESIGN CALCULATIONS
by YOO JIN KIM, P.E.
PROJECT:
Lock Residence - Project # 9721168
8.4 kW Roof Mount Solar PV System
14155 SW 103rd Ave
Tigard, OR. 97224
REPORT PREPARED FOR:
SolarCity, Inc.
3055 Clearview Way
San Mateo, CA. 94402
888-765-2489 cogs PROP
ct+G N F' 1•
1.
OWNER: 82285PE r-
Lock, Richard D
14155 SW 103rd Ave v oRj=oNce
Tigard, OR. 97224 �ti, 13,2°0
503-849-6935 i%
I :Juivo.3.•l3
PROJECT DESIGNED BY:
SolarCity, Inc. Digitally signed by Yoo Jin Kim
Date:2012.10.25 10:42:34
3055 Clearview Way
-07'00
San Mateo, CA. 94402
888-765-2489
10/25/2012 9721168-Lock.xlsx
SolarCity
3055 Ciearvie;w way
Sal Mateo.CA,94402.
8881 SUL (t( 'i 745 /469' sala':,tv.tiiri
Calculations by: JS
Reviewed by: YK
Table of Contents
1 Wind Load Calculations for Partially/Fully Enclosed Structures
2 Solar PV System a Rack Dead Load Determination
3 Roof Dead Load Determination
4 Determination of 2009 IBC[ASCE)-051 Seismic Loads
5 Rafter/Beam Calculations
6 Appendix
- Image from Google Earth showing Wind Exposure a Lat/Lon
- Seismic Spectral Response data from USGS web site
Design Criteria:
Designed to 2010 OSISC a 2010 OSSC
Dead Load=10.5 psf(All MPs)
Roof Live Load=20 psf
Basic Wind Speed=95 mph
Exposure Category B
Roof Snow Load=25 psf
10/25/2012 9721168-Lock.xlsx Wind 3
ASCE7-2005 C&C Partially/Fully Enclosed Structure Wind Design
Input Variables Calculations and Values
Required Variables Design Wind Pressures based upon:
mean roof height,ft 13 ASCE 7-05 Chapter 6 Wind Loading
Exposure Category(6.5.6.3) B
Basic Wind Speed(Figure 6-1 or local data) 95 Equation 6.5.12.4.1: h<60 ft Comp.and Cladding Elements
Importance Factor(1 for residential) 1 Wind Pressure P=qh*(G*Cp)
Roof Shape Gable/Hip 6.5.10:Velocity Pressure
Panel Tilt(degrees) 18.0 deg qh= 0.00256*Kz*Kzt*Kd*VA2*I
Roof Zone 3
contiguous sq.feet of array 67 From Table 6-3:
least width of the building 34 Kz= 0.70
From Figure 6-4:
Kzt= 1.00
Local Topographical Features From Table 6-4:
(choose"standard"or refer to pictures right,and below) Kd= 0.85
type of hill none From figure 6-1:
Hill Height(h)(ft) V= 95
slope of hill(degrees) From table 6-1:
horizontal distance from hilltop to house(x) I= 1
height from bottom of hill to mean roof height(z)
From Velocity Pressure Equation:
qh= 13.75
Design Wind Pressures From Figure 6-19A
P(lbs.per sq.ft.)=qh*Cn*G Cn(down)= 0.34
Pd(downforce pressure)= 4.73 Cn(uplift)= -1.31
Pu(uplift pressure)= -18.02 From 6.5.8.1
G= 0.85
Max Tributary Area Max Uplift Force on a Single Standoff
Individual Rows in Portrait Pmax(lbs.)=Amax*Pu+0.6*PL*COS0
Trina TSM-240PC Pmax= -177
Amax(sq.ft.)=0.5*L*X Factor of Safety=FI*D*NI/Pmax
L(length of panel in ft. perpendicular to rail 5.41 Fastner Type:Hex Lag Screw(Per Plans)
X(distance between standoffs in ft.) 4.00 Fastener Diameter:5/16"-2.5"Min Embed
Y(distance between standoffs in ft.) 2.67 250 =Fl(pullout capacity of fastener(lbs/inch))
