HomeMy WebLinkAbout2017-00803 - solar energy system ,. ' CITY OF ORONO
2750 KELLEY PARKWAY * 2 0 1 7 - 0 0 8 0 3 *
DATE ISSUED: 07/19/2017
ORONO,MN 55356-
(952)249-4600 FAX: (952)249-4616
ADDRESS : 480 STUBBS BAY RD N
PIN : 32-118-23-13-0003
LEGAL DESC : LTNPLATTED 32 118 23
: LOT 000 BLOCK 000
PERMIT TYPE : SOLAR ENERGY SYSTEMS
PROPERTY TYPE : RESIDENTIAL
COI�ISTRUCTION TYPE : SOLAR ENERGY SYSTEMS
VALUATION : $ 38,732.00
NOTE: SOLAR ENERGY SYSTEM
APPLICANT SOLAR ENERGY SYSTEMS 484.15
ALL ENERGY SYSTEMS STATE SURCHARGE MECH(VALUATION) 1937
1642 CARROLL AVE MAIL-IN FEE 2.00
ST PAUL,MN 55104- TOTAL 505.52
(651)88&4173 Payment(s)
Minnesota State License#:mech-BC665819 CREDIT CARD 3458 505.52
OWNER
BARAN,LARRY&ANNE
480 STUBBS BAY RD N
LONG LAKE,MN 55356-
AGREEMENT AND SWORN STATEMENT
The work for which this permit is issued shall be performed according to
the approved plans and specifications,applicable Ciry approvals,and the
State Building Code. This permit is for only the work described and dces
not grant permission for additional or related work which requires separate
permiu. All provisions of laws and ordinances governing this type of work
shall be compied with whether or not specified herein.This permit will
expire and become null and void if construction authorized is not
commenced within l80 days of the date of issuance,or if construction is
suspended for a period of l80 days at any time after work has commenced.
The applicant is responsible for assuring all required inspections are
requested in conformance with the State Building Code.This permit may be
revoked at any time for due cause.
�.. ' leo C.r' T���� ?� l 9� /�
Applicant Permitee Signature Date Issued By 'gnature Date
r
~ F R C Y USE OnLY �
City of Orono � /� � Q
• �O�O P.O.Box 66 Date Rece�v d!� /� Pennit#� 4
2750 Kelley Parkway —� �
Crystal Bay,MN 55323 Approved By: Amount$:
� Phone(952)249-4600 Pax(952)249-4616
% ; J M- Zv�r�� �'�Pre.�e� �.0 7
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s�� i1�,��CITY OF ORONO — SOLAR ENERGY SYSTEMS PERMIT
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GENERAL iNFORMATION
1. You may apply for a Solar Energy Systems permit by mail or in person at the City offices. All Solar
Energy Systems permits require a site plan and review by the Building Official. Specific Solar Energy
Systems information can be found in City Code Section 78-1379—Alternative Energy Systems.
2. Permit cards will be sent by return mail after a review is completed. PERMITS ARE NOT VALID iJNTIL
YOU RECEIVE A PERMIT. WORK MUST NOT BEGIN UNTIL THE PERMIT CARD IS POSTED
ON THE JOB SITE.
3. When any new construction or remodeling is involved,a separate building permit must be obtained.
4. All wark must be done in accordance with the Uniform Mechanical Code/State Building Code;
Underwriters Laboratories,Inc.;the National Renewable Energy Laboratory;the Solar Rating and
Certification Corporation or other body as determined by the building official.
5. All work must be inspected(rough-in and final). Call(952)249-4600.
(24-48 hour notice required)
TYPE OF PERMIT
(Check All That A 1 )
�New ❑ Addition ❑ Repairs ❑ Replace
Job Site/Owner Information:
Site Address: 480 Stubbs Bay Rd. Long Lake, MN 55356
Owner: Larry Baran Mailing Address: 480 Stubbs Bay Rd.
City: Long Lake, MN 55356 Zip:
Home Phone: (708) 337-4649 Alternate Phone:
Email Address: larry@mightymoonmen.com
Contractor Information: ❑ Insurance—Current:
Contractor: All Energy Solar Contact Person: Kristen Sachwitz
Address: 1642 Carroll Ave State Bond#: BC665819
City: St. Paul Zip; 55104 Expiration Date: 3/29/2019
Phone: 651-888-4173 Alternate Phone: 800-620-3370
Email Address: kristensaes@gmail.com
Permit Crealed.� JarTuary 2015
1
. CITY OF ORONO—SOLAR ENERGY SYSTEMS PERMIT, continued
Before approval and issuance of permit(s) for Solar Panel/Photovoltaic systems, applicant shall
submit the following minimum information. Required drawings shall be scaled and
dimensioned, readable, and legible. Additional information may be requested.
Plans Prepared by:
Co�npany Name: All Energy Solar Contact Person: Kristen Sachwitz
Address: Same as above City: Zip:
Email Address:
Phone: Alternate Phone:
Description of proposed work, including both solar equipinent installation and all associated
construction:
Installation of a ground-mounted solar PV system.
1. What is the system KW rating (DC)? 8.96kW
2. Is this an inter-tie or stand alone system? (Circle one)
3. Does the system include battery backup or an uninterrupted power supply (UPS)?
❑ Yes � No
If yes, give the number, size and location of batteries.
4. If rooftop inounted, identify the following:
a. RoofType: a��ha3�,�o�..zM�r�.�b-o��
Noof dx1m9 U.e.L�'Goad�a LB'Dh+�-�—� i 1•DP�o:imatx roo!sb�+a
❑ F'l�lt POOf�110TT111111 p1tC11� noolcwarna-oroM+r+sdundanobi� i f' npa��zvirch:�
❑ Sloped(identify pitch) �°'"°'na1inodi1'"'�" '
moumad ro�od wMh rrA� �
>POrwed Waaq/bncMels �
FalstinqhWw �
Irditdn lap Bohi �
% al3atl4"oC i
b. The type of existing roofing (shingles, tile, ��������+'�^� " �
♦ 7� 7 �] 7� } 5 9Pbdu 1'4nqth a i
meil[ll� U[�.I1C1$tP.11�mP.InUrCZlZe.�filC..) 3B`boh5l3'4'IMpth I
HooFSwndMMnsion i
'i
c. The number of roofing layers that will be
under the panels (no more
than 2 layers of shingles are allowed).
d. Identify the condition of the roofing
material and appropriate age. �xainp e of n trnmmg i ro�s-�t>i t�nii� u�trnt�on
Pern�i�G�ea�ed: Januan 2015
2
� CITY OF ORONO—SOLAR ENERGY SYSTEMS PERNIIT,continued
Required Drawings and Plans
5. Provide construction drawings that include a building section detail and complete notation of
method of fastening equipment to the roof of the subject property, including the following
details:
a. Cross section that identi�es rafter size, spacing and span dimension and approximate roof
slope.
b. Identify style, diameter length of embedment of bolts (i.e. 5/16" lags with minimum of 3"
embedment into framing, blocking or bracing.
6. Provide an elevation of the structure indicating the
appearance of the proposed solar installation. Note the 4"
finished height of the system above the roof.
7. Provide a site plan indicating the buildings and features of m m
the property. The site plan shall show property line
locations, approximate location of all structures, the m m
location(s) of the panel installations, setback from
property lines, the main service location.
n
8. Is the equipment to be flush mounted to the roof(mounted �
such that the collector surface is parallel to the roof)?
❑ Yes � No,if no see#11.
6'
Please Note: No point of the collectors or the mounting system
shall extend above the peak or ridge height of a pitched roof. On T
a flat roof, collectors and their mounting systems shall not �,� I
extend more than 5 feet above the surface.
m
Maximum Area. The collector and mounting system of a roof- �24.--�
mounted solar energy system shall cover no more than 70
percent of the roof to which it is affixed.
9. The minimum structural threshold for installing a flush-mounted
PV system is a roof structure with at least 2 x 4 rafters no more ��
than 24" on-center spacing. Does the roof structure use 2x4 or �
lar er rafters s aced no wider than 24 inches on center? '�"g�
g � p 7 solar p�nels p
❑ Yes ❑ No,if no see#11 ��
10. For roof installations, roof decking and structural supports 40'
should all be in good condition without visible roof ��
sag/deflection. Is the roof structure in good condition, having no
visible sag, cracking or splintering of rafters, or other potential
structural defects? ❑ Yes ❑ No,if no,see#11
��'�
If roof structure is accessible, please provide photos showing the
condition of the roo£ If roof structure is not accessible, please —
provide an exterior photo, side view of the roo£ �—��
Example of a site plan
Permit Created.� J¢nuary 1015 �
3
CITY OF ORONO—SOLAR ENERGY SYSTEMS PERMIT,continued
Required Drawiags sad Plaas
1l. If the answer is no to any of questions 8 — 10, please provide the following additional
documentation.
a. If not a flush mount system, provide a side elevation identifying the pitch and height of
thc cotlector and mounting system relative to the roof.
b. Provide a study or statement regarding the proposed sola� installation and all p�oposed
structurat modifications stampcd by a Minnesota licensed/certified structural engineer.
Approval can come in the following forms:
i. Construction plans denoting the roaf structure and any modifications to the structure
if required, as well as the method of instaElation of solar collector on the sabject
property.
ii. Letter from engineer accomplishing the same as above if the en�ineer feels that letter
format will provide the necessary information.
, �+�s,�t� � ,�:�_�� ��
! h .. i�,--u �„c '� ��.#�k�� �° ; � ��ri�l�/;'lJ9Q t �`A'liiON ��';��#�:,�°atz�,c.,�'�i�,r'a� �.r�'w��.�"� ^z,t�;��&..
If ebove does not apply;!'ollow guidelines below:
1. CONTRAGT PRICE • is I.ZSS6 of contract price with a(Miaimum Pee of$50.00)
38732 x.0125 S 484.15
(cart�racc pna) (miatm.m sso.ao>
2. STATE SURCHARGE x.0005 $ 19.37
(cwuract pnce?
3. POSTAGE 8c MANDLING(Only on Mai1-In Applications) $ 2.00
4. TOTAL PERM[T FEE{Add Lincs l-3 Above) S 503.52
• "' CONTRACT PRICE or JOB GOST means the actual or estimuted dollar amount charged for the permitted
work insluding materials,labor,profit,and other fixed costs. It is the amount to be charged to the customer for
the wock done. If any material,equipment,labor or installations are furn9shed by the owner.tenant or any other
party,the reasonable market value oFsuch items must be adde�to the estimated cost or contract price for pennit
fee purpos�s. In the event that therr is e disputa on the amount of the job cost, the City may request the
submission of a signed copy of the actual contract.
