HomeMy WebLinkAboutB17-0437 042-010-112' Butte County Department of Development Services
PERMIT CENTER
7 County Center Drive, Oroville, CA 95965 `
- ... MainThone 530.538.7601 Fax 530.538.7785
SITE PIAN
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Permit #:
FORM NO
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Site Location:
Contact name: Phone: 0-,S--1G—CAE
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APR 13 2017
DEVELOPMENT
C'�T 'C)V-�cep - �DEVELOPMENT
(j l u PvC s�sERVICES
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Residential
Typical Wiring Diagrams (Residential Meter Breakers)
i
A B Line
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N
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Figure 5-83. Catalog Number —
•CMB2424B200BTS'
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on CMB1212L2008TSD Only
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CMBE4242B2006TS
• 3
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Factory Installed
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CMBE4242B2006TS
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CMBER888200BTS and CMBERBBB20OBTF ' +
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1 Figure 5-84: Catalog Number Figure 586. Catalog Numbers — Fygure" a >D; Typical Wiring Diagram for
CM1312121.208BTS MBE404OB20OBTS and MBE404OB2008SH MBER4882008TS and MBER488200BTF
SA
CA08101001f For more information visit: www.eaton.com v v
SUNNY BOY 9000TL-US / 10000TL-US fl 1000TL-US
- -- -
sunny Soy 9000TWS
:.Teehnicdf daft
-
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-Max usobleDC power Geosi
9400W
---._.:.._
600 V
-. 1
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300 V345 V 480 V
:..__ Min. input voila ge / initial input volloge. -.-
-. _ :: _
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"--.A j9pytcurrent
31 0 A 27 1 A
_74
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-
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Number of independent MPP,inputs T" _ ::_'.
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4
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Output (AC)
Rpower [ maz _
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Nl_AC voltage / nominal AC volroge range
4 omma_
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2011 V / 183 V 229
_
AC power frequency [ rouge.:_w_
— -
60 Hz / 59 3 Hz 60 S Hz , .,_ 60 Hz / 59 3 HZ 60 S Hz
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yt
j 'Max ou _: t cunenY -
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:Feed+n.phoses/_connection phased :._
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98
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General data
r Dimensions W H D
-
470 615 240 mm 18.4 24 1 9 5 inch
_-
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_.,_Dimensions
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= - 35 7816 =
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- Wei ht of DC Disconnect
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Output power / Roted power j
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t v_---- _� ----- -•_-----_-__ _.__--._----------__ Data at nominal conditiom
= sunny Boy 10000TL-J5 t i_.. sunny Boy I IODOTL-US
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_. I 0000 w-/ l 0000 VA 240 V j 2 1, l V , 264 V 2 21 i V64 V
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48.1A A1.7A _. _ _.45.8A.
98_%/ 98.7%
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ENGINEERING DRAWING (mm)
Rear View
Frame Cross Section A -A
180
t 35
I o❑
I
I
ILU
I
I
I Mounting Hole
I
I
Mourn ng I
Hole i AL JA
Grovnding I
Hole
2
ELECTRICAL DATA / STC*
CS6K
275M ( 280M -1 29SM
Nominal Max. Power (Pmax)
275 W -286W 285 W
Opt. Operating Voltage (Vmp)
31.3 V 31.5 V 31.7 V
Opt. Operating Current (Imp)
8.80 A 8.89 A 8.98 A
Open Circuit Voltage (Voc)
38.3 V 38.5 V 38.6 V
Short Circuit Current (Isc)
9.31 A 9.43 A 9.51 A
Module Efficiency
16.80% 17.11% 17.41%
Operating Temperature
-40°C - +85°C
Max. System Voltage
1000 V (IEC) or 1000 V (UL)
Module Fire Performance
TYPE 1 (UL 1703) or
CLASS C (IEC 61730)
Max. Series Fuse Rating
15A
Application Classification
Class A
Power Tolerance
0-+5W
' Under Standard Test Conditions (STC) of irradiance of 1000 WW, spectrum AM
1.5 and cell temperature of 25'C.
ELECTRICAL DATA / NOCT*
Electrical Data CS61K 275M rz-8-om-7 285M
Nominal Max. Power (Pmax) 199W L-202' W 206W
Opt. Operating Voltage (Vmp)
28.5 V
28.7 V
28.9 V
Opt. Operating Current (Imp)
6.95 A
7.04 A
7.12 A
Open Circuit Voltage (Voc)
35.1 V
35.3 V
35.4 V
Short Circuit Current (Isc)
7.54 A
7.63 A
7.70 A
` Under Nominal Operating Cell Temperature (NOCn, irradiance of 900 W/m',
spectrum AM 1.5, ambient temperature 20-C, wind speed 1 m/s.
PERFORMANCE AT LOW IRRADIANCE
Outstanding performance at low irradiance, average
relative efficiency of 96.5 % from an irradiance of 1000 W/
m2 to 200 W/m2 (AM 1.5, 25°C).