Amax= 10.83 2.5 =D(minimum fastener thread depth)
1 =NI(number of fasteners per standoff)
3.53 =Factor of Safety
Dead Load Calculations
DL(lbs/sq.ft.)=(Mm+Mh)/(L*W) Point Load Calculations
L(length of Trina TSM-240PC modules) 5.41 PL(lbs)=Amax*DL
W(width of Trina TSM-240PC modules) 3.09 PL= 33
Mm(weight of Trina TSM-240PC modules) 43.00
Mh(weight of hardware per module)= 7.20
DL= 3.01 I B (Version 1_8
10/25/2012 9721168-Lock.xlsx Flush DL 4
CALCULATION OF SOLAR PHOTOVOLTAIC ROOFTOP SYSTEM DEAD LOAD
All MPs
MODULE AND STAND-OFF CHARACTERISTICS
Module Make& Model: Trina TSM-240PC
Panel Configuration: Rows in Portrait
Nmod= 35 Quantity of Trina TSM-240PC modules
Lmod= 5.41 ft Length of one Trina TSM-240PC module
Wmod = 3.09 ft Width of one Trina TSM-240PC module
Amod = 16.71 sf Area of one Trina TSM-240PC module
Wtmod = 43.00 lb Weight of one Trina TSM-240PC module
DLmod = 2.57 psf Unit dead load of Trina TSM-240PC modules
Solar Rail Make& Model: SolarCity Rail
Solar Rail Configuration: X-X Solar rails running in X-X direction
Wtrad= 0.68 plf Unit weight of aluminum solar rail, plf
Stand-off Make& Model: SolarCity Yeti - 1 Lag
Wtstandoff= 1.75 lb Unit weight per stand-off assembly
PANEL AND RACK SYSTEM GEOMETRY
0= 18.0 deg Tilt of panel system from horizontal
()roof= 18.0 deg Slope of roof mounting surface
hmin= 0.33 ft Least panel height above roof surface(vertical dimension)
hmax= 0.33 ft Greatest panel height above roof surface(vertical dimension)
h = 0.33 ft Mean panel system height above roof surface(vertical dimension)
Lx-X= 21.61 ft Array length in X-X Direction
SX-X= 4.00 ft Standoff spacing in X-X Direction
Ns,X-X= 6 Number of standoffs in X-X Direction
Ly_y= 27.07 ft Array length in Y-Y Direction(actual dimension at panel tilt 0)
25.74 ft Horizontal projection of array length in Y-Y Direction
Sy_,= 2.67 ft Standoff spacing in Y-Y Direction
Ns,y-y= 10 Number of standoffs in Y-Y Direction
10/25/2012 9721168-Lock.xlsx Flush DL 5
DETERMINATION OF SYSTEM DEAD LOAD FOR SEISMIC ANALYSIS
COMPONENT AREAS, LENGTHS,AND QUANTITIES
Asystem = 585 sf Gross area of solar PV system
Amodules= 585 sf Net area of solar modules only
Nraii= 10 Number of solar mounting rails
Lraii= 216 ft Approximate total length of solar mounting rail
Nstandoff= 60 Number of stand-off assemblies
DEAD LOAD CALCULATION
Length or Unit Component
Component Quantity Weight Weight, lb
Solar Modules 35 x 43.00 lb = 1505
Solar Rails 216 ft x 0.68 plf = 147
Stand-off Assemblies 60 x 1.75 lb = 105
Subtotal for Hardware= 252 lb
Total System Seismic DL= 1757 lb
Weight of Hardware per Solar Module= 7.20 lb
Weight of Modules per square foot of PV System = 2.57 psf
Weight of Hardware per square foot of PV System = 0.43 psf
Total Seismic System Weight per square foot= 3.00 psf
10/25/2012 9721168-Lock.xlsx Roof DL 6
DETERMINATION OF DEAD AND LIVE LOADS:
