BSOL2016-0046 Structual Calcsvivint. solar
Structural Group
Scott E. Wyssling, PE
Senior Manager of Engineering
February 12, 2016
Mr. Dan Rock, Project Manager
Vivint Solar
3301 North Thank *A�
Lehi, UT 84043 CITY OF LA QUINT&
BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
Dear Mr. Rock: DATE i411 -al 6BY
3301 North Thanksgiving Way, Suite 500
Lehi, UT 84043
P: (801) 234-7050
scoff. wyssling@vivintsolar.com
Structural Engineering Services
Zysk Residence
79190 Laurie Ct, La Quinta CA
S-4733541
8.06 kW
Pursuant to your request, we have reviewed thA following information regarding solar panel installation on the roof of
the above referenced home: JOL46110. 04*10
1. Site Visit/Verification Form prepared by a Vivint Solar representative identifying specific site
information including size and spacing of members for the existing roof structure.
2. Design drawings of the proposed system including a site plan, roof plan and connection details for
the solar panels. This information was prepared by the Design Group and will be utilized for
approval and construction of the proposed system.
3. Photovoltaic Rooftop Solar System Permit Submittal identifying design parameters for the solar
system.
4. Photographs of the interior and exterior of the roof system identifying existing structural members
and their conditions.
Based on the above information we have evaluated the structural capacity of the existing roof system to support the
additional loads imposed by the solar panels and have the following comments related to our review and evaluation:
Description of Residence:
The existing residence is typical wood framing construction with the roof system consisting of the following:
• Roof Sections (1 and 2): Prefabricated truss with all chords constructed of 2x4 dimensional lumber
at 24" on center. The attic space is unfinished and photos indicate that there was free access to
visually inspect the size and condition of the roof members.
All wood material utilized for the roof system is assumed to be Douglas -Fir #2 or better with standard construction
components. The existing roofing material consists of rolled asphalt. Our review of the photos of the exterior roof
does not indicate any signs of settlement or misalignment caused by overstressed underlying members.
Stability Evaluation:
A. Wind Uplift Loading
1. Calculations for uplift are based on ASCE/SEI 7-10 Minimum Design Loads for Buildings and other
Structures, a wind speed of 130 mph based on Exposure Category C and 15 degree roof slopes on
the dwelling areas.
2. Total area subject to wind uplift is calculated for the Interior, Edge and Corner Zones of the
dwelling.
vivint. solar
Page 2 of.2
B. Loading Criteria
10 PSF = Dead Load (roofing/framing) 20 PSF = Live Load (-ground snow load)
3 PSF = Dead Load (solar panels/mounting hardware)
Total Dead Load = 13 PSF
The above values are within acceptable limits of recognized industry standards for similar structures and in
accordance with the 2013 California Building Code. Analysis performed on the existing roof structure utilizing the
above loading criteria indicates that the existing members will support the additional panel loading without damage,
if installed correctly.
C. Roof Structure Capacity
1. The photographs provided of the attic space and roof rafters show that the framing is in good
condition with no visible signs of damage caused by prior overstressing.
D. Solar Panel Anchorage
1. The solar panels shall be mounted in accordance with the most recent "EcoFasten Solar Installation
Manual", which can be found on the EcoFasten Solar website (ecofastensolar.com). If during solar
panel installation, the roof framing members appear unstable or deflect non -uniformly, our office
should be notified before proceeding with the installation. -
2. The solar panels are 1 '/2" thick and mounted 4'/z" off the roof for a total height off the existing roof
of 6". At no time will the panels be mounted higher than 6" above the existing plane of the roof.
3. Maximum allowable pullout per lag screw is 235 lbs/inch of penetration as identified in the Nation
Design Standards (NDS) of timber construction specifications for Douglas -Fir assumed. Based on
our evaluation, the pullout value, utilizing a penetration depth of 2 '/z", is less than the maximum
allowable per connection and therefore is adequate.
4. Roof Sections (1 and 2): Considering the roof slopes, the size, spacing, condition of the roof, the
panel supports shall be placed at and attached no greater than every third roof member as panels
are installed perpendicular across members and no greater than the panel length when installed
parallel to the members (portrait). No panel supports spacing shall be greater than three (3) spaces
or 72" o/c, whichever is less.