�;,. �.'����SO � �ENERGY��StiS,;TEIvIS�P��: IC��I�N�PiGREEIV�fi �
The undersigned hereby epplies to the City For issuance of a Solar Energy Systems Pertnit,agrees to do all wotk in
strict eccordance with the ordinanees of lhe City, the regulations of the State of Minnesota, Underwriters
Laboratories, Inc.;tfis National Etenewable Energy Laboratory�and the Soler Rating and Certification Corporation
end certifies that ull statements made on this application are complete,we and carrect.
ApplicanYs Signature: �� Date: 7112120i7
PermifCreared. Jcnunr��3015
4
. �
���o c
o��
Friday, January 3 l, 2014 ��� ����TM
Sna Nrack �
orman p
775 Fiero Lane, Suite 200 Reviewed for Code
San Luis Obispo, CA 93401 �ompliance City of OronO�
c h e e I �eries 200 Ground Mount Summary Letter pa� 7 l � � �
To Whom lt May Concem, Reviewer �
t r u c t u r a 1 we have performed calculations for the 200 series ground mount PV system
based on the information provided by SnapNrack. The report and calculations
are also included with this letter. We did the calculations in accordance with the
2012 IBC, the ASCE 7-10, and the guidelines stated in ihe Solar America Board
ngineer
for Codes and Standards.
We performed calculations for the following wind, seismic, and snow load
sozz sUnrise a��d. combinations and buildin arameters:
Fair Oaks,CA 95628 $p
(916)536-9585
{916)536-0260(fax) . ASCE 7-10 wind speeds from 100 to 170 m.ph for exposure C category
1989-2013 • ASCE 7-10 Seismic Design Category D
14 vear,sofexce!lence • ASCE 7-10 Snow Loads up to 120 psf ground snow
The calculations have also been completed in accordance with the 2006 IBC,
2009 IBC, and ASCE 7-05. To use the data contained in this packet for projects
that are being evaluated to the older ASCE 7-OS wind speeds, refer to Appendix
A for a wind speed conversion chart. Find the ASCE 7-OS (IBC 2006/2009)
Norman Scheel,S.E. wind speed in the Chart in Appendix A, identify the corresponding ASCE 7-10
LE�o�s��c (IgC 2012) wind speed value, and proceed with using the charts contained in
LEED AP Homes
Fe[low—SEAOC this packet with the adjusterl wind speed value.
Fellow-ASCE
E-mail:r�rmri�nssc.com
In our opinion, the mounting system, outlined in the SnapNrack Series 200 PV
Rob Coon Mounting System Code Compliant Installation Manual, is acceptabie and meets
General Manager the loading requirements stated above. See the report and calculations included
E-mail:robcoon(d�nssc.cuiti
with this letter for more information.
Steve Smith P.E.
I'rojecl Manager
E-mail:slc�c�miih�'nsse.cr�m If there are any further questions,please contact Norm Scheel.
Steven Cooksey
CAD Supervisor
E-mail:ste�•eCdnsse.com
��' p,~ J• Scy��
Jackie Winslow �
Uffice Manager
E-�»�'':;���'�r nts�.�°"' Norman Scheel PE, SE
LEED-AP BD+C,LEED-AP Homes PROFESSI'JNAL
Feilow SEAOC ENGiNEER
Felk�w A.S.C,e. No. 21393
.
t 1
. �
> Series 200 �(� r �k"' '
�� �
Structural Report and Calculations .
k ,
Structural Report and Calculations
Series 200
Ground Mount
For
SnapNrack
775 Fiero Lane, Suite 200
San Luis Obispo, CA 93401
Prepared By
Norman Scheel Structural Engineer
5022 Sunrise Boulevard
Fair Oaks, CA 95628
(916) 536-9585
Friday, January 31, 2014
NSSE 5022 Simrise Boule��ard Fair Oaks CA 95628(916)536-)585 Page 2
� Series 200 �(� r CkTM
�� �
Structural Report and Calculations •
Table of Contents
Section Pnge
Cover Letter � 1 �
Summaiy Report 2 to 96
Building Deperrtn�ent Suppor�t Cnlculntions
Design Notes and Specifications C 1
Sketches and Details C2
Wind Calculations ASCE 7-10 C3
� Seismic Calculations ASCE 7-10 C4
Snow Load Calculations ASCE 7-10 CS
Required Number of Rails for Four 39" X 65" PV Panels C6-7
Required Number of Rails for Four 39" X 78" PV Panels C8-9
Required Number of Rails for Three 39" X 65" PV Panels C10-11
Required Number of Rails for Three 39" X 78" PV Panels C12-13
Pipe Rail Specifications C14
Non Consti•ained Footing Calculations C 15
Grade Beam Calculations C16
Brace A Calculation for Axial Forces C17-18
Brace C Calculation for Axial Forces C 19-20
Brace D Calculation for Axial Forces C21-22
Brace E Calculation for Axial Forces C23-24
Brace F Calculation for Axial Forces C25-26
2D Frame Analysis for Example (90 mph Exp. C with 20 degree Tilt Angle) C27-29
Appendix A: ASCE-2010 to 2045 conversion sheet A1
NSSE 5022 Sunrise Boule��ard Pair Oaks CA 95628(916)536-9585 Page 3
Series 200 Sn r Ck'"
�� �
Structural Report and Calculations '
Introduction
This sumniary letter is referencing the Structural Calculation Packet for the SnapNrack
Series 200 Mounting System. We perfornied the calculations in accordance with the
International Building Code (IBC) and the ASCE 7-10. The racking system has been
designed to withstand code-prescribed forces due to the racking system's own weight, the
weight of the solar panels, the snow loads,and both the wind and seismic forces. The limits
of the structural design are as listed below.
• Wind Speed from 100 mph to 170 inph (Page C3 of calculations)
• Seismic Design Category D (Page C4 of calculations)
• Ground Snow Loads from 0 to 120 psf (Page C5 of calculations)
In our opinion, the racking system, outlined in the SnapNrack Series 200 PV Mounting
System Code Compliant I�istallation Manual, is acceptable and meets the loading
requirements stated above.
It should also be noted that the provided sununary charts assume the site has a slope less
than 15:1 or 15%. For sites with slopes greater than 15%, the listed foundation depths will
be required to be increased as per the soils engineer or, if the project does not involve a
soils engineer, SnapNrack's drawing 5200-D06.
NSSE �022 Sunrise Boule�ard Fair Oaks CA 95628(916)536-9585 Page 4
� Series 200 Sn r C�'"
�� �
Structural Report and Calculations
Aluminum Ground Rail Snans
The alunlinuin ground rails used to connect the PV panels to the racking system should be
installed per the diinensions on the following detail for all tilt angles. With these lengths
being constant the horizontal span between the footings will be different for every tilt angle.
See detail and chart on page C2 for dimensions. The standard installation of the aluminum
rail is two rails per row of PV panels. See chart located on page C 14 for conditions where
three rails per row of PV panels are required. The rails are to be connected to horizontal
pipes with SnapNrack pipe clamps on the bottom of the rail and module clamps on the top ,
in order to secure the PV panels.
RAIL CEMERED ON PIPE
RA�I CEHTERfO ON PIPE SUPPORT STRUCTURE
SUPPORT STRUCTURE �+
/�
6'fWl SPAN
8'W1il SPItN
ARRIIY T11.T I�NGLf
ARRAY T�T ANGLE
4 MODULE PANEL, TYPIUL 3 MODUIE PANEL,TYPICAL
NSS�+ �022 Sunrise Boule��ard Fair Oaks CA 95628(916)536-9585 P1ge 5
Ser1eS 200 Sn� r�C��
�
Structural Report and Calculations -
Pine Rails, Braces, and Vertical Post
The racking system is composed of either a schedule 40 or a schedule 80 pipe, both of
which are 1 '/z'" in diameter and have a minimuin yield strength of 35 ksi. See following
details foi• labels for individual pieces. The 50 ksi Flo-Coat Tube may be used as an
alternative for the typical schedule 40 and 80 pipe as listed in tl�ese calculations. See
manufacturer's specifications for this pipe.
There are two different kinds on installations: standard and braced. Each option comes
with a 4 module panel or a 3 module panel choice. Using 2 rails is standard at the more
common lower loads, but higher wind and snow loads will require 3 rails per panel. This
makes for a total of 8 possible installation configurations.
Each configuration has unique load capabilities for the wind and snow loads specific to
each project. Pages C6-C13 illustrate the minimum nunlber of rails required for every
snow and wind load combination as well as for every tilt angle. Pages 7 through 14 show
each of the 8 possible system configurations.
NSSE 5022 Sunrise Boule�ard Fair Oaks CA 95628(916)536-9585 Page 6
Norman Scheel Project Title: 200 Series Grountl Mount
S[ructural Engineer Engineer: Project ID: 12065
' 5022 Sunrise Boulevard Pro�ect Descr:
Fair Oaks,CA 95628
(916)536-9585
Vrirnetl�9 JA4�2G14.10�D6N�G
St@@� CiO�UI1111 File=G:lJob61es1120651Enercalc172065.ec6
ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31
. �.i� � - •• •" ,
DeSCription: Brace A
Code References
Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-10
Load Combinations Used : 2006 IBC &ASCE 7-05
General lnformation
Steel Section Name: HSS 1.900X0.145 Overall Column Height 8.150 ft
Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned
Steel Stress Grade A-36, Carbon Steel, Fy= 36 ksi Brace condition for deflection(buckling)along columns:
Fy:Steel Yield 36.0 ksi X-X(width)axis:
E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=8.5 ft,K=1.0
Load Combination: 2006 IBC&ASCE 7-05 Y-Y(depth)axis:
Unbraced Length for Y-Y Axis buckling=8.5 ft,K=1.0
Applled L08dS Service loads entered. Load Factors will be applied for calculations.
Column self weight included:22.171 Ibs'Dead Load Factor
AXIAL LOADS...
Axial Load at 8.150 ft, D=4.20 k
DESIGN SUMMARY
Bending&Shear Check Results
PASS Max.Axial+Bending Siress Ratio = 0.9957 :1 Maximum SERVICE Load Reactions..