All MPs
DEAD LOAD LIVE LOAD
Element Materials Wt. (psf) IBC 1607.11.2
Roof: Comp Shingle 6.00 Lo= 20 psf
Roofing Paper 0.50 Ao-;b= <=200 sf
1/2 in. Plywood or OSB 1.50 R1 = 1
2 x 6 @ 24 in. o.c. 1.15 (Rafter) R2= 1
Miscellaneous 1.35 L,= Lo* R1 *R2= 20 psf
10.50
Roof Pitch 4:12 1.051 18.0 deg
Dead Load @ Roof Pitch = 11.04
10/25/2012 9721168-Lock.xlsx Seismic 7
SEISMIC DESIGN CALCULATIONS FOR SOLAR PV ROOF MOUNT SYSTEM
per 2009 IBC Section 1613 and ASCE 7-05 Chapter 13
SEISMIC DEAD LOAD
System Configuration: Flush Mount
W,= 1757 lb See Dead Load Worksheet
PROJECT SITE DATA
Street Address: 14155 SW 103rd Ave
Tigard, OR. 97224
Latitude and Longitude from Google Earth
Latitude: 45.42 deg
Longitude: -122.78 deg
Soil Site Class : D Default assumption per IBC 1613.5.2
SEISMIC GROUND MOTION VALUES
USGS Earthquake Ground Motion Parameter Calculator
http://earthquake.usgs.gov/hazards/designmaps/
Fa = 1.129 site coefficient from USGS web site
F„= 1.729 site coefficient from USGS web site
Ss= 0.928*g Spectral response acceleration at short periods from USGS web site
Si = 0.335*g Spectral response acceleration at periods of 1 second, USGS web site
SMS= Fa*Ss (2009 IBC 16-37, ASCE 11.4-1) SMs= 1.048*g
SMI -
F„*Si (2009 IBC 16-38, ASCE 11.4-2) SMI = 0.579*g
SDs =(2/3)*SMS (2009 IBC 16-39,ASCE 11.4-3) SDs= 0.698*g
SDI = (2/3)*SMI (2009 IBC 16-40,ASCE 11.4-4) 5D1 = 0.386*g
COMPONENT FACTORS FOR ASCE SECTION 13.3.1
ap= 1.0 component amplification factor, ASCE Table 13.6-1
Rp= 1.5 component response modification factor, ASCE Table 13.6-1
1p= 1.0 component importance factor, ASCE Section 13.1.3
10/25/2012 9721168-Lock.xlsx Seismic 8
SEISMIC DESIGN FORCE, PER ASCE SECTION 13.3.1
0.4apSDSWP(1 +2z/h) Horizontal seismic design force
FPt _ (Rp/Ip) (ASCE Equation 13.3-1)
where: z= 13.00 ft
h = 13.00ft
Fp1 = 0.559 Wp = 982 lb Governs
Fp is not required to be taken as greater than
Fp2= 1.6SDSIPW (ASCE Equation 13.3-2)
Fp2= 1.12 Wp = 1963 Ib
and Fp shall not be taken as less than
Fp3= O.3SDSIpWp (ASCE Equation 13.3-3)
Fps= 0.21 W, = 368 lb
GOVERNING SEISMIC DESIGN FORCE
Fp= 982 Ib
ALTERATION DESIGN CHECK, PER 2009 IBC SECTION 3403.2.3.2:
(Seismic base shear is directly proportional to building mass)
Building Mass for Partial Building:
Arearoof= 1150 sf DI-Roof= 11.04 psf Woof= 12697 lb
Areao,9= 1150 sf DLcig= 7.99 psf Wo,g = 9183 lb
LengthEXt.wau= 170 ft DLExtwa��= 12.20 psf WExt.wall= 8296 lb
Lengthint.wall= 170 ft DLInt.wall= 6.40 psf WInt.waii= 4352 lb
Plate height? 8 ft WRoof= 34528 lb (Existing)
Wsystem= 1757 lb
Wproposed= 36285 lb
Percent Increase= 5.09% <=10%
Therefore, okay
Gil F 0 R T E MEMBER REPORT PV Design Check,Section A:MP1(Rafter with Sister) PASSED
2 piece(s) 2 x 6 Douglas Fir-Larch No. 2 @ 24" OC
imampamtOverall Sloped Length:15'2 3/8"
+ +
o 0
12
n
3.91--- "
,r
rr
2'2" 6 72 I
El
All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.
Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Roof
Member Reaction(lbs) 637 @ 2'2" 6900(3.50") Passed(9%) -- 1.0 D+1.0 S(All Spans) Member Type:Joist
Shear(lbs) 439 @ 2'9" 2277 Passed(19%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential
Moment(Ft-lbs) 1384 @ 8'3 13/16" 1950 Passed(71%) 1.15 1.0 D+1.0 S(Alt Spans) Building Code:IBC
Live Load DeFl.(in) 0.365 @ 8'2" 0.628 Passed(L/413) -- 1.0 D+1.0 S(Alt Spans) Design Methodology:ASD
Total Load DeFl.(in) 0.585 @ 8'2 1/8" 0.837 Passed(L/258) -- 1.0 D+1.0 S(Alt Spans) Member Pitch:3.9/12
•Deflection criteria:LL(L/240)and TL(L/180).
•Overhang deflection criteria:LL(21/240)and TL(21/180).
• Bracing(Lu):All compression edges(top and bottom)must be braced at 15'9/16"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.
•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-DF 3.50" 3.50" 1.50" 221 417 638 Blocking
2-Beveled Plate-DF 3.50" 3.50" 1.50" 176 304 480 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 14'3 3/4" 24" 10.5 25.0 Roof Dead and Snow Load
2-Point(Ib) 6'2" N/A 33 - PV Load
3-Point(lb) 8'8" N/A 17 - PV Load
4-Point(lb) 10'10" N/A 21 - PV Load
5-Point(lb) 12'4" N/A 11 - PV Load
Weyerhaeuser Notes Y
/��
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 10/24/2012 3:33:31 I'M
Jesus Santiago 9721168-Lock I ortc v4.0. Design Lnginc:V5.6.1.203
solarclty 9/71168-i ock.4te
(650)653 5726
jsan5ago@solarcity-corn
Page 1cf1
'aFORTE ' MEMBER REPORT PV Design Check, Section C:MP1A(Rafter with Sister) PASSED
2 piece(s) 2 x 6 Douglas Fir-Larch No. 2 @ 24" OC
Overall Sloped Length:12'11 13/16"
+ +
o O
12
3.9T--
11'11"
1 /
0
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) 482 @ 12' 6563(3.50") Passed(7%) -- 1.0 D+1.0 S(All Spans) Member Type:Joist
Shear(lbs) 430 @ 11'5 3/4" 2277 Passed(19%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential
Moment(Ft-lbs) 1406 @ 6'2 3/16" 1950 Passed(72%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC
Live Load Deft.(in) 0.361 @ 6'1 1/4" 0.620 Passed(L/412) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASD
Total Load Def.(in) 0.584 @ 6'1 1/4" 0.827 Passed(1/255) -- 1.0 D+1.0 S(All Spans) Member Pitch:3.9/12
•Deflection criteria:LL(L/240)and TL(11180).
• Bracing(Lu):All compression edges(top and bottom)must be braced at 12'10 1/16"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.