5. Panel support connections shall be staggered to distribute load to adjacent members.
Based on the above evaluation, with appropriate panel anchors being utilized the roof system will adequately
support the additional loading imposed by the solar panels. This evaluation is in conformance with the 2013
California Building Code, current industry standards and practices, and the information supplied to us at the time of
this report.
Should you have any questions regarding the above or if you require further information do not hesitate to contact
me.
Aly yours,
�co. Wysslin
CA License No.
vivint. solar
viv* ntsolar
Structural Group
3301 (Forth Thanksgiving Way, Suite 500
Lehi, UT 84043
P:(801) 234-7050
Scott E. Wyssling, PE
Head o/ Structural Engineering Structural Analysis Report scott.wyssnng@vivintsolar.com
Project Address
Zysk Residence
79190 Laurie Ct
La Quinta, CA
Residence
Roof Area
3000 ft2
Upper Floor Area
0 ft2
Lower floor Area
2500 ft2
Number of Stories
1
Type of Construction Wood -Framed with Rated shear panels
Mean Roof height
15 ft
Upper Floor height
0 ft
Lower Floor height
10 ft
Location Parameters
Latitude 33.841
Longitude -117.85
Site Class D
Risk Category II
Seismic Parameters
Date: February 16, 2016
SS =
1.50 g
0.2 sec Spectral Response Acceleration
S1 =
0.55 g
1.0 sec Spectral Response Acceleration
Fa =
1.0"
Site Coefficient from ASCE 7-10, Table 11.4-1
F„ =
1.5
Site Coefficient from ASCE 7-10, Table 11.4-2
SDS =
1.00 g
Short Period Design Spectral Acceleration
SD, =
0.55 g
1 Second Period Design Spectral Acceleration
Wind Parameters
Wind Speed 130 mph
Exposure Category C
Roof Angle, Q 15.0 deg
Product Information
Manufacturer Yingli. Solar
No. of Panels 31
Weight 3.00 psf including mounting system
Installed Area 544.98 ft2
No. of Connectors 56
2012 IBC / 2013 CBC Section 3403.4 states:
"Any existing lateral load -carrying structural element whose demand -capacity ratio with the addition considered
more than 10 percent greater than its demand -capacity ratio with the additoin ignored shall be permitted to rem
unaltered."
Sheet 1 of S vivi nt. solar
a
Existing
Additional
Total
Gravity Loads
Existing Structural Elements Carrying Gravity Load
2013 California Building Code Section 3404.3
Roof Dead Load
7 psf
Clay Tile
2 psf
3/4" Plywood Sheathing
0.75 psf
Roof Framing @ 24" o.c.
2 psf
Ceiling, Mechanical, Electrical
1.25 psf
Miscellaneous
13 psf
TOTAL
Floor Dead Load
7.5 psf
Floor Finishes
3.3 psf
1 1/8" Subfloor Sheathing
3.4 psf
Joists @ 16' o.c.