Load Combination D Only Top along X-X 0.0 k
Location of max.above base 0.0 ft Bottom along X-X 0.0 k
At maximum location values are... Top along Y-Y 0.0 k
Pa:Axial 4.222 k Bottom along Y-Y 0.0 k
Pn/Omega:Allowable 4.240 k
Ma-x:Applied 0.0 k-ft Maximum SERVICE Load Deflections...
Mn-x 1 Omega:Allowable 0.7563 k-ft Along Y-Y 0.0 in at O.Oft above base
Ma- A lied 0.0 k-ft for loatl combination:
Y� PP
Mn-y I omega:Allowable 0.7563 k-ft Along X-X 0.0 in at OAft above base
for load combination:
PASS Maximum Shear Stress Ratio= 0.0 :1
Load Combination
Location of max.above base 0.0 ft
At maximum location values are...
Va:Applied 0.0 k
Vn/Omega:Allowable 0.0 k
Load Combination Results
Maximum Axial+Bendinq Stress Ratios Maximum Shear Ratios
Load Combination Stress Ratio Status Location Stress Ratio Status Location
D Only 0.996 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+L+H 0.996 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+Lr+H 0.996 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+S+H 0.996 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+0.750Lr+0.750L+H 0.996 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+0.750L+0.750S+H 0.996 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+W+H 0.996 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+0.70E+H 0.996 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+0.750Lr+0.750L+0.750W+H 0.996 PASS 0.00 h 0.000 FASS 0.00 ft
+D+0.750L+0.750S+0.750W+H 0.996 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+0.750Lr+0.750L+0.5250E+H 0.996 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+0.750L+0.750S+0.5250E+H 0.996 PASS 0.00 ft 0.000 PASS 0.00 ft
+0.60D+W+H 0.597 PASS 0.00 ft 0.000 PASS 0.00 ft
+0.60D+0.70E+H 0.597 PASS 0.00 ft 0.000 PASS 0.00 ft
Norman Scheel Project Title: 200 Series Ground Mount
Structural Engineer En9ineer: Project ID: 12b65
5022 Sunrise Boulevard Pro�ect Descr: .
Fair Oaks,CA 95628
(916)536-9585
Prinled�.5 JAN 2014,10�.OGNNi
St@@� CiO�UI'1'lll File=G:Uobfiles1120651Enercaic112065.ec6
ENERCALC,WC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31
�.�� � •- ,
Description: Brace A
Maximum Reactions-Unfactored Note: Only non-zero reactions are listed.
X-X Axis Reaction Y-Y Axis Reaction Axial Reaction
Load Combination @ Base @ Top @ Base C�Top @ Base
D Only k k 4.222 k
Maximum Deflections for Load Combinations -Unfactored Loads
Load Combination Max.X-X DeFlection Distance Max.Y-Y Deflection Distance
D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
Steel Section Properties : HSS 1.900X0.145
Depth = 1.900 in I xx = 0.29 in^4 J = 0.586 in^4
S xx = 0.31 in^3
Diameter = 1.900 in R xx = 0.626 in
Wall Thick = 0.145 in Zx = 0.421 in^3
Area = 0.749 in^2 lyy = 0.293 in^4 C = 0.617in^3
Weight = 2.720 plf S yy = 0.309 in^3
R yy = 0.626 in
Ycg = 0.000 in
<.zok
�
N
�
Load 1 X ��
s
�
x
1.90in Loads are total entered value.Arrows do not reflect absolute direction.
Norman Scheel Project Title: 200 Series Grountl Mounl
Structural Engineer En9ineer: Project ID: 12065
� 5022 Sunrise Boulevartl Pro�ect Descr:
Fair Oaks,CA 95628
(916)536-9585
Primed�.9 JAN 2014,10�.06AF✓��
Stee� CD�umn ' File=G:Uobfiles1120651Enercalc112065.ec6
ENERCALC,ING 1983-2013,Build:6.13.8.31,Ver:6.13.8.31
�.�� � •'
Description: Brace C
Code References
Calculations per AISC 360-05, IBC 2009, CBC 2010,ASCE 7-10
Load Combinations Used :2006 IBC &ASCE 7-05
General Information
Steel Section Name: HSS 1.900X0.145 Overall Column Height 11.310 ft
Analysis Method: Allowable Strength Top&Bot[om Fixity Top& Bottom Pinned
Steel Stress Gratle A-36, Carbon Steel, Fy= 36 ksi Brace condition for deflection(buckling)along columns:
Fy:Steel Yield 36.0 ksi X-X(witlth)axis:
E:Elastic Bending Modulus 29,000.0 k5i Unbraced Length for X•X Axis buckling=8.5 ft,K=1.0
Load Combination: 2006 IBC &ASCE 7-05 Y-Y(depth)axis:
Unbraced Length for Y-Y Axis buckling=8.5 ft,K=1.0
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included:30.767 Ibs'Dead Load Factor
AXIAL LOADS...
Axial Loatl at 11.310 ft,D=4.20 k
DESIGN SUMMARY
Bending &Shear Check Results
PASS Max.Axial+Bending Stress Ratio = 0.9977 :1 Maximum SERVICE Load Reactions..
Load Combination D Only Top along X-X 0.0 k
Location oi max.above base 0.0 ft Bottom along X-X 0.0 k
At maximum location values are... Top along Y-Y 0.0 k
Pa:Axial 4.231 k Bottom along Y-Y 0.0 k
Pn/Omega:Allowable 4.240 k
Ma-x:Applied 0.0 k-ft Maximum SERVICE Load Deflections...
Mn-x 1 omega:Allowable 0.7563 k-ft Along Y-Y 0.0 in at O.Oft above base
for load combination:
Ma-y:Applied 0.0 k-ft
Mn-y 1 omega:Allowable 0.7563 k-ft Along X-X 0.0 in at O.Oft above base
for load combination:
PASS Maximum Shear Stress Ratio= O.Q :1
Load Combination
Location of max.above base 0.0 ft
At maximum location values are...
Va:Applied 0.0 k
Vn I Omega:Allowable 0.0 k
Load CombinationResults
Maximum Axial+Bentlinq Stress Ratios Maximum Shear Ratios
Load Combination Stress Ratio Sta[us Location Stress Ratio Status Location
D Only 0.998 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+L+H 0.998 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+Lr+H 0.998 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+S+H 0.998 PASS 0.00 ft 0.000 PASS 0.00 f[
+D+0.750Lr+0.750L+H 0.998 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+0.750L+0.750S+H 0.998 PRSS 0.00 ft 0.000 PASS 0.00 ft
+D+W+H 0.998 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+0.70E+H 0.998 PASS 0.00 h 0.000 PASS 0.00 ft
+D+0.750Lr+0.750L+0.750W+H 0.998 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+0.750L+0.750S+0.750W+H 0.998 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+0.750Lr+0.750L+0.5250E+H 0.998 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+0.750L+0.750S+0.5250E+H 0.998 PASS 0.00 ft 0.000 PASS 0.00 ft
+0.60D+W+H 0.599 PASS 0.00 ft 0.000 PASS 0.00 ft
+0.60D+0.70E+H 0.599 PASS 0.00 ft 0.000 PASS 0.00 ft
Norman Scheel Project Title: 200 Series Grountl Mount
Structural Engineer En�ineer: Proje�t ID: 12b65
5022 Sunrise Boulevard Pro�ect Descr: •
Fair Oaks,CA 95628
(916)536-9585 ,
Vrin�cd�,5 JNN 2014.10�.06Af,�
St@@� CiO�Umn File=G`.Uobfiles1120651Enercalc112065.ec6
ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver.6.13.8.31
�.i� � •�
Description: Brace C
Maximum Reactions-Unfactored Note: Only non-zero reactions are listed.
X-X Axis Reaction Y-Y Axis Reaction Axial Reaction
Load Combination @ Base @ Top C>Base n Top @ Base
D Only k k 4.231 k
Maximum Deflections for Load Combinations -Unfactored Loads
Load Combination Max.X-X DeFlection Distance Max.Y-Y DeFlection Distance
D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
Steel Section Properties : HSS 1.900X0.145
Depth = 1.900 in I xx = 0.29 in^4 J = 0.586 in^4
S xx = 0.31 in^3
Diameler = 1.900 in R xx = 0.626 in
Wall Thick = 0.145 in Zx = 0.421 in^3
Area = 0.749 in^2 lyy = 0.293 in"4 C = 0.617in^3
Weight = 2.720 plf S yy = 0.309 in^3
R yy = 0.626 in
Ycg = 0.000 in
4 20k
�
O
c•l
Load 1 X ��
r
�
_
1.90in Loads are total entered value.Arrows do not reflect absolute direction.
Norman Scheel Project Title: 200 Series Grountl Mount
Structural Engineer En9ineer: Project ID: 12065
' S022 Sunrise Boulevard Pro�ect Descr:
Fair Oaks,CA 95628
(916)536-9585
Pnnted:9 JNN 2014,10:06ANi
.�lt@@� CiO�U111C1 File=G:Uob61es1120651Enercalc112065:ec6
ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31
�.�� � •-
Description: Brace D
Code References
Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-10
Load Combinations Used :2006 IBC &ASCE 7-05
General Information
Steel Section Name: HSS 1.900X0.145 Overall Column Height 8.060 ft
Analysis Method: Allowable Sirength Top&Bottom Fixity Top& Bottom Pinned
Steel Stress Grade A-36, Carbon Steel, Fy=36 ksi Brace condition for deflection(buckling)along columns:
Fy:Steel Yield 36.0 ksi X-X(width)axis:
E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=8.5 it,K=1.0
Load Combination: 2006 IBC &ASCE 7-05 Y-Y(depth)axis:
Unbraced Length for Y-Y Axis buckling=8.5 ft,K=1.0
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included:21.926 Ibs"Dead Load Factor
AXIAL LOADS. ..
Axial Load at 8.060 ft,D=4.20 k
DESIGN SUMMARY
Bending&Shear Check Results
PASS Max.Axial+Bending Stress Ratio = 0.9956 :1 Maximum SERVICE Load Reactions..
Load Combination D Only Top along X-X 0.0 k
Location of max.above base 0.0 ft Bottom along X-X 0.0 k
At maximum location values are... Top along Y-Y 0.0 k
Pa:Axial 4.222 k Bottom along Y-Y 0.0 k
Pn I Omega:Allowable 4.240 k
Ma-x:Applied 0.0 k-ft Maximum SERVICE Load Deflections...