The specification and key features described In this datasheet may deviate slightly
and are not guaranteed. Due to on-going Innovation, research and product
enhancement, Canadian Solar Inc. reserves the right to make any adjustment to
the information described herein at any time without notice. Please always obtain
the most recent version of the datasheet which shall be duly incorporated Into
the binding contract made by the parties governing all transactions related to the
purchase and sale of the products described herein.
Caution: For professional use only. The Installation and handling of PV modules
requires professional skills and should only be performed by qualified professionals.
Please read the safety and installation instructions before using the modules.
CS6K-280M / I-V CURVES
5 10 15 20 25 30 35 40
5 10 1S 20 2S 30 35 40
■ 1000 w/m' S'C ■
■ 800 t11/m' 25'C ■
■ 600 W/m' 45•C ■
■ 400 W/.' 65-C ■
MECHANICAL DATA
Specification Data
Cell Type
Mono-crystalllne, 6 Inch
Cell Arrangement
60 (6x10)
Dimensions
1650x992x4O mm (65.0 x39.1 x 1.57 in)
Weight
18.2 kg (40.1 lbs)
Front Cover
3.2 mm tempered glass
Frame Material
Anodized aluminium alloy
J -Box
IP67, 3 diodes
Cable
4 mm2 (IEC)or4 mm2 & 12 AWG
1000 V (UL), 1000 mm (39.4 in)
Per Pallet
26 pieces, 520 kg (1146.4 lbs)
(quantity & weight per pallet)
Per container (4(Y HQ)
728 pieces
TEMPERATURE CHARACTERISTICS
Specification Data
Temperature Coefficient (Pmax) -0.41 % /°C
Temperature Coefficient (Voc) -0.31 % /°C
Temperature Coefficient (Isc) 0.053 % / °C s'
Nominal Operating Cell Temperature 45±2
aq
PARTNER SECTION
CANADIAN SOLAR INC. May 2016. All rights reserved, PV Module Product Datasheet V5AC2_EN
No r m a n
Scheel
St.ructural
En g i n e e r
5022 Sunrise Blvd.
Fair Oaks, CA 95628
(916)536-9585
(916) 536-0260 (fax)
1989-1017
18 years ojercellence
Norman Scheel, S.E.
LEED AP BD+C
LEED AP Homes
Fellow — SEAOC
Fellow — ASCE
E-mail: norm@nsse.com
Rob Coon
General Manager
E-mail: robcoon(annsse.com
Steve Smith, P.E.
Project Manager
E-mail: sievesmith(a'�nsse.com
Martin Le
Design Engineer
E -Mail: martin Qq
Jackie Winslow
Office Manager
E-mail: iackie[a�nsse.com
Kao Thao
Drafting Supervisor
E-mail: kaonnsse.com
Page I of I
April 12, 2017
Butte County Department of Development Services
7 County Center Drive
Oroville, CA 95965
Re: 4669 Angelina Way, Chico, CA 95973
Letter to Authorize the Use of Report/Calculations
NSSE Job # 16497
To whom it may concern:
This letter is to authorize the use of the Snap N Rack Series 200 Ground Mount
System's Engineering Report/Calculations for the above referenced property
provided that the appropriate data and details are followed as shown in the report.
A site visit has not been performed at the above referenced property.
If you are ever in need of further assistance, please do not hesitate to contact me.
Norman Scheel
Structural Engineer
BUTTE
COUNTY
APR 13 2017
DEVELOPMENT
SERVICES
No. 2567
* Exp. 12/31/17
sj, s�f/CTtlRP� ���
�� Of CA�1tA�
APR 12 2017
na ro k„775 Fiero Lane, Suite 200
San Luis Obispo, CA 93409
Email. contact«@snapnrack.com
54)aP dMountIl� g Solutlioni Phone Number. (877) 732-2880
SnaDNrack Series 200 Residential Ground Mounts
COVER LETTER "
The loading criteria used in this report is ASCE7-10. For codes that reference ASCE7-05, Appendix A is pro-
vided to convert the wind speeds in the older version, ASCE 7-05, to the wind speeds used in this report. In-
structions for this conversion are provided in. Appendix A. this report covers wind speeds (Vwt) to 170 MPH,
ground snow to 120 PSF ground snow.
The following codes are covered in this report.
• IBC 2015 :;i 1,.;\lt (_,1:;.r1 : 'Vi Nr
i IBC 2012
• IBC 2009 k
• IBC 2006
2013 California Building Code (CBC) A`
• 2016 California Building Code (CBC)
The structural submittal package shall consist of the following:,`a,"������
Pages 1-18 of the report (this includes the cover letter)
• Only the applicable configuration table from pages 19 — 96.
Pages C1— C29
• Appendix A (if applicable)
• The applicable installation details.
This report provides structural engineering calculations and installation criteria for the mounting system .
only.it does not certify the capacity of the supporting soil. The soil criteria are based soil class 4 (IBC Chapter
18). This is the generally accepted code minimum. The capacity of the supporting soil is to be approved by
the Authority Having Jurisdiction (AH1). For unusual soil conditions occur or where required by the AH1, a
.. ' geotechnical investigation shall be performed.