15 psf
Partitions
3.6 psf
Ceiling, Mechanical, Electrical below
1.2 psf
Miscellaneous
34 psf
TOTAL
Roof Live Load
20 psf
Reducible
Floor Live Load
40 psf
Reducible
Roof Dead Load
3 psf Yingli Solar
Roof Live Load with Solar Panels
0 psf
Total Existing Roof Load = (DLRooF+ LLRooF) AreaRooF
= 99000 lbs
Total New Roof Load = (DLRooF) AreaRooF+ (DLADD) AreaADD + (LLRooF) (AreaRooF - AreaADD)
= 100635 lbs
Change in Demand = (Total New Roof Load - Existing Roof Load) / Existing Roof Load
1.65%
Total New Gravity Loads increase by less than 5%. OK
Sheet 2 of 5 DY0nI S® ]a r
Base Shear Calculations
2012 IBC / 2013 CBC 3404.4
Site Class = D
Risk Category = II
SDs = 1.00
SDI = 0.55
Lateral force resisting system: Wood -Framed with Rated shear panels
R.= 6 1/2 from ASCE 7-10, Table 12.2-1
I= 1.0
h = 15.0 ft Mean Roof Height
Ct = 0.02 from ASCE 7-10, Table 12.8-2
x = 0.75 from ASCE 7-10, Table 12.8-2
T,, = C,h„x = 0.152 sec Approximate Fundamental Period, ASCE 7-10, Equation 12.8-7
WExISTING = 124.00 kip Approximate mass of building
WNEw = 125.63 kip Approximate mass of building and solar panels
Base Shear = SDR I W= 0.154 x W ASCE 7-10, Equation 12.8-2
Max Base Shear = T x R W = 0.556 x W ASCE 7-10, Equation 12.8-3
Min Base Shear = .044 SDs X1 (>_ 0.01) x W 0.044 x W ASCE 7-10, Equation 12.8-5
Cs = 0.154
Static Base Shear, Vx = 19.08 kip Existing
19.33 kip New
1.32% increase
INCREASE IS LESS THAN 10% - OK
Sheet 3 of 5 wowon ° s c u t
Existing
New
Vertical Distribution of Seismic Forces
2012 IBC / 2013 CBC 3403.4
k = 1.00 Structural Period Exponent from ASCE 7-10 Section 12.8.3
V = 19.08 kip
V = 19.33 kip
Weight
Sto
�'i hi k
Diaphragm Force
Story
Level
Heighryhx
h; (ft)
H,i hik
Force
(kip)
(ft)
S(w; h; `)
(�P)
(kin)
Roof
39.00
15
25
975
0.534
10.19
10.19
Upper
0.00
0
10
0
0.000
0.00
10.19
Lower
85.00
10
10
850
0.466
8.89
19.08
sE
124.00
25
1825
1.000
19.08
V = 19.33 kip
Demand Increases
Level Diaphrag Story
m Force Force (kip)
Roof 3.25% 3.25% INCREASE IS LESS THAN 10% - OK
Upper -- --
Lower -0.90% 1.32% NET DECREASE IN SEISMIC LOAD - OK
Sheet 4 of 5 w6w0n Ll o solar
Weight
StoryStory
w; h; `
Diaphragm Force
Level
Height, hi
h; (ft)
N� h k
Force
(gip)
(ft)
S(w; h k)
(kip))ado)
Roof
40.63
15
25
1016
0.544
10.52
10.52
Upper
0.00
0
10
0
0.000
0.00
10.52
Lower
85.00
10
10
850
0.456
8.81
19.33
SF
125.63
25
1866
1.000
19.33
Demand Increases
Level Diaphrag Story
m Force Force (kip)
Roof 3.25% 3.25% INCREASE IS LESS THAN 10% - OK
Upper -- --
Lower -0.90% 1.32% NET DECREASE IN SEISMIC LOAD - OK
Sheet 4 of 5 w6w0n Ll o solar
Wind Uplift
Simplified Procedure for Componenets and Cladding
ASCE 7-10, Section 30.5
V = 130 Basic Wind Speed
Exposure C ASCE 7-10, Section 26.7
1 = 1.21 Adjustment Factor for building height, ASCE 7-10, Figure 30.5-1
KIt = 1 Topographic Factor, ASCE 7-10, Section 26.8.2
Roof Zone 2 As shown in ASCE 7-10, Figure 30.5-1
Roof Q = 15 deg
Apanel = 544.98 ft'
Ao-ib = 9.73 ft Panel Area tributary to each roof anchor
pnet3o = 38 psf Net Wind Design Pressure, ASCE 7-10, Figure 30.5-1
Pn. = lKnPnet3o = 46 psf Design Wind Uplift Pressure, ASCE 7-10, Equation 30.5-1
Pnet = 16 psf Minimum Design Wind Pressure, ASCE 7-10, Section 30.2.2
Use 46 psf
Connection to Existing Roof Framing
F.S. = 1 Additional Factor of Safety applied to withdrawl force, if desired
Aa9b = 9.73 ft'
DLpan,l = 3.00 psf
Wnpii ft = 46 psf
Piag = F.S. x Al;b x (0.6D - 0.6W) _ -251.0 lbs Withdrawl force for each roof anchor
Connection Capacity
db = 5/16 in Lag Screw diameter
Dpen = 2.50 in Lag Screw penetration into existing framing member
Douglas Fir -Larch Species of wood framing
CD = 1.6 Load Duration Factor for Wind Loading, NDS Table 2.3.2
C' = 0.7 Temperature Factor, NDS Table 10.3.4
W = 266 lb/in Withdrawl Capacity, NDS Equation 11.2-1
W' = Co x CL x W = 298 lb/in Adjusted withdraw) value
Pauow = Dpen x W' = 7451bs
DEMAND= 251 lbs = 0.337 OK
CAPACITY = 745 lbs
Sheet 5 of 5v,v'nt'. s o d r
STRUCTURAL ENGINEERS
October 23, 2015
Rillito River Solar, LLC dba EcoFasten Solar
289 Harrel Street
Morrisville, VT 05661
TEL: (877) 859-3947
Attn.: Engineering Department,
Re: Engineering Certification for the EcoFasten Rock -it System Installation Manual
This letter is to document that PZSE, Inc. -Structural Engineers has reviewed EcoFasten Rock -it System
Installation Manual published October 12, 2015 and specifically the "Loading Tables".