Mn-x I omega:Allowable 0.7563 k-ft Along Y-Y 0.0 in at O.Oft above base
for load combination:
Ma-y:Applied 0.0 k-ft
Mn-yl omega:Allowable 0.7563 k-ft Along X-X 0.0 in at O.Oft above base
for load combination:
PASS Maximum Shear Stress Ratio= 0.0 :1
Load Combination
Location of max.above base OA ft
At maximum location values are...
Va:Applied 0.0 k
Vn/Omega:Allowable 0.0 k
Load Combination Results
Maximum Axial+Bentling Stress Ratios Maximum Shear Ratios
Load Combination Stress Ratio Status Location Stress Ratio Status Location
D Only 0.996 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+L+H 0.996 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+Lr+H 0.996 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+S+H 0.996 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+0.750Lr+0.750L+H 0.996 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+0.750L+0.750S+H 0.996 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+W+H 0.996 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+0.70E+H 0.996 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+0.750Lr+0.750L+0.750W+H 0.996 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+0.750L+0.750S+0.750W+H 0.996 PASS 0.00 ft 0.000 PAS5 0.00 ft
+D+0.750Lr+0.750L+0.5250E+H 0.996 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+0.750L+0.7505+0.5250E+H 0.996 PASS 0.00 ft 0.000 PASS 0.00 ft
+0.60D+W+H 0.597 PASS 0.00 ft 0.000 PASS 0.00 ft
+0.60D+0.70E+H 0.597 PASS 0.00 ft 0.000 PASS 0.00 ft
Norman Scheel Project Title: 200 Series Ground Mount
Structural Engineer En9ineer: Projeet ID: 12b65
5022 Sunrise Boulevartl Pro�ect Descr: •
Fair Oaks,CA 95628
(916)536-9585
N�imed 5 JA�d 101�,1G�A6AN�
Stee� C��umn File=G:Uobfiles1120651Enercalc112065.ec6
ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31
�.i� � •"
DeSCription: Brace D
�Maximum Reactions-Unfactored Note on�y non-Zero reactions are�isted.
X-X Axis Reaction Y-Y Axis Reaction Axial Reaction
Load Combination @ Base C�Top @ Base @ Top @ Base
D Only k k 4.222 k
Maximum Deflections for Load Combinations -Unfactored Loads
Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance
D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
Steel Section Properties : HSS 1.900X0.145
Depth = 1.900 in I xx = 0.29 in"4 J = 0.586 in"4
S xx = 0.31 in^3
Diameter = 1.900 in R xx = 0.626 in
Wall Thick = 0.145 in Zx = 0.421 in^3
Area = 0.749 in^2 lyy = 0.293 in^4 C = 0.617in^3
Weight = 2.720 plf S yy = 0.309 in^3
R yy = 0.626 in
Ycg = 0.000 in
..�ok
0
0
�
Load 1 x "
t
�
x
1.90in Loads are total entered value.Arrows do not reflect absolute direction.
Norman Scheel Project Title: 200 Series Ground Mount
Structural Engineer En�ineer: Project ID: 12065
� 5022 Sunrise Boulevartl Pro�ect Descr:
Fair Oaks,CA 95628
(916)536-9585
Prin�ed:9 JAN 2U14,10�.07FM
.St@@� CiO�UlYlll File=G:Uobfiles1120651Enercalc112065.ec6
ENERCALC,INC.1983-2013,Build:6.13:8:31;Ver:6J3.8.31
�.�� � •-
Description: Brace E
Code References
Calculations per AISC 360-05, IBC 2009, CBC 2010,ASCE 7-10
Load Combinations Used : 2006 IBC &ASCE 7-05
General Information
Steel Section Name: HSS 1.900X0.145 Overall Column Height 9.360 ft
Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned
Steel Stress Grade A-36, Carbon Steel, Fy=36 ksi Brace condition for deflection(buckling)along columns:
Fy:Steel Yield 36.0 ksi X-X(width)axis:
E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=8.5(t,K=1.0
Load Combination: 2006 IBC &ASCE 7-05 Y-Y(depth)axis:
Unbraced Length for Y-Y Axis buckling=8.5 ft,K=1.0
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included:25.463 Ibs'Dead Load Factor
AXIAL LOADS...
Axiai Load at 9.360 ft,D=4.20 k
DESIGN SUMMARY
Bending &Shear Check Results
PASS Max.Axial+Bending Stress Ratio = 0.9965 :1 Maximum SERVICE Load Reactions..
Load Combination D Only Top along X-X 0.0 k
Location of max.above base 0.0 ft Bottom along X-X 0.0 k
At maximum location values are... Top along Y-Y 0.0 k
Pa:Axial 4.225 k Bottom along Y-Y 0.0 k
Pn I Omega:Allowable 4.240 k
Ma-x:Applied 0.0 k-ft Maximum SERVICE Load Deflections...
Mn•x 1 Omega:Allowable 0.7563 k-ft Along Y-Y 0.0 in at O.Oft above base
for loatl combination:
Ma-y:Applied 0.0 k-ft
Mn•y 1 Omega:Allowable 0.7563 k-ft Along X-X 0.0 in at O.Oft above base
for load combination:
PASS Maximum Shear Stress Ratio= 0.0 ;1
Load Combination
Location oi max.above base 0.0 ft
At maximum location values are...
Va:Applied 0.0 k
Vn 1 Omega:Allowable 0.0 k
Load Combination Results
Maximum Axial+Bendina Stress Ratios Maximum Shear Ratios
Loatl Combination Stress Ratio Status Location Stress Ratio Status Location
D Only 0.996 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+L+H 0.996 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+Lr+H 0.996 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+S+H 0.996 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+0.750Lr+0.750L+H 0.996 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+0.750L+0.750S+H 0.996 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+W+H 0.996 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+0,70E+H 0.996 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+0.750Lr+0.750L+0.750W+H 0.996 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+0.750L+0.750S+0.750W+H 0.996 PASS 0.00 ft 0.000 PASS 0.00 h
+D+0.750Lr+0.750L+0.5250E+H 0.996 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+0.750L+0.750S+0.5250E+H 0.996 PASS 0.00 ft 0.000 PASS 0.00 ft
+0.60D+W+H 0.598 PASS 0.00 ft 0.000 PASS 0.00 ft
+0.60D+0.70E+H 0.598 PASS 0.00 ft 0.000 PASS 0.00 ft
Norman Scheel Project Title: 200 Series Ground Mount
Structural Engineer En9ineer: Project ID: 12b65
5022 Sunrise Boulevard Pro�ect Descr •
Fair Oaks,CA 95628
(916)536-9585
Piinted�.9 JAN 2014,10�.05A�J�
S#ee� CO�umn file=G:Uobfiles1120651Enercalc112065.ec6
ENERCALC,WC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31
�.i� � �.
Description: Brace E
Maximum Reactions-Unfactored Note: only non-zero reactions are listed.
X-X Axis Reaction Y-Y Axis Reaction Axial Reaction
Load Combination @ Base @ Top @ Base C�Top @ Base
D Only k k 4.225 k
Maximum Deflections for Load Combinations -Unfactored Loads
Load Combination Max.X-X Deflection Distance Max.Y-Y DeFlection Distance
D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
Steel Section Properties : HSS 1.900X0.145
Depth = 1.900 in I xx = 0.29 in"4 J = 0.586 in^4
S xx = 0.31 in^3
Diameter = 1.900 in R xx = 0.626 in
Wall Thick = 0.145 in Zx = 0.421 in^3
Area = 0.749 in^2 lyy = 0.293 in^4 C = 0.617 in"3
Weight = 2.720 plf S yy = 0.309 in"3
R yy = 0.626 in
Ycg = 0.000 in
<.zok
�
�
�
�
Load 1 X "
r
�
x
1.90in Loads are total entered value.Arrows do not reflect absolute direction.
Norm,an Scheel Project Title: 200 Se�ies Ground Mount
Structural Engineer En�ineer: Project ID: 12065
� 5022 Sunrise Boulevartl Pro�ect Descr:
Fair Oaks,CA 95628
(916)536-9585
Printed:5 JAN 2D74,10:07NM
St@@) CiO�Url'111 File-G:Uobfiles1120651Enerca1c112065.ec6
ENERCALC,INC.1983 2013,Build:6.13.8.31,Ver:6.13.8.31
�.i� � •-
Description: Brace F
Code References
Calculations per AISC 360-05, IBC 2009, CBC 2010,ASCE 7-10
Load Combinations Used : 2006 IBC &ASCE 7-05
General Information
Steel Section Name: HSS 1.900X0.145 Overall Column Height 5.060 ft
Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned
Steel Stress Grade A-36, Carbon Steel, Fy=36 ksi Brace condition for deflection(buckling)along columns:
Fy:Steel Yield 36.0 ksi X-X(width)axis:
E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=8.5 ft,K=1.0
Load Combination: 2006 IBC &ASCE 7-05 Y-Y(depth)axis:
Unbraced Length for Y-Y Axis buckling=8.5 ft,K=1.0
Applled L08ds Service loads entered. Load Factors will be applied for calculations.
Column self weight included:13.765 Ibs'Dead Load Factor
AXIAL LOADS...
Axial Load at 5.060 ft,D=4.20 k
DESIGN SUMMARY
Bending&Shear Check Results
PASS Max.Axial+Bending Stress Ratio = 0.9937 :1 Maximum SERVICE Load Reactions..
Load Combination D Only Top along X-X 0.0 k
Location ot max.above base 0.0 ft Bottom along X-X 0.0 k
At maximum location values are... Top along Y-Y 0.0 k
Pa:Axial 4214 k Bottom along Y-Y 0.0 k
Pn I Omega:Allowable 4.240 k
Ma-x:Applied 0.0 k-ft Maximum SERVICE Load Deflections...
Mn-x I Omega:Ailowable 0.7563 k-ft Along Y-Y 0.0 in at O.Oft above base
for loatl combination:
Ma-y:Applied 0.0 k-ft
Mn-y I Omega:Allowable 0.7563 k-ft Along X-X 0.0 in at O.Oft above base
for load combination:
PASS Maximum Shear Stress Ratio= 0.0 :1
Load Combination
Location of max.above base 0.0 ft
At maximum location values are...