•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-DF 3.50" 3.50" 1.50" 173 305 478 Blocking
2-Beveled Plate-DF 3.50" 3.50" 1.50" 177 305 482 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 12'2 1/2" 24" 10.5 25.0 Roof Dead and Snow Load
2-Point(Ib) 3'10" N/A 33 - PV Load
3-Point(lb) 6'5" N/A 17 - PV Load
4-Point(Ib) 8'6" N/A 21 - PV Load
5-Point(Ib) 10' N/A 11 - PV Load /�
Weyerhaeuser Notes (Ij)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 10/24/2012 3.37:23 PM
esus Santiago 9721168-Lock I orte v4.0, Design Lngine:V5.6.1.203
solarcty 9/21168-1 ock.411e
(650)653 5726
jsantiago@solarcity.corn
Page 1 of 1
MEMBER REPORT PV Design Check,Section D:MP2(Rafter) PASSED
F® RTE 1 piece(s) 2 x 6 Douglas Fir-Larch No. 2 @ 24" OC
iiiOverall Sloped Length:7'2 5/8"
+ +
o O
12 u
343 .rrr
n
SI
I- 2 2" ', 4'6"
Q
( 0
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) 374 @ 2'2" 3413(3.50") Passed(11%) -- 1.0 D+1.0 S(All Spans) Member Type:Joist
Shear(lbs) 176 @ 2'9 1/16" 1139 Passed(15%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential
Moment(Ft-lbs) -169 @ 2'2" 975 Passed(17%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC
Live Load Dell.(in) 0.018 @ 0 0.225 Passed -- 1.0 D+1.0 S(Alt Spans) Design Methodology:ASD
(2L/999+) Member Pitch:3.43/12
Total Load Defl.(in) 0.017 @ 0 0.300 Passed -- 1.0 D+1.0 5(Alt Spans)
(21/999+)
•Deflection criteria:LL(1/240)and TL(L/180).
•Overhang deflection criteria:LL(21/240)and TL(21/180).
• Bracing(Lu):All compression edges(top and bottom)must be braced at 7'1"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-DF 3.50" 3.50" 1.50" 128 246 374 Blocking
2-Beveled Plate-DF 3.50" 3.50" 1.50" 52 108 160 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 6'9 3/4" 24" 10.5 25.0 Roof Dead and Snow Load
2-Point(Ib) 3'2" N/A 21 - PV Load
3-Point(Ib) 4'9" N/A 11 - PV Load /�
Weyerhaeuser Notes (Zj)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
7--
Forte
—Forte Software Operator Job Notes 10/24/2012 4:15:47 I'M
Jesus Santiago 9721168-Lock I ode v4.0, Design Lnginc:V5.6.1.203
SolarCity 9/21168-1 ock.4(e
(650)653 5726
jsantlago@solarcity.com
I'age 1 of 1
10/25/2012 9721168-Lock.xlsx USGS 10
Conterminous 48 States
2005 ASCE 7 Standard
Latitude=45.417606
Longitude=-122.783316
Spectral Response Accelerations Ss and S1
Ss and S1 = Mapped Spectral Acceleration Values
Site Class B- Fa = 1.0 ,Fv= 1.0
Data are based on a 0.05 deg grid spacing
Period Sa
(sec) (g)
0.2 0.928(Ss, Site Class B)
1.0 0.335(S1, Site Class B)
Conterminous 48 States
2005 ASCE 7 Standard
Latitude=45.417606
Longitude= -122.783316
Spectral Response Accelerations SMs and SM1
SMs= FaxSsand SM1 = FvxS1
Site Class D- Fa = 1.129 ,Fv= 1.729
Period Sa
(sec) (g)
0.2 1.047(SMs, Site Class D)
1.0 0.580 (SM1, Site Class D)
Conterminous 48 States
2005 ASCE 7 Standard
Latitude=45.417606
Longitude= -122.783316
Design Spectral Response Accelerations SDs and SD1
SDs=2/3 x SMs and SD1 =2/3 x SM1
Site Class D- Fa = 1.129 ,Fv= 1.729
Period Sa
(sec) (g)
0.2 0.698(SDs, Site Class D)
1.0 0.387(SD1, Site Class D)