Please contact SnapNrack at (877) 732-2860, or Contact@snapnrack.com, for questions regarding this report. ,
No.
slpnras_i�c,corn
e Series 200
Structural Report and Calculations PV
Structural Report and Calculations
Series 200
wround Mount
----- J For
SnapNrack
775 Fiero Lane, Suite 200
San Luis Obispo, CA 93401
00� ®�
Prepared By
Norman Scheel Structural Engineer
5022 Sunrise Boulevard
Fair Oaks, CA 95628
(916)536-9585
July 6, 2016
NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 Page 2
Series 200
Structural Report and Calculations
Table of Contents
S napN-rac'k-
PV-,*M0.Uht,I.P.-g
Systems
Section Page
Cover Letter 1
Summary Report 2 to 96
Building Department Support Calculations
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 C5
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 a-0 11
Required Number of Rails for Three 39" X 78" PV Panels C12-13
Pipe Rail Specifications C14
Non Constrained Footing Calculations C15
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 2005 conversion sheet Al
10�
5
NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 Page 3
I
Series 200
Structural Report and Calculations
Introduction
S.na-p.Nrc�ckn
�i
�o�ant� i�ystams:
This summary letter is referencing the Structural Calculation Packet for the SnapNrack
Series 200 Mounting System. We performed 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 mph (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 Installation Manual, is acceptable and, meets the loading
requirements stated above.
It should also be noted that the provided summary 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 S200 -D06.
NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585
Page 4
Series 200
Structural Report and Calculations
Aluminum Ground Rail Spans
Spa-p-Nrac'k-
.MU . t .
The aluminum ground rails used to connect the PV panels to the racking system should be
installed per the dimensions 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.
4 dud?.PANEL `TYPICAL
NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 Page 5
Series 200
Structural Report and Calculations
Pipe Rails. Braces. and Vertical Post
�7a
The racking system is composed of either a schedule 40 or a schedule 80 pipe, both of
which are 1 '/2" in diameter and have a minimum yield strength of 35 ksi. See following
details for 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 these 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 -C 13 illustrate the minimum number 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 Boulevard Fair Oaks CA 95628 (916) 536-9585 Page 6
Series 200
s-nap N. rick
Structural Report and Calculations u ti,n Systems'
r
t 45�+SKr' :.
P
- AAs. +t. � u,o xdc'^ � Q$ y�a• a r
e
Standard Installation (3 Module Panels and 2 Rails per Panel)
"tea
1 0X �®
NSSE . 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 Page 9
Series 200. ku
Sne� ruc
OIUh -em
♦M
,. Structural Report and Calculations Mas'
Configuration Tables
Seepages 19 thru 96 for installation of racking system per wind and snow load
requirements. See example below for instructions on how to read tables. All, dimensions, f
are in inches. `
t
Series 200
S -nap -N' raCkTMStructural Report and Calculations 1Mouhtlpg systems.,
Frame Section
- MAX. PIPE SPAN (RS
MAX- PIPE OVERHANG ( PS/4 )
r '
Standard Installation Rear View Bracing
NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 Page 16 .
r
S
Series 200Snc� rack.
'.
Structural Report and Calculations 0uhtin: Systems
Foundation Options
• Pier foundations: piers will be 12" in diameter and be at the depth required in the
following charts based on wind speed, panel tilt, and snow load. The minimum
depth of the footings is set to 30 inches and the concrete will be 2500 psi
minimum.
• Grade beam option: a grade beam may be used in place of the pier foundations
See SnapNrack's drawing S200 D07 for grade beam configuration. Grade beams
will be a minimum of 12" wide x 12" deep and will run a minimum of 12'-0"
centered under the posts. Two #4 Bars will be used at the top and the bottom of
the grade beam, one on each side for the vertical pipe. These must have a
minimum of 3" clear concrete cover and shall be Grade 40 minimum. See table on
page C16 for grade beam sizes.
SOIL BEARING CAPACITY
ALLOWABLE FOUNDATION AND LATERAL PRESSURE
Referring to page C15, this report uses 1500 pcf foundation pressure into the calculations,
In addition, it uses a footing diameter of 1 ft., making the foundation pressure 1500 psf.
From these calculations, which are in terms of the worst -possible conditions, any of the
choices for the Class of Materials listed above in the table would work for the ground -
mount solar panels.
NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 Page 17
a J��
Allowable
Lateral Bearing
Lateral Sliding
Class of Materials
Foundation
(psflf below
Coefficient of
Resistance
Pressure (psf)d
natural grade)d
friction
sf)b
1. Crystalline bedrock
12,000
1,200
0.70
—
2. Sedimentary and foliated
rock
4,000
400
0.35
—
3. Sandy gravel and/or
gravel (GW and GP)
3,000
200
0.35
—
4. Sand, silty sand, clayey
sand, silty gravel and clayey
2,000
150
0.25
—
gravel (SW, SP, SM, SC,
GM and GC
_
5. Clay, sandy clay, silty
r i
clay, clayey silt, silt and
sand silt (CL, ML, MIR and
1,500.