Va:Applied 0.0 k
Vn/Omega:Allowable 0.0 k
Load Combination Results
Maximum Axial+Bendin�Stress Ratios Maximum Shear Ratios
Load Combination Stress Ratio Status Location Stress Ratio Status Location
D Only 0.994 PASS 0.00 ft 0.000 pASS 0.00 ft
+D+L+H 0.994 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+Lr+H 0.994 PA5S 0.00 ft 0.000 PASS 0.00 ft
+D+S+H 0.994 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+0.750Lr+0.750L+H 0.994 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+0.750L+0.750S+H 0.994 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+W+H 0.994 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+0.70E+H 0.994 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+0.750Lr+0.750L+0.750W+H 0.994 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+0.750L+0.750S+0.750W+H 0.994 PASS 0.00 ft 0.000 PHSS 0.00 ft
+D+0.750Lr+0.750L+0.5250E+H 0.994 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+0.750L+0.750S+0.5250E+H 0.994 PASS 0.00 ft 0.000 PASS 0.00 ft
+0.60D+W+H 0.596 PASS 0.00 ft 0.000 PASS 0.00 ft
+0.60D+O.lOE+H 0.596 PASS 0.00 ft 0.000 PASS 0.00 ft
Norman Scheel Project Title: 200 Series Ground Mount
Structural Engineer En9ineer: Project ID: 12b65
5022 Sunrise Boulevard Pro�ect Descr: �
Fair Oaks,CA 95628
(916)536-9585
Prinied°)NN2Gl4.1G:0iFIJ�
Stee� CO�umn File=G:Uobfile5112065\Enercalc112065.ec6
ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver.6.13.8.31
�.�� � �.
Description: Brace F
Maximum Reactions-Unfactored Note: Only non-zero reactions are listed.
X-X Axis Reaction Y-Y Axis Reaction Axial Reaction
Load Combination @ Base �u Top Cil Base @ Top c�Base
D Only k k 4.214 k
Maximum Deflections for Load Combinations -Unfactored Loads
Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance
D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
Stee)Section Properties : HSS 1.900X0.145
Depth = 1.900 in I xx = 0.29 in^4 J = 0.586 in"4
S xx = 0.31 in^3
Diameter = 1.900 in R xx = 0.626 in
Wall Thick = 0.145 in Zx = 0.421 in^3
Area = OJ49 in^2 I yy = 0.293 in^4 C = 0.617 in^3
Weight = 2.720 plf S yy = 0.309 in^3
R yy = 0.626 in
Ycg = 0.000 in
a.�o�
0
0
�
X n
L
�
_
1.90in Loads are total entered value.Arrows do not reflect absolute direction.
Norman Scheel Project Title: 200 Series Grountl Mount
Structural Engineer Engineer: Project ID: 12065
' 5022 Sunrise Boulevard Pro�eci Descr:
Fair Oaks,CA 95628
(916)536-9585
Nrimed:91AN 2014,10:05ANi
2-D Frame Anal SIS File=G:Uobfiles1120651Enercalc112065:ec6
y ENERCALC,INC.1983-2013,Butld:6.13:8.31,Ver:6:73.8.31
�.i� � �-
Description: Frame
3
C/Pipe1- td
Y: W(1.9�
X: W(1.1) D/Pipe1-1/2 Std
B/Pipe1 1/2 Std A/ -1/2 Std
1 4
Joints...
Joint Joint Coordinates Joint
Label X Y X Restraint Y Restraint Z Restraint Temp
ft ft de F
1 0.0 0.0 Fixed Fixetl 0
2 0.0 3.060 0
3 7.310 5.850 0
4 7.310 0.0 Fixed Fixed 0
Members...
Member Endpoint Joints Member I I End Releases J End Releases
Label Property Label I Joint J Joint Len�gth x y Z x y z
A Pipe1-112 Std 2 4 7.925 Fixed Fixetl Fixed Fixed Fixed Fixed
B Pipe1-112 Std 1 2 3.060 Fixed Fixed Fixed Fixed Fixed Fixed
C Pipe1-1/2 Std 2 3 7.824 Fixed Fixed Fixed . Fixed Fixed fixed
D Pipe1-112 Std 3 4 5,850 Fixed Fixed Fixed Fixed Fixed Fixed
Member Stress Check Data...
Member Unbraced Lengths Slenderness Factors AISC Bending&Stability Factors
Label Lu :z ft Lu:y K:z K:y Cm Cb
A 7.925 7.925 1.00 1.00 1.000 1.000
B 3.060 3.060 1.00 1.00 1.000 1.000
C 7.824 7.824 1.00 1.00 1.000 1.000
D 5.850 5.850 1.00 1.00 1.000 1.000
Materials...
Member Youngs Density Thermal Yield
Label ksi kcf in/degr ksi
Default 1.00 0.000 0.000000 1.00
Steel 29,000.00 0.490 0.000650 50.00
Tube 29,000.00 0.490 0.000650 42.00
Norman Scheel Project Title: 200 Series Ground Mount
Structural Engineer En9ineer: Project ID: 12065
5022 Sunrise Boulevartl Pro�ect Descr: •
Fair Oaks,CA 95628
(916)536-9585
N��m�d s��.n�2oi�,io�r,snrd�
2-D Frame Anal SIS File=G:Uobfiles1120651Enercalc112065.ec6
Y ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31
�.�� , �.
Description: Frame
Member Sections...
Prop Label Group Tag Material Area Depth Width Ixx lyy
Default Group Tube 1.0 in^2 0.0 in 0.0 in 1.0 in"4 1.0 in^4
Pipe1-112 Std Group Tube 0.750 in^2 1.90 in 1.90 in 0.2930 in^4 0.2930 in^4
Joint Loads....
Load Load Magnitude
Joint Label Direction Dead Roof Live Live Snow Seismic Wind Earth
2 Global X 1.10 k
2 � Global Y � 1.90 k
Load Combinations...
Load Combination Group Self Weight Factors Load Combination Factors
Description Multiplier X Y Dead Roof Live Live Snow Seismic Wind Earth
+ + + - .
+D+W+H 1.0 -1.0 1.0 1.0 1.0
+D+0.750L+0.750S+0.750W+H 1.0 -1.0 1.0 0.750 0.750 0.750 1.0
+0.60D+W+H 1.0 -1.0 0.60 1.0 1.0
oint Displacements& Reactions by Load Combination :
Joint Displacements Joint Reactions
Joint Label LoadCombination X Y Z X Y Z
in in Radians k k k-ft
1 +D+S+H 0.0 0.0 0.000127 0.004783 0.02791
2 +D+S+H -.000010 -.0000410 -0.000253
3 +D+S+H -.0000230 -.0000530 0.000175
4 +D+S+H 0.0 0.0 0.000179 -0.004783 0.03503
1 +D+W+H 0.0 0.0 -.000040 0.003241 1.467
2 +D+W+H 0.004614 -0.002471 -0.000297
3 +D+W+H 0.003672 -.0000550 0.000166
q +D+W+H 0.0 0.0 0.000149 -1.103 0.4955
1 +D+0.750L+0.750S+0.750W+H 0.0 0.0 .0000020 0.003627 1.108
2 +D+0.750L+0.750S+0.750W+H 0.003458 -0.001863 -0.000286
3 +D+0.750L+0.7505+0.750W+H 0.002748 -.0000540 0.000169
4 +D+0.750L+0.750S+0.750W+H 0.0 0.0 0.000157 -0.8286 0.3804
1 +0.60D+W+H 0.0 0.0 -.000040 0.003241 1.467
2 +0.60D+W+H 0.004614 -0.002471 -0.000297
3 +0.60D+W+H 0.003672 -.0000550 0.000166
4 +0.60D+W+H 0.0 0.0 0.000149 -1.103 0.4955
Extreme Member End Forces Only Load Comhinations giving maximum values are listed
Member"I"End Forces Member"J"End Forces
Member Label Axial Shear Moment Axial Shear Moment
k k k-ft k k k-ft
A 1.188 0.008910 0.007445 -0.005292 0.01022 -0.01076
Pfax +D�W+H ;C+S+H -D+SaN �D+S+H +D+In�,N ;D+S+N,
A -0.002517 0.008435 0.005459 -1.196 0.009746 -0.01254
Nin +D+S+H :D+V✓+H +D+W+H +D+VV+N +D+S�H +D+W+H
B 1.467 -0.003241 0.0 -0.02010 0.004783 -0.009918
Max +D+W�H +D+l�/�H +D+W+H fD+S�H �DrS+H 1�D+W+H
B 0.02791 -0.004783 0.0 -1.460 0.003241 -0.01464
f✓1in +D+S+H +DtS+N +D+S+H iD+VV+H �D�IN�H +U+S+H
C 0.00780 0.008882 0.007191 -0.000192 0.01040 -0.01068
Max �D�V✓+N �DfS+H +D+S�H +D+S+H =DiW+N, +D�S+H
C 0.007312 0.008252 0.004459 -0.000680 0.009774 -0.01288
Min iDiS+H ;Dil�4H �D+WiH iD+W+N �D�iS�H +D�W�H
D 0.009478 0.004345 0.01288 -0.02399 -0.003665 0.01254
Max +D+W,H �D+VU+H -D+W+H ;D+S�H +DaS+N +D+W�H
D 0.009063 0.003665 0.01068 -0.02441 -0.004345 0.01076
Mir, -�D+��H aG�S�H +Di$t11 �D+i�rl>I' ,D�l�t/+H :DrSiH
Norman Scheel Project Title: 200 Series Grountl Mount
Structural Engineer En�ineer: Project ID: 12065
' 5022 Sunrise Boulevard Pro�ect Descr:
fair Oaks,CA 95628
(916)536-9585
Fr�oiEd�s�r�tiao��a,io:osHna
2-D Frame Anal SIS File=G:Uobfiles11P065\Enercalc112065:ec6
Y ENERCALC,WC.79$3-2013,Build:6.73:8.31,Ver:6.13.8.31
i.�� � •-
Description: Frame
Extreme Member Forces Qnly Load Combinations aiving rr�aximum values are listed
Mmbr Label Axial Dist from"I"Joint Moment Dist from"I"Joint Shear Dist from"I"Joint
A 0.002517 k 0.0 ft 0.01254 k-ft 7.925 ft 0.008910 k 0.0 ft
Max �C,S�H +D+W�H �D,�,H
I -1.196k 7.925 ft I -0.009651 k-ft 3.558ft I -0.01022 k 7.925 ft
Min +D+Ud+H 7 D+W�H �D+W,H
B I -0.02010k 3.060 ft I 0.01464 k-ft 3.060 ft I -0.003241 k 0.0 ft
Max ;D+S+H ,D+S+H +D+VV+H
I -1.467 k 0.0 ft I 0.0 k-ft 0.0 ft I -0.004783 k 0.0 ft
Min a D�V��+H i D+S+H �D+S+H
C Max I -0.000192 k ;pi`J H 7.824 ft I 0.01288 k-ft {G{w+H 7.824 h I 0.008882 k ;D S+h' 0.0 ft
I -0.00780k 0.0 ft I -0.009816 k-ft 3.513 ft I -0.01040 k 7.824 ft
MI17 +U+Vt�-H a D+W+H ,D+l/�!,H
D I -0.009063 k 0.0 ft ( 0.01288 k-ft 0.0 ft I 0.004345 k 0.0 ft
Max ;D+S�H i D�l��+H �D�VV+H
Min I -0.02441 k � l�J H 5.850 ft I -0.01254 k-ft i Di��j H 5.850 ft I 0.003665 k �+`;N 0.0 ft
Member Stress Checks...