SCOPE OF THE SYSTEM:
The EcoFasten Rock -it System is a solar panel support system for installing solar photovoltaic arrays on sloped
roofs of buildings. Typically such buildings are residential with shingle or tile roofs. The number and spacing of
attachments to the roof structure can vary depending on various site specific criteria including, but not limited
to, roof slope, spacing of supporting structural members and environmental loading.
SCOPE OF OUR REVIEW:
PZSE, Inc.—Structural Engineers provided a review of the following
• Rock -it System design methodology
• Rock -it System Installation Manual
• Rock -it System Loading Tables
and has determined that all information, data and analysis contained within the Installation Manual are based
on, and are in compliance with, the structural requirements of the following Reference Documents:
• Minimum Design Loads for Buildings and other Structures, ASCE/SEI 7-10
• International Building Code, 2012 Edition, by International Code Council, Inc.
• California Building Code, 2013 Edition, by California Building Standards Commission
• Aluminum Design Manual, 2010 Edition, by The Aluminum Association
This letter certifies that the EcoFasten Rock -it System Installation Manual and Loading Tables are in
compliance with the above Reference Documents.
8150 Sierra College Boulevard, Suite 150 • Roseville, CA 95661 • 916.961.3960 P • 916.961.3965 • www.pzse.com
Page 1 of 2
DESIGN RESPONSIBILITY:
The Rock -it System Installation Manual is intended to be used under the responsible charge of a registered
design professional where required by the authority having jurisdiction. In all cases, the user of the Installation
Manual has sole responsibility for the accuracy of the design and integrity of the system.
The Installation Manual does not check the capacity of the building structure to support the loads imposed on
the building by the array, such as bending strength of roof rafters spanning between supports. This requires
additional knowledge of the building and is outside the scope of the Installation Manual and our review.
If you have any questions on the above, do not hesitate to call.
Prepared By:
PZSE, Inc. - Structural Engineers
Roseville, CA
8150 Sierra College Boulevard, Suite 150 • Roseville, CA 95661 • 916.961.3960 P • 916.961.3965 • www.pzse.com
Page 2 of 2
YINI LAR
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AND VERSATILITY
Our most popular product line, the YGE 60 Cell Series, is ideal for a broad
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across the Americas, from residential and commercial rooftops to ground-
I'rusted Partner
Yingli is one of the world's largest solar module manufacturers with over 10 GW
deployed worldwide, and Yingli modules are trusted by leading energy providers and
financial institutions in more than 8S,000 proierls in the Americas.
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MAXIMUM EFFICIENCY
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44 1)
WIN conditions, and self-cleaning an&reflective coated glass reduces sorting to help
25 YEAR
maximize power output. Performance is backed by our 25 -year linear warranty.
LINEAR POWER WARRANTY
Designed to Outlast
Tested to the industrys most rigorous durability standards, Yingli modules are PID -
resistant in conformance with IEC 62804 (draft). To ensure reliable performance, Yingli
O
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uses quality components such as DuPont Tedlar® PVF film -based backsheets.