100
CH)
Iv��lo�
�\✓�
Referring to page C15, this report uses 1500 pcf foundation pressure into the calculations,
In addition, it uses a footing diameter of 1 ft., making the foundation pressure 1500 psf.
From these calculations, which are in terms of the worst -possible conditions, any of the
choices for the Class of Materials listed above in the table would work for the ground -
mount solar panels.
NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 Page 17
a J��
Series 200
Structural Report and Calculations
Site — Specific Analysis
Spap-NO'
rack-
ounting System.s.
A site-specific analysis will be required if the location of the solar panel installation
corresponds to any of the following criteria:
• The pitch of the solar panel is greater than 45 degrees above the horizontal.
• A topographic factor applies to the location. Topographic factors apply, for general
purposes, when the structure is on a hill, mesa or bluff, or is adjacent to a large body
of water. For complete descriptions of topographic, factors please refer to ASCE
7-10 section 26.8
• A combination of loads and/or site conditions applies when not addressed in the
attached charts.
If one or more of these factors applies to the project location, please contact NSSE, and we
Will analyze the site conditions and recommend post spacing for each specific site.
T000eraahic Factors and Limits
It must be noted for any site location where the topographic factor is applied (e.g. hills,
mesas, and seashore) the configurations listed in this packet may not be adequate for the
given site. A registered structural engineer should evaluate the exact topographic
conditions for this specific site prior to construction.
Please note all sizes, material specifications, and weights have been provided by
SnapNrack. Please see SnapNrack's plans for limits on the bolt parameters. Torque all
5/16". diameter hardware as specified in SnapNrack' plans (10-16 ft -lbs for Silver Stainless
Steel and 7-9 ft -lbs for black Stainless Steel). SnapNrack has also provided estimated soil
values, referenced on page 17, used to calculate the optimized size and depths of the
footings. It is the responsibility of SnapNrack's customer, otherwise known as the
contractor or professional solar installer, to verify, that the site specific soil conditions
match or exceed the estimated values given within this report. Installation of Series 200 is
to be conducted in accordance with SnapNrack's drawings S200 DO1 thru D09 (all
drawings are REV G).
Please feel free to contact me with any questions or concerns, Thank you.�(j�I°�x
Norman Scheel PE, SE
LEED-AP BD+C, LEED-AP Homes
Fellow SEAOC
Fellow A.S.C.E.
NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 Page 18
Series 200
.. 6 ' a
Configu'ration Tables for Ground Mount System 0 psf Snow Loads (3 Module Panels). ,
• -
oj8f w - �y, � 4 , ,,.r .. •. - _ • • .. r • .-S z,F'` . .
.,, ' - "•ter •'`- .. { .3 _
' ®l�TSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 r ' YPage 58 . of • 96
i
100 mph Wind Load 0 psf Snow
110 mph Wind Load 0 psf Snow '
a =•
_ _ Standard Installation. '.-: ..
Standard Installation '
-t.:-'
Braced Installation
'Braced Installation
NanberofRails Required Per Panel -
TiltAngle B
Max (PS)
12" Dia Pier
Max (PS)
Required Braces -
Max (PS)
12" Dia Pier
Max (PS)
Required Braces
Module Size
Required Braces
Sch 40
Sch 80
Short
Tall
A
C D -
Sch 40
Sch 80
Short
Tall
A
E
F
40" x 66"
40" x 78"
8=0
144
164
30
30
No
Every 3rd Bay No
180
180
30
30
Yes
Yes
Yes
2
2
0 >8<7.5
121
139
30
30
Yes
Every 3rd Bay No
180
180
30
31
Yes
Yes
Yes
2
2
7.5 > 8 < 15
114
130
30
33 -
Yes
Every 3rd Bay No
180
180
30
39
Yes
Yes
Yes
2
2
15 > B < 22.5
108
123
30
1 38
Yes
Every 3rd Bay Every 3rd Bay
180
180
30
46
Yes
Yes
Yes
2
2
22.5>9<30 Y
.103
117
Yes
4
s :A
. Every 3�d Bay - � Every 3r'd Bay
180
180
30
49
Yes
Yes
Yes
2
2
30>0<37.5
1 106
121
30
51
Yes
Every 3rd Bay Every 3rd Bay
180
180
30
60
Yes
Yes
Yes
2
2
37.5>9<45
108
124
30
1 51
Yes
Every 3rd Bay Every 3rd Bay I
180
180
30
60
Yes
Yes
Yes
2
2
oj8f w - �y, � 4 , ,,.r .. •. - _ • • .. r • .-S z,F'` . .
.,, ' - "•ter •'`- .. { .3 _
' ®l�TSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 r ' YPage 58 . of • 96
i
120 mph Wind Load 0 psf Snow
110 mph Wind Load 0 psf Snow '
Standard Installation
Standard Installation '
Braced Installation
'Braced Installation
Number of Rails Required Per Panel
Tilt Angle 8
Number of Rails Required Per Panel
71RAngle 8
Max (PS)
12" Dia Pier
Max (PS)
Required Braces
Max (PS)
12" Dia Pier
Module Size
Required Braces
Module Size
Sch 80
Sch 40
Sch 80
Short
Tall
A
C
D
Sch 40
Sch 80
Short
Tall
A
E
F
40 x 66"
40" x 78"-
8"8=0
8=0
135
154
30 "
30
No
Every 3rd Bay
_ No
180 '
180
30
30
Yes
Yes
Yes.
2
2 -
0 >8<7.5
112
128
30
30
Yes
Every 3rd Bay
No
180
180
30
33
Yes
Yes
Yes
2
2
7.5 > 8 < 15
112
128
30
34
Yes
Every 3rd Bay
No
180
180
30
42
Yes
Yes
Yes -
2
2
15 > 8 < 22.5
99
113
30
40
Yes
Every 3rd Bay
Every 3rd Bay
180
180
3050
98
Yes
Yes
Yes
2
2
22.5> 8 < 30
95
108
30
43
Yes
Every 3rd Bay
Every 3rd Bay
180
180
30
53
Yes
Yes
Yes
2
2
30 > 8 < 37.5
98
112
30
46
Yes
Every 3rd Bay
Every 3rd Bay
180
180
30
56
Yes
Yes
Yes
2
2
37.S > 8 < 45
92
114
30
49
Yes
Every 3rd Bay
Every 3rd Bay
177
180
30
59
Yes"
Yes
Yes
2
' 2
oj8f w - �y, � 4 , ,,.r .. •. - _ • • .. r • .-S z,F'` . .
.,, ' - "•ter •'`- .. { .3 _
' ®l�TSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 r ' YPage 58 . of • 96
i
120 mph Wind Load 0 psf Snow
Standard Installation
Braced Installation
Number of Rails Required Per Panel
Tilt Angle 8
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" x 78" "
9=0
126
144
30 30
No
Every 3rd Bay
No
180
180
30
30
Yes
Yes
Yes
2
2
0 >8<7.5
105
119
30 30
Yes
Every 3rd Bay
No
180
180
30
36-
Yes
Yes
Yes
2
2
7.5 > B < 15
98
111
30 36
Yes
Every 3rd Bay
No
180
180
30
46
Yes
Yes
Yes
2
2-.
15 > 8 < 22.5
92
105
'30 42
Yes
Every 3rd Bay.
Every 3rd Bay
180
180
30
54 1
Yes
Yes
Yes
2
2 -
22.5 > 8 < 30
98
100 . 0(�30 e' S„45
Yes
Every 3rd Bay
Every 3rd Bay
180
180
30
58
Yes
Yes
Yes
2
2
30>9<37.5
91
103
�30y V448
Yes
Every 3rd Bay
Every 3rd Bay
172
180
30
61
Yes -
Yes r
Yes r
2
- 2
37.5>8<45
92
105 ' '_ 30a �51�
Yes
Every 3rd Bay
Every 3rd Bay
162
180
30
64
Yes
Yes
Yes
2
2
oj8f w - �y, � 4 , ,,.r .. •. - _ • • .. r • .-S z,F'` . .
.,, ' - "•ter •'`- .. { .3 _
' ®l�TSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 r ' YPage 58 . of • 96
i
- _ Series 200 _
S',
nc� = TM
ik
Structural Calculations for Ground Mount Solar Rack
Notes:
Z
1) Design guidelines for these calculations are listed below,
Wind Loads 100 to 170 mph Exposure C Risk Category I
Seismic Seismic Design CategoryD
`
Snow Loads 0 to 120 psf Ground Snow
CI
2) Design calculations assume rail span and overhangs are constant as shown on following sketch.
3) Rail design values as follows_
� s F
are
A = 0.68 int'
5 = 0.40 in'
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 int A = 1.00
int
S = 0.31 in S = 0.39
in'
= 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+ 5
D+W
D+0.75 S+0.75 W
0.61) + W
- Series 200
Sketches and Details
MODULE END,C
ASSEM
NOTE:
TORQUE ?" SS SILVER
HEX BOLTS TO 10=16
FT -LBS'
TORQUE.,+' SS BLACK
HE5(.90LT5 TO 7-9'
FT -UBS
MODULE MID CLAMP
Panel Attachment to Rails
.3
NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 Page C2 of C29
Series 200
Snap*rack:
Wind Calculation ASCE 7-10 Chapter 27
` �,: e.
Velocity Pressure 273.2 ASCE 7-10
kZ = 0.85 Velocity Pressure Exposure Coefficients (fable 26.8-1)
qh = 0.00256 kZ kZt kd V2 K, = 1.00 Topographic Factor (Fig. 26.8-1)
Ka = 0.85 Wind Directionality Factor (Table 26.6-1)
V = 100.170 Basic Wind Speed (mph)
Velocity Pressure (psf)
qh
V
100
105
110
115
120
125
130
1 135
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
ASD (0.6 • St.)
11.10
12.24
13.43
14.68
15.98
17.34
18.75
20.23
21.75
23.33
24.97
26.66
28.41
32.07
Main Force Resisting System 27.4.3 ASCE 7-10 Monoslope Structure
qh = See Table Velocity Pressure (psQ
P = qh G CN G = 0.85 Gust Effect Factor
C„ = See Table Net Pressure Coefficient
Notes: ,
1) Wind designed for exposure C
2) The calculations in this report use the
ASD values
Wind Loading Diagram
NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 Page C3 of C29
CN
Tilt Angle
Load Case
Wind Direction 10*�
CNW L
"N
rrWind Direction 1l!8��0°
` NW `-NL
0,
A
1.2 0.3
1.2 03
B -1.1 -0.1
-1.1 -0.1
7.5*
A
-0.6 -1.0
0.9 15
B -1.4 1 0.0
1.6 03
15°
A
-0.9 -1.3
1.3 1.6
B -1.9 0.0
1.8 0.6
22.5*
A
-1.5 -1.6
1.7 1.8
B -2.4 -0.3
2.2 0.7
30°
A
-1.8 -1.8
2.1 2.1
B -2.5 -0.5
2.6 1.0
37.5°
A
-1.8 -1.8
2.1 2.2
B -2.4 -0.6
2.7 1.1
45°
A
-1.6 -1.8
2.2 25
B -2.3 -0.7
2.6 11.4
Notes: ,
1) Wind designed for exposure C
2) The calculations in this report use the
ASD values
Wind Loading Diagram
NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 Page C3 of C29
Series 200 v . -
Src� :: roc
�.':In;,
Seismic Design ASCE 7-10 Chapter 11 and 12
NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585
Seismic loading Diagram
Page C4 of, - C29
` Seismic Design Section Chapter 11 and 12 ASCE 7-10
00
Site Classification
= D Default "D"
U5 ul
¢Notes:
S"
= Fa Ss
(11.4-1)
Seismic Use Group
= II Table 11.5-1
® 1) Seismic Design based on Seismic Design Category D
SMI
= FS,
(11,4-2)
R
= 3.25
Input from Table 13.6-1 ASCE 7-10
Vcc
I' -
= 1.00
Input from Table 11.5-1 ASCE 7-10
SIDS
= Z/3 SIS
(11.4-3)
SS
= 2.50
Input from USGS Program
Sl
= 1.00
Input from USGS Program'®"
. Sol
C
= 2/3 SM1
(11.4-4)
Fa
_ 1.00
Site Coefficient Table 11.4-1
F„
= 1.50
Site Coefficient Table 11.4-2
=
V 1.44 psf (ASD)
S,
S.
2.50
ASCE 7-10 Section 11.4.3
Cs
= R
Sml
= 1.50
ASCE 7-10 Section 11.4.3
( I
)
Sas
= 1.67
ASCE 7-10 Section 11.4.3
Shc
= 1.00
ASCE 7-10 Section 11.4.3
Wind Loads Govern Design
CS
= 0.5128
w
= 4.00
psf
Cs
= 2.8794
Max
Cs
= 0.1538
Min
V —
4 w
OEAD'. LOAb'
NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585
Seismic loading Diagram
Page C4 of, - C29
Series 200
S n*-...::
r f
Number of Rails for Three 66" Panels
2 Rails Per Panel
3 Rails Per Panel
40" x 66" Panel
40" x 66" Panel
S2 = 32.50 in
S3
37.6 to 45 De rees
22.6 to 30 Degrees
C2 = 16.25 in
C3
= 11.00
in
2 Rails Per Panel
3 Rails Per Panel
Number of Rails Per 40" x 66" PV Panel
40" x 78" Panel
Number of Rails Per 40" x 66" PV Panel
Number of Rails Per 40" x 66" PV Panel
S2 = 39.00 in
S3
= 26.00
in
Snow Load
C3
= 13.00
in
CL
Snow Load
0 10
20
30
40 50 1 60 70 80
=a
n
0
0
10
20
30
40 1 50 1 60
70
80
90 1
100
110 120
E
—im
2
2
2
2
2 2 2
2
2
2
2
2 2
2
110
2
2
2
2
2 2 2
2
2
2
2
2 2
2
120
2
2
2
2
2 2 2
2
2
2
2
2 2
.2
130
2
2
2
2
2 2 2
2
2
2
2
2 2
v
1401
2
2 1
2 1
2
2 2 2
2
2
2
2
1 2 2
3
150
2
2
2
2
1 2 1 2 2
2
2
1 2 1
2
2
2
160
2
2
2
2
2 2 2
2
2
2
2
2
3''3
170
2
2
2
2
2 2 2 1
2
2
2
2
'3 3,>
2 Rails Per Panel
3 Rails Per Panel
40" x 66" Panel
40" x 66" Panel
S2 = 32.50 in
S3
37.6 to 45 De rees
31 to 37.5 Degrees
C2 = 16.25 in
C3
= 11.00
in
2 Rails Per Panel
3 Rails Per Panel
Number of Rails Per 40" x 66" PV Panel
40" x 78" Panel
Number of Rails Per 40" x 66" PV Panel
40" x 78" Panel
S2 = 39.00 in
S3
= 26.00
in
Snow Load
C3
= 13.00
in
CL
Snow Load
0 10
20
30
40 50 1 60 70 80
=a
100
0
10
20
30
40 1 50 60 70 80
90 1
100
110
120
2 2
100
2
2
2
2
2 2 2 2 2
2
2
2
2
120
110
2
2
2
2
2 2 2 2 2
2
2
2
2
'u
120
2
2
2
2
2 2 2 2 2
2
2
2
2
°
w
130
2
2
2
2
2 2 2 2 2
2
2
2
1 2
v
140
2
2
2 1
2
2 2 2 2 2
2
2
2
2
c
150
2
2
2
2
2 2 2 2 2
2 1
2
2
2
1601
2
1 2
2
2
2 2 2 2 2
2
2
2
1701
2
1 2
2 1
2
2 1 2 1 2 2 2
2
2
3''3
2 Rails Per Panel
3 Rails Per Panel
40" x 66" Panel
40" x 66" Panel
S2 = 32.50 in
S3
37.6 to 45 De rees
in
C2 = 16.25 in
C3
= 11.00
in
2 Rails Per Panel
3 Rails Per Panel
Number of Rails Per 40" x 66" PV Panel
40" x 78" Panel
40" x 78" Panel
S2 = 39.00 in
S3
= 26.00
in
Snow Load
C3
= 13.00
in
CL
0 10
20
30
40 50 1 60 70 80
90
100
110 120
In -Ib / in
100
2 2
2
2
2 2 2 2 1 2
2
2
2 2
Maximum Moment (3 Rails - 78" panels)
110
2 2
2
2
2 2 2 2 2
2
2
2 2
120
2 2
2
2
2 2 2 2 2
2
2
2 2
w
130
2 2
2
2
2 2 2 2 2
2
2
2 2
v
140
2 2
2
2
2 2 2 2 2
2
2
2 2
c
3
1502
2
2
2
2 2 2 2 2
2
2
2 2
160
2 2
2
2
2 2 2 2 2
2
2
z z
170
2 2
2
2
2 2 2 2 2
2
2
2 Rails Per Panel
3 Rails Per Panel
40" x 66" Panel
40" x 66" Panel
S2 = 32.50 in
S3
= 21.50
in
C2 = 16.25 in
C3
= 11.00
in
2 Rails Per Panel
3 Rails Per Panel
40" x 78" Panel
40" x 78" Panel
S2 = 39.00 in
S3
= 26.00
in
C2 = 19.50 in
C3
= 13.00
in
Maximum Moments for Two or Three Rail Configuration
Maximum Moment (2 Rails - 66" panels)
=
187.1
In -Ib / in
Maximum Moment (3 Rails - 66" panels)
=
280.6
in -Ib / in
Maximum Moment (2 Rails - 78" panels)
=
155.9
In -Ib / in
Maximum Moment (3 Rails - 78" panels)
=
233.8
In -Ib / in
NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 Page C11 of C29
Series 200nc
c...."k
' Pipe Rail Specifications ®®
Z7- ®,
_71�,,`��
SPEED RAIL OR THREADED' PIPE
EQQtVALENT. COUPLERS
PIPE TEES'-
1.5"SCHED4p ® 1.5" SCHED-40 (MIN) STEEL
• (MIN,) STEEL PIPE ®'. O. PIPE FOR BRACING MEMBERS
FOR.HORIZONTAL NOTE: -
MEMBERS;
TO*RQUE.ALL.SPEED RAIL
--SPEED RAIL OR OR- EQUIVALENT'S ET
- EQUIVALENT .;
SCREWS T.O
.SINGLE SOCKET f:5" SCHED 40 -(MIN) STEEL MAI UF.ACTURER'S.-.. , 1.4 . -_
SWIVELS PIPE FOR VERTICAL MEMBERS t TORQUE-REQUIREMENTS.
Typical Connection Specifications
NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 Page C14 of C29
follows
Schedule 40 and Schedule 80
pipe design values are as
I
® 0
Sch 40 Pipe .
Sch 80 Pipe
U
CC
A = 0.75 in'
A = 1.00 Int
Uj
S = 0.31 in'
S = 0.39 Ina
§r—
I = 0.29 in°
1 = 0.37 In°
GROUND RAIL
Mmax = 7872 in -lb
Mmax = 9816 In -lb
HORIZONTAL PIPE
-
'POST
BRACE P
.
-
NOTE: BOTTOM CLAMP
-
OF BRACE A SHOULD
-
ALWAYS BE CLOSEST TO
-
TOP OF FOUNDATION ]
BRACE A
•
BRACE E
Diaghragm of Typical Mounting System with Braces
• For Standard Installation Braces E and F are Omitted
SPEED RAIL OR THREADED' PIPE
EQQtVALENT. COUPLERS
PIPE TEES'-
1.5"SCHED4p ® 1.5" SCHED-40 (MIN) STEEL
• (MIN,) STEEL PIPE ®'. O. PIPE FOR BRACING MEMBERS
FOR.HORIZONTAL NOTE: -
MEMBERS;
TO*RQUE.ALL.SPEED RAIL
--SPEED RAIL OR OR- EQUIVALENT'S ET
- EQUIVALENT .;
SCREWS T.O
.SINGLE SOCKET f:5" SCHED 40 -(MIN) STEEL MAI UF.ACTURER'S.-.. , 1.4 . -_
SWIVELS PIPE FOR VERTICAL MEMBERS t TORQUE-REQUIREMENTS.
Typical Connection Specifications
NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 Page C14 of C29
Series 200%:"...."
?,
.. .. . .... - ..
Footing Calculations for Cast Inplace Piers
- r
NON -CONSTRAINED FOOTING CALCULATION
Notes: -
/ \
36 h
1) Footing design assumes 1500 psf soil bearing pressures, 150 pd lateral bearing
d = 2 Cl + i + A I
R
pressure and a skin friction value of 250 psf.
_ 2.34 p
A Si b
1
`
f ® t
St = 150 13 J ! 2J
\
A
RH -J �y
h
o...h•
466
P - R H (Ibs) — :.i"
0.33
—
:•;
(.J (�CC
d = FOOTING DEPTH (FT) d
b e 1.0 (FT) w�f,
o F' Z
599
b = 1 FT.)
0.33
;•m
IM
1064
SKIN FRICTION
3529
b
732
1.0
0.33
--
ca
- .SURFACE AREA
-
SA- 2rtrd
Footing Calculations
/-
5006
L-510-0
ARROW SF = 2nrd
1
d
1
`
Footing Calculations
h
NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 _
Page C15 of C29
Footing Calculations
d
S1
b
h
A
P
D
SF
3
466
1.0
0.33
3.16
629
3
2735
4
599
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 1
2274 1
6
5098
7
998
1.0
0.33
1 7.15
3051
7
5885
8
1132
1.0
0.33
1 8.15
3941
8
6670
NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628 (916) 536-9585 _
Page C15 of C29
` Norman Scheel '
Project Title: 200 Series Ground Mount "
Structural Engineer
Engineer: Project ID: 12065 '• ' '
5022 Sunrise Boulevard
Project Descx: ;
Fair Oaks, CA 95628
-
(916) 536-9585
3 '
-
' '•
Nnled:9JAN 2014,10:06AM
V .71", *It �`8n`, -1WA -Jv � +� � File =,:G:U6bfie sII20656wiealc112065.ec6
"!AC olumn z �, 'ENERCALC, Ver:6.13.8.31 +t
..
. INC: 19932013, Budd 813.831
e~.rr r
•-
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+ *FZ';r
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
Unbraeed Length for X -X Axis budding = 8.5 ft, K =1.0 "
Load Combination : 2006 IBC & ASCE 7-05 .
Y -Y (depth) axis :
Un raoed Length for Y -Y Axis budding = 8.5 it K =1.0
xAppiied Loads,-.: ; ``, ` '9474,75":77s'
Service loads entered. Load Factors will be applied for calculations. .
Column self weight included: 22.171 lbsDead Load Factor
'
AXIAL LOADS...
Axial Load at 8.150 ft, D = 4.20 k
sDES1GNSUMMARY�17�x° v=:j..17
Bending & Shear Check Results
'
PASS Max. Axial+Bending Stress 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 I Omega: Allowable
4.240 k
' Ma -x: Applied
0.0 k - ft Maximum SERVICE Load Deflectiors ...
w
Mn -x / Omega : Allowable
0.7563 k -ft - Along Y -Y 0.0 in at - O.Oft above base
for load combination -
` May :Applied
0.0 k -ft
Mn -y I Omega: Allowable
0.7563 k -ft Along X -X 0.0 in at 0.0ft 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 I Omega: Allowable
0.0 k '
. 1Load Cotob nai tinai tion Results, ,;
Maximum Axial +
Bending 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 r
+D+0.750Lr+0.750L+H 0.996
PASS 0.00 ft 0.000 PASS 0.00 ft r,
+D+0.750L+0.750S+H 0.996
PASS 0.00 it 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 ft y
+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 it 0.000 PASS 0.00 ft ®�\�,"
+O.60D+0.70E+H 0.597
C
PASS ' �0.00ft 0.000 PASS 0,00 ftp, G w`J`O
• ;lir
1 I 1.90in Loads are total entered value. Arrows do not reflect absolute direction.
a' • 1 _
.' , •' •fit, - • r , , r`. •, - ��� $ � y ., ,'
' Norman