Member Section Materiai Max.Axial+Bending Stress Ratios Max.Shear Stress Ratios
Label Label Loatl Combination Ratio Status Dist (ft) Load Combination Ratio Status Dist (ft)
A Group Steel +D+W+H p.ZqS PASS 6.47 +D+W+H 0.002 PASS 7.92
B Group Steel +D+W+H 0.096 PASS 0.00 +D+S+H 0,001 PASS 0.00
C Group Steel +D+W+H 0.015 PASS 7.g2 +D+W+H 0.002 PASS 7.82
D Group Steel +D+W+H 0.016 PASS 5,g5 +D+W+H 0.001 PASS 0.00
Series 200 �n� ,t r���..
, , � �
Configuration Tables for Ground Mount System 41 to 50 psf Snow Loads(4 Module Panels) '" ,
100 mph Wind Load 41-50 psf Snow
Standard Installation Braced Installation Numbe�of Raiis Required Per Panel
Tilt Angle B Max(PS) 12"Dia Pier Required Braces Max(PS) 12"Dia Pier Required Braces Module Sfze
Sch 40 Sch 80 Short Tall A C D Sch 40 Sch 80 Short Tall A E F 40"x 66" 40"x 78"
B=0 66 75 30 30 No Every 3rd Bay No 180 180 44 44 Yes Yes Yes 2 2
0 >9<7.5 64 73 30 30 Yes Every 3rd Bay No 180 180 44 44 Yes Yes Yes 2 2
7.5>8<15 65 74 30 31 Yes Every 3rd Bay No 180 180 44 44 Yes Yes Yes 2 2
15>9<22.5 69 78 30 37 Yes Every 3rd Bay Every 3rd Bay 180 180 35 52 Yes Yes Yes 2 2
22.5>B<30 73 83 30 41 Yes Every 3rd Bay Every 3rd Bay 180 180 35 56 Yes Yes Yes 2 2
30>9<37.5 79 90 30 45 Ves Every 3rd Bay Every 3rd Bay 179 180 30 59 Yes Yes Yes 2 2
37.5>B<45 86 98 30 48 Yes Every 3rd Bay Every 3rd Bay 168 180 30 62 Yes Yes Yes 2 2
110 mph Wind Load 41-50 psf Snow
Standard Installation Braced Installation Number of Rails Required Per Panel
Tilt Angle B Max(PS) 12"Dia Pier Required Braces Max(PS) 12"Dia Pier Required Braces Module Size
Sch 40 Sch 80 Short Tall A C D Sch 40 Sch 80 Short Tall A E F 40"x 66" 40"z 78"
0=0 65 75 30 30 No Every 3rd Bay No 180 180 48 48 Yes Yes Yes 2 3
0 >B<7.5 63 72 30 30 Yes Every 3rd Bay No 180 180 48 48 Yes Yes Yes 2 3
7.5>9<15 64 74 30 33 Yes Every 3rd Bay No 180 180 48 48 Yes Yes Yes 2 3
15>B<22.5 68 77 30 40 Yes Every 3rd Bay Every 3rd Bay 1S0 180 38 57 Yes Ye5 Yes 2 2
22.5>B<30 71 81 30 44 Yes Every 3rd Bay Every 3rd Bay 174 180 38 61 Yes Yes Yes 2 2
30>9<37.5 77 88 30 48 Yes Every 3rd Bay Every 3rd Bay 163 180 30 63 Yes Yes Yes 2 2
37.5>9<45 83 95 30 51 Yes Every 3rd Bay Every 3rd Bay 153 175 30 66 Yes Yes Yes 2 2
120 mph Wind Load 41-50 psf Snow
Standard Installation Breced Installation Number of Rails Required Per Panel
Tilt Angle 0 Max(P5) 12"Dia Pier Required Breces Max(PS) 12"Dia Pier Required Braces Module Size
Sch 40 Sch 80 Short Tall A C D Sch 40 Sch 80 Short Tall A E F 40"x 66" 40"x 78"
B=0 65 74 30 30 No Every 3rd Bay No 180 180 52 52 Yes Yes Yes 2 3
0 >0<7.5 62 71 30 30 Yes Every 3rd Bay No 180 180 52 52 Yes Yes Yes 2 3
7.5>9<15 64 73 30 35 Yes Every 3rd Bay No 180 180 41 52 Yes Yes Yes 2 3
15>B<22.5 67 76 30 42 Yes Every 3rd Bay Every 3rd Bay 180 180 41 62 Yes Yes Yes 2 3 '
22.5>B<30 70 79 30 47 Yes Every 3rd Bay Every 3rd Bay 159 180 30 64 Yes Yes Yes 2 2
30>B<37.5 75 86 30 51 Yes Every 3rd Bay Every 3rd Bay 149 170 30 66 Yes Yes Yes 2 2
37.5>B<45 81 93 30 54 Yes Every 3rd Bay Every 3rd Bay 140 160 30 69 Yes Yes Yes 2 2
NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page 34 of 96
Series 200 �n� r C�„,
. _ _ 1� �
Footing Calculallons for Cast Inplace P�ers - . -
NON-CONSTRAINED FOOTING CALCULATION rvotes:
/ 1) Footing design assumes 1500 psf soil bearing pressures,150 pcf lateral bearing
d= ZI 1+ 1+ A•36 h 1 pressure and a skin friction value of 250 psf.
� J R�
2.34 p
A=
Si b
St = 150 I 3 I I Z i � � RH �
\ / \ / h
P= R i� (Ibs) �— .- �� — —T
•.::.1 l','-.,.
n= o.s cFn - �.;.,:`a r,. ':, -
.,:�� �,;,..
d=� FOOTING DEPTH(FT) d -.��:::�1 I';%:":: :
i,`1 6'':::-; .
b= i.o(Fr) '
:`�..U:v.;;.
b= 1FT
�. ii ii
SKIN FRICTION n
�9 y
SURFACE AREA
Sn= 2nrd /
ARROW SF= zn� f 1500�1
\ 6 1
Footing Catculations
Footing Calculations
d Sl b h A P D SF
3 466 1.0 �33 3.16 629 3 2735
4 594 1.0 0.33 4.16 1064 4 3529
5 732 1.0 0.33 5.15 1612 5 4313
6 865 1.0 0.33 6.15 2274 6 5098
7 998 1.0 0.33 7.15 3051 7 5885
8 1132 1.0 0.33 8.15 3941 8 6670
NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C15 of C29
Series 200 �n� . �`^ r���TM
1"
Footing Option for Grade Beam Foundation ,�
Y 1J2"57EEL Pt�E S"5QUARE VEOISTAI 1 1/2'S7EEL PIPE 9"SQUARE PEOfSTAL
� 3'CLR� � 3'CLR�
3"MIN. 3"MIN.
12"MIN, • � � • 12"M1N. • I I
EMBEDh4ENT EMBEDMENT
.�• DEVTH CER TABIE � DEPRi PER TABLE
�
�
�"dla,7HRU-BO�T _ �"dla.THRU-BOLT
lZ. 3"CLR. 3'CLR,
WiDE I�)*4 BARS TOP& 18"WIDE (2)r4 BARS TOP 6
90T70M(4 TOtAL) BOTTOM(4 TOTALj
12"Wide Grade Beam 18"Wide Grade Beam
Conversion Chart for Pier to Grade Beam Footings
12 dia.Pier 12"wide Grade Beams 18"wide Grede Beams 24"wide Grade Beams
1 1/2"STEEI P1PE �8'SQUARE PEDISTAL Depth Depth(in) Depth(in) Depth(in)
3 ft 12 12 12
3���� 4 ft 17 15 13
3'MiN.
I I 5 ft 20 18 17
12"MIN. � � � 6 ft Z4 zz z0
EMBEDMENT � DEPTM PER TABLE
.
7 ft 29 26 23
ib"dia,THRU-Bpl
3"CLR,
2a^Wtoe �2�r4 BARS TOPl�
BOTTOM(4 TOTAL)
24"Wide Grade Beam
Notes:
1) Footing design assumes 1500 psf soil bearing pressures,150 pcf lateral bearing
pressure and a skin friction value of 250 psf.
NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C16 of C29
Series 200 �n� � r���TM
� -
Structural Calculations for Ground Mount Solar Rack
Notes:
1) Design guidelines for these calculations are listed below.
Wind Loads 100 to 170 mph Exposure C Risk Category I
Seismic Seismic Design Category D
Snow Loads 0 to 120 psf Ground Snow
2) Design calculations assume rail span and overhangs are constant as shown on following sketch.
3) Rail design values are as follows
A = 0.68 inz
S = 0.40 in3
I = 0.63 in°
Fb = 15.20 ksi
4) Schedule 40 and Schedule 80 pipe design values are as follows
Sch 40 Pipe Sch 80 Pipe
A = 0.75 inZ A = 1.00 inZ
S = 0.31 in3 S = 039 in3
I = 0.29 in° I = 0.37 in°
Max M = 8832 in-Ib Max M = 11496 in-Ib
5} Load Combinations for calculations are as follows
D+ S
D+W
D+0.75 5+0.75 W
0.6D+W
NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page Cl of C29
Series 200 �n� ` ,y_� r�C�
_ � ._
Sketches and Details - _
NOTE:
TORQUE�"SS SILVER RAII CENTEREd ON PIPE
HEX BOLTS TO 10-16 Ra1lL CEhtTERED ON PIPE SUPPORT STFlUCTL1RE
�r-�es
TORQUE�g^ss su�cK SUPPQRT STRUCTURE
HEX BOLTS TO 7-9
FT-l85 ��e
MODUL ASSEMBLIES O RAtI SPAN 6��L SP/�I�
MODULE END CIAMV
ASSEMBLIES �
%
�-� // ARRAY TIl7 AkC,IE
�� , �
Aaa,�Y rnT ar��
�
Panel Attachment to Rails
4 M4DULE PANEL, TYpIGAL 3 MODULE PANEL, TYPICAL
Frame Design Sketch and Dimension Paremeters
NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C2 of C29
Series 200 �n� r�C�,�
�
Wind Calculation ASCE 7-10 Chapter 27 :
Velocity Pressure 27.3.2 ASCE 7-10
k� = 0.85 Velocity Pressure Exposure Coefficients(Table 26.8-1) Notes:
qh=0.00256 kZ kZt kd VZ KZt = 1.00 Topographic Factor(Fig.26.8-1) 1) Wind designed for exposure C
Kd = 0.85 Wind Directionality Factor(Table 26.6-1) 2)The calculations in this report use the
V = 100-170 Basic Wind Speed(mph) ASD values
Velocity Pressure(psf)
V
9n
100 105 110 115 120 125 13Q 135 140 145 150 155 160 170
Strength 18.50 20.39 22.38 24.46 26.63 28.90 31.26 33.71 36.25 38.89 41.62 44.44 47.35 53.45
/+SD(0.6•St.) 11.1a 12.24 13.43 14.68 15.98 17.34 18.75 20.23 21.75 23.33 24.47 26.66 28.41 32.07
Main Force Resisting System 27.4.3 ASCE 7-10 Monoslope Structure
qh = See Table Velocity Pressure(psf)
P=qh G CN � = o.as Gust Effect Factor
C„ = See Table Net Pressure Coefficient
CN �.�
Tilt Angle Load Case Wind Direction 0' Wind Direction 180'
�NW CNL �NW CNL
0o a i.z o.s i.z o.3
e -i.i -o.s -i.i -o.i GN
A -0.6 -1.� 0.9 1.5
7.5°
e -1.4 0.0 1.6 0.3
A -0.9 -1.3 1.3 1.6 1�����
15°
B -1.9 0.0 1.8 0.6
A -1.5 -1.6 1.7 1.8
22.5°
B -2.4 -0.3 21 0.7
A -1.8 -1.8 2.1 2.1
30'
B -2.5 -0.5 2.6 1.0
A -1.8 -1.8 2.1 2.2
37.5°
B -2.4 -0.6 2.7 1.1
�5, A -1.6 -1.8 2.2 2.5
B -2.3 -0.7 2.6 1.4 Wi�d loadtng Dfagram
NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C3 of C29
Series 200 �n� . ' r�C�TM
�
:� � _ -
Seismic Design ASCE 7-10 Chapter 11 and 12 - "` ' �
Seismic Design Section Chapter 11 and 12 ASCE 7-10
Site Classification = D Defauit"D" Notes:
SMS = Fa SS (11.4-1) Seismic Use Group = II Table 11.5-1 I) Seismic Design based on Seismic Design Category D
SMl = F„51 (11.4-2) R = 3.25 Input from Table 13.6-1 ASCE 7-10
I = 1.00 Input from Table 11.5-1 ASCE 7-10
Sps = 2�3 SMS (11.4-3) SS = 2.50 Input from USGS Program
Sl = 1.00 Input from USGS Program
Sol = Z�3 SMl (11.4-4) F, = 1.00 Site Coefficient Table 11.4-1
F� = 1.50 Site Coefficient Table 11.4-2 V = 1.44 psf (ASD)
Sos Sms = 2.50 ASCE 7-10 Section 11.4.3
CS = R Sml = 1.50 ASCE 7-10 Section 11.4.3
( I � Sd� = 1.67 ASCE 7-10 Section 11.43
s,l = i.00 ASCE 7-10 Sedion 11.43 Wind Loads Govern Design
C� = 0.5128 W = 4.00 psf
Cs = 2.8794 Max
Cz = 0.1538 Min
V = C,W
DEAD LOAD
EISMtC
Seismic Loading Diagram
NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C4 of C29
Series 200 �n TM
� rc�ck
f� . .
Snow Load Calculations ASCE 7-10 Chapter 7 -
Snow Loads Section 7.2 to 7.4 ASCE 7-SO
Notes:
Pf=0.7 Ce C�I Pg Section 7.3 Eq.(7-1) Tilt Angle Slope 1) Snow loads based on unobstruded slippery surface fador Cs for
Factor Ct=1.1.
Tilt �
Angle ` '
Ps=�s Pr Section 7.4 Eq.(7.2)
0 1.00
7.5 1.00
15 0.92
Tilt Angle = 0 70 45" Tilt Angle of PV Array 22.5 0.79
CQ = 1.00 Exposure Fador 30 0.67
C� = 1.10 Thermal Factor 37.5 0.54
I = 0.80 Importance Factor 45 0.42
Cs = See TobJe Slope Factor
Pg Ground Snow Load
0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 50.0 90.0 100.0 11a.0 120.0 130.0 140.0 150.0
Pf Flat Roof Snow Load 0 Tilt Angle
0.0 6.2 12.3 18.5 24.6 30.8 37.0 43.1 49.3 55.4 61.6 67.8 73.9 80.1 86.2 92.4
Ps Sloped Roof Snow Load 7.5 Degree Tilt ��oP�
0.0 6.2 123 15.5 24.6 30.8 37.0 43.1 49.3 55.4 61.6 67.8 73.9 80.1 86.2 92.4 SN�
Ps Sloped Roof Snow Load 15 Degree Tilt
0.0 5.6 11.3 16.9 22.6 28.2 33.9 39.5 45.2 50.8 56.5 62.1 67.7 73.4 79.0 84.7
Ps Sloped Roof Snow Load 22.5 Degree Tilt
0.0 4.9 9.7 14.6 19.5 24.4 29.2 34.1 39.0 43.9 48.7 53.6 58.5 63.4 68.2 73.1
Ps Sloped Roof Snow Load 30 Degree Tilt
0.0 4.1 8.2 12.3 16.4 20.5 24.6 28.7 32.8 36.9 41.0 45.1 49.2 533 57.4 61.5
Ps Sloped Roof Snow Load 37.5 Degree Tilt
0.0 33 6.7 10.0 13.3 16.7 20.0 23.3 26.6 30.0 333 36.6 40.0 43.3 46.6 50.0
Ps Sloped Roof Snow Load 45 Degree Tilt Snow Loading Diargam
0.0 2.6 5.1 7.7 10.2 12.8 15.4 17.9 20.5 23.0 25.6 28.2 30.7 33.3 35.8 38.4
NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page CS of C29
� �
SOUTH ELEVATION �►�/�LL
� ENERGY
�n«u
y43. COMPANY INFORMATION
ALL ENERGY SOLAR,INC
1642 CARROLL AVE
ST PAUL,MN 55104
(800)620-3370
� � � � � INFO�ALLENERGYSOLAR.COM
CLIENT INFORMATION
LARRY BARAN
M 480 STUBBS BAY RD
LONG LAKE,MN 55356
PO 14778
a SYSTEM DETAILS
NOTES:
� 1.ELEVATIONS MAY
VARY DEPENDING ON
GROUND ELEVATION
BUT ARE DRAWN TO
THE BEST OF OUR
ABILITY
ST 143" 143" 143" 58"
— — —— — — — — — —— —— —— — — — — — —— — — —— — — — —— — — —— — —— —— — — — — — — — — — — — — — —
WEST ELEVATION
REVISIONS
wsT:os�vn oe
osrov2on
35 DEG
AZIMUTH
M
�
PROJECT-PAGE TIT�E
ELEVATION
DRAWINGS
PAGE NUMBER
� A5
REVISION:
BRACING OPTION FOR HIGH LOAD OR =
LONGER SPAN APPLICATIONS -
SEE ENGINEERNG TABLES FOR PIER DEPTHS AND SPAN
LIMITATIONS.
GROUND RAIL
COMPATIBLE WITH ALL PIER OPTIONS INCLUDING
STANDARD PIERS AND GRADE BEAMS
UNLESS OTHERWISE SPECIFIED IN ENGINEERING ��
DOCS,THE FOLLOWING VALUES APPLY:
MAX RL: 162"
RS: 96" s^Mnx
MAX RO: 32" BRACE F
BRACE A
DETAIL A BRACE E
MAX RAIL OVERHANG(RO)
�—�.
MAX RAIL LENGTH(RL) A \
i
8'RAIL SPAN(RS) SNAPNRAQC GROUND�
RAIL WIT}i MAX RAIL
LENGII-I(RL),MAX
RAIL SPAN(RS)AND
MAX RAIL OVERHANG
OR CANTILEVER(RO)
ARRAY TILT ANGLE
6"MAX �CE A: SEE TABLE
FOR CONDITIONS
WHEN THIS BRACE IS
REQUIRED.BRACE A
��� 6„� SHOULD ALWAYS BE BRACE E CONNECTS DIAGONAL BRACING ON BOTH
THE CLOSEST BRACE FRONT HORIZONTAL HORIZONTAL PIPES REPLACE
ABOVE TO CONCREfE PIERS
GRADE PIPE TO FRONT PIERS BRACE C(ALL BAYS)AND
PIERS(VARIOUS SUPPORT HORIZOPlTAL PIPE
OPTIONS) BRACE F CONNECTS REAR AT}AND�OF PIPE SPAN(PS)
MAX BRACED PIPE (p5)/3 �ps��g HORIZONTAL PIPE TO REAR PIERS.
f—VARIES BYTILT—� OVERHANG(PS/3)
MAX BRACED PIPE SPAN(PS)
����n n���n MAINSTREAM ENERG�CORP� DESIGNER: G.McPheeters SCALE: DNS PART NUMBER: DESCRIPTION: REV�
U ll I 1]^ µ<��u^�'°'a DRAFTER: D.Ryan S200 D03 SERIES 200 BRACED OPTION
PM��MPOQ�QOQ) �..�,a� •��.m..• APPROVED BY: DATE: 120113
REVISION:
NOTE: _
FLANGE MOUNTS ARE A VIABLE OPTION FOR INSTALLATION —
OF GROUND MOUNT Sl^STEMS ON CONCRETE PADS OR —
VARIOUS TYPES OF ROOF TOP STRUCTURES, BUT ARE NOT _
SPKIFIED IN DETAIL IN THE STANDARD ENGINEERING —
REVIEW FOR 2013.
1.5"SCH 40 STEEL
PIPE VERTICAL POSTS
ATTACH SPEED RAIL
OR EQUNALENT
OPTIONAL: FLANGES TO BOTTOM
FORM TOP OF PIER 4" OF VERTICAL SUPPORT
POSTS OR WELD 0.25"
TYPICAL ABOVE GRADE „ PLATE TO BOTTOM OF
W1TH 8"SONATUBE 4 TYP. HEIGHT VERTICAL POSTS TO
OP'TfONAL: ABOVE GRADE CREA�FLANGE SURFACE
FORM TOP OF PIER 4" —I I1=
TYPICAL ABOVE GRADE I—I I1-1'
WI?}i 8"SONATUBE 5 FEEf _T II��Illi Il�llr EXISTING STRUCTURAL
TO"CLEAR" - - - - SLOPED GRADE TYP. ROOF SURFACE OR
�I I�� CONCRETE PAD
I I I1=1I�I I� I1=1I1=1I I 1=1 I1=i"- —I I F--I I I I r
_�i I I_I I�I I I,�I I I I I—I I—I I I—i,l I I�i�- =I I I—I 1=1 I I�-
�I �I I(�i —I �Tf,=_iT I 1��=1�
4"TYP. HEIGHT
��_��� ��_������ CONCREfE PIERS SHEATHINGTYP.
ABOVE GRADE �' CONCREfE: 2,500
PSI MIN.
CONCREfE PIERS RqFfER
PIER DEP'TH CONCREfE: 2,500
PSI MIN. SKURE FLANGES
PIER DEPTH TO SURFACE USING
APPROPRIATE HARDWARE
TO RESIST PULL OUT
FLANGE MOUNT FORCES OF 800 LBS
DETAIL �ICAL
PIER DIAMEfER PIER DIAMEfER�--
��
STANDARD 12 TYP. 12"TYP. �ANDARD
PIER DETAIL PIER DETAIL
ON SLOPED
GRADE
����n n���n MAINSTREAM9ENERG�CORP� DESIGNER: G.McPheeters SCALE: DNS PART NUMBER: DESCRIPTION: REV�
I�\I I I I/1�
U V Ul] a"°°"':""°'.""�'°„'°"°� DRAFTER: D.Ryan $2�0�O6
oATE: SERIES 200 PIER DETAILS
����� ^�^°�^ ^�•^mF.��, APPROVED BY: 1Z�113
,
REVISION:
TYPICAL ARRAY Np7E; MODULE MOUNTING HARDWARE MODULES TYP =
OF 4 MODULES TORQUE 5/e"SS SNAPNRACK UNNERSAL END CIAMP MAX DIMENSIONS: _
(FOR END OF ROW) 78"X 40"X 2"THICK
SILVER HIX BOLTS �qMpS MODULE WITH�"STAINLESS �WEIGHT: 65 LBS —
TO 10-16 FT-LBS
TORQUE She"SS �DWARE USING WEDGE CLAMP MODULE MOUNTING HARDWARE MID CLAMP(FOR MIDDLE
BLAQC HIX BOLTS FOR MODULES WITHOUT AN UNDERSIDE OF ROW).CLAMPS MODULE WITH�"STAINLESS
TO 7-9 Ff-LBS LIP USE SNAPNRACK TOP MOUNT END HARDWARE INTO CHANNEL NUT IN RAIL
CL.AMPS
� i �
RAIL SHOWN SNAPNRACK PIPE CLAMP 1/z'
BEFORE MODULES SECURE PIPE CLAMPS WITH S�c"X 1�"SS HEX
ARE INSTALLED BOLTS WI1H SS SPLTf SLOCK WASHERS
SNAPNRACK GROUND RAILS
SECURE ROWS OF MODULES HORIZONTAL PIPE SUPPORTS RAILS
TO TOPS OF HORIZONTAL llfi"xH q0(MIN)STEEL PIPE
MOUNTING PIPES
ISO VIEW OF RACKING ASSEMBLY MODULE AND RAIL ATTACHMENT DEfAILS
ni0�:
TORQUE 5/,6"SS SILVER HEX
� BOLTS TO 10-16 FT-LBS
TORQUE 5/16°SS BLACK HIX
BOLTS TO 7-9 FT-LBS MODULE MID CLAMP SPEED RAIL OR
ASSEMBLY EQUIVALENT T��ADED PIPE
PIPE TEES ����
SNAPNRAQC
GROUND RAIL
SNAPNRACK UNIVERSAL
END CLAMP(SHOWN) SNAPNRACK 1 1/z"SCHED 40 MIN e o t
OR SNAPNRAQC TOP QiANNEL NUTS MODULE END � � 1 h"SCHED 40(MIN)
MOUNT END CLAMP STEEL PIPE FOR STEEL PIPE FOR
CLAMP HORIZONTAL MEMBERS BRAQNG MEMBERS
ASSEMBLY
1 l�Z"SCHEDULE 40 SPEED RAIL OR
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PIPE TO RAIL CONNECTION IXPLODED PIPE TO RAIL CONNECTION PIPE FITIING DEfAILS
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DESIGNED FOR 1000V DC APPLICATIONS
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NELIENE INC. IS A PREMIER SOLAR MODULE H-BLACK INTERGRATION AVAILABLE(ALL-BLACK MODULE)
MANUFACTURER,SERVICING THf GROWING
SOLAR ENERGY MARKETS OF NORTH A�IERICA.
CUMBINING PROVEN EUROPEAN TECHNOLOGY ��NEAR PERFORYANCE BUARANTEE
WITH NORTH AMERICAN INGENllITY ALiOWS
HELIENE TO MAKE A REAL GOMMITMENT IN � � �� � �� �
PROVIDING SMARTER ENERGY CHOICES FOR
THE FUTURE. i00% �
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reiiE�;e i�ic. � 85% f wARqAHly
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ELECiRlCA� DATA (ST�}
I I I ' I 1 Peak Rated Power P�;P.(W) 32D 315 310 305 300
Maximimum Power Voitage V,,,��(V) 37.42D 37.330 31.100 31.D60 36.910
Maximum Power Current I,n.�(A) P.650 8,500 8.400 8.290 8.190
992 mm
� ► Open Circuit Voltage Vp�(V) 45.960 45.81D 45.660 45.510 45.360
rD Am
� � a mm � � Sho�t Grcuit Current Isc(A) 8.970 8.890 8.810 8J30 8.650
m � 4 x o y� MOdul2 EfliCi¢�Cy� Ef1(%) 16.8 16.5 16.2 16.0 15J
�� � Power Ou1pu!Tolerance [-0,+4.99]Wp
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S1C-Standard lest Conditiuns:Irradiaiion 1 U00 W!m2-Air mass AM L5-Cel!temperature 25`f.
E � ' f,alculated usin��maximum power hased on full positive output tcir•rance f-0,+4.49�Wp
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^ ` -� - - � - - MECHANICAL DATA
w�,�;'s';,� I Dimensions(L x W x D) 1956 x 992 x 40 mm(71 z 39 x 1.6 inch)
E C/�BIELEN6TH>7800mm Weight 21kg(46.31bs)
,; I 10.Smm Output Cabies >i.D m(39 inch)symetrical ca6les with MC4 type connectors
I ero4mm lunction Box IP-65 rated with bypass diodes
Frame Double webbed 15 micron anodized aluminum alloy
� � „ 60mm
� ' front Glass low-iron content,high-iransmission PV solar glass
Solar Cells 71 Po�ycrystalline ceils(156 x 156 mm)
� '� CE�TI��CAT�t��'.�
UL Listed ULC/ORD-C1703-1,UL1703
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V ' � ' S�EMPERATURE RATINGS PAGKAGING CONFIGURATfON
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� J� m � � � p � � Nominal Operating Cell +45°C(t2°C) Modules per box: 25 pieces
�.�«�� Temperature(NOCT) Modules per 53'trailer: 150 pieces
Temperature Coeffi�ient of P�a, -0.43%/°C
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� - :__ , Temperature Coefficient of V -0.32%/°C
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`_' Temperature Coefficient of I,� 0.05%/°C
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Operationai Temperature -40°C-+85°C
Max System Voltage 1000Y(UL/IEC)
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Maz Series Fuse Rating 15 d
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� E `O" O° �h+ARRANTY
��c� � 10 Year Manufacturer's Workmanship Warranty
krtertek
15 Year linear Power Guarantee
(Refer to product warranty page for tletails)
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� CAUTION:READ SAFETY AND INSTALLATION INSTRUCTIONS BEFORE USING THE PRODUCT.
� � '_�,,, � �O 2015 Heliene Inc.All rights reservetl.Specifications included in this datasheet are subject to
' HELIENE « change�-ithout notice.
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� DESCRIPTION �� ` �� ��
4�j ❑ FOOTING ❑ DEMO-FINAL ❑ SEPTIC FINAL
Q ❑ POURED WALL ❑ PLUMBING RI ❑ EXCAW'GRADING/FILLINO
Q ❑ FOUNDATION WATERPROOF ❑ PLUMBING FINAL ❑TREE REMOVAL
? ❑ RADON SLAB ❑ MECHANICAL RI ❑ SITE INSPECTION
Q � FRAMING ❑ MECHANICAL FINAL ❑ RATED WALLS
� ❑ INSULATION ❑WOOD BURNER/FIREPLACE ❑COMPLAINT
� ❑ FINAL ❑ WATER HOOK-UP ❑ FOLLOW-UP
_ ❑AS BUILT-SURVEY ❑ SEWER HOOK-UP ❑ FOUNDATION/REMOVAL
v ❑ DEMO-SITE ❑ SEPTIC INSTALL
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V ���� PERMANBVT
❑(�pRRECT UN3/►FE OONDITION WITHIN Ha1R3- ❑pF{pT0 TAKEN
iNSPECTORIMLLRETURN
O STOP OROER P08TED.CALL INSPECTOR ❑CITATION ISSUED
❑IN8PECTION REOUIRED.CALL TO ARRAN(iE ACCESS.
csM tor aie next 2�►na�ss�n ad�►�os. (952) 249-4600
Inspector:
sp�etor"s FlN �Mry��