POWER TOLERANCE
Best -In -Class Technical Support
Yingli's locally -based engineering team is trained in system design and operations to
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Warranty Information
Ten-year limited: product warranty. Industry leading 25 -year performance warranty adds.value
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For those interested in obtaining module performance modeling files for system energy yield
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Qualifications & Certificates
UL 1703 and UL 1703, CEC, FSEC, ISO 9001:2008, ISO 14001:2004, 85 OHSAS 18001:2007, SA8000
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Y I N G L I S O LA R .COM (PHOTOVOLTAIC E MODULE)
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LYGE 60CELL.SERIES
ELECTRICAL PERFORMANCE
Powered by YINGLI
Modulo"
low -iron tempered gl® / 3.2nvn
YL260P-29b
YL255P.29b
YL250P•29b
YL243P.29b
YL24OP-M
Power output
Pains
W 260
255
2$0
245
240
Payer output telarences
APs.,
%
MC4 / IP67 o Amphenol H4 / IP68
-01+3
Module efficiency
q..
% 1&0
15.7
15.4
15.1
14.8
Voltage at P,o
Vnv
V 30.3
30.0
29.8
29.6
29.3
Current at P.
Inv
A 8.59
0.49
8.89
0.28
6.10
open-d=it valtage
W.
V 37.7
37.7
37.6
37.5
37.5
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9.01
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STC 1000MAn' Inadiance, 2S'C cell tamperamme. AM 1.SG sp-&urn according to EN 60904.3
11arnpersture
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YL255P-29b
YL250P,29b
YL245P-29b
YL240P,29b
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W
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High Tempratve Condition
NTC 75
1000 203.7
199.8
195.9
192.0
18&1
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NOCT 46
800 190A
106.9
163.2
179.5
175.9
Low Temperature condition
LTC 1s
500 135.7
133.1
130S
127.9
125.3
Low Irredirnoe Condition
LIC 25
200 50.3
49.6
4&4
47.4
465
OPERATING CONDITIONS
THERMAL CHARACTERISTICS
UnkcInd1(MM)
Most. syalotn voltage
1000Vx
TrtpenLwe msffidrd of Pao
WC 4413
Mai marks fuse rating
15A
Temprature coef cle nt of V.
%PC 432
]996 _
Lk.IU g reverse current
15A
Temperature coefficient of V
%PC 0.04
Operating trrperawm range
-40 to I8WF (40 to BSC) Temperature coeflkiaM of Ksv
%,sec -0.42
O
Max hellatone Inspect (diameter / velodty)
2S sen / 23m/s
CONSTRUCTION MATERIALS
Front cover (material / thickness)
low -iron tempered gl® / 3.2nvn
Call (quantity / materia( / dhnrisloma
sea silicon /
60 / mnddcni
x 11
156mm x 156mm
Encapculant (material)
ethylene vinyl acetate (EVA)
Backefeaet (Material / Do"
fluarspolyneerbased with EVA primer / white or black
Frame (meterW / color)
anod'oed aluminum / silver or blade
Junction boa (Ingrate p chic on rating)
aIP65
Came Orngth / c oteaectianal ares)
1000mm /4enmr
Connecter (type / ingress protection reUr!3)
MC4 / IP67 o Amphenol H4 / IP68
GENERAL CHARACTERISTICS
Module dlmantioru(L/W/N) 6&5Tm(16Wrm0/38.98n( O..)/139n P%vn)
Module weight 40.6ms (18.Skg)
Number of modeles Per pallet 29
Number of plea per 40' contalner 28
Packaging box dlmenskxss (L / W / HI 67in (1700mm) / 45in (111 35mm) / 46in (1165rmn)
PaLkeyhg bum wafglel 1252161(36"
Fire claufRcatlon typo Type 1 and Type 2
QlNarning: Read the Installation and User Manual in its entirety before handling, installing, and operating Yingli modules.
Yingli Green Energy Americas, Inc.
info@yingliamericas.com
Tel: +1 (888) 686-8820
YINGLISOLAR.COM NYSE:YGE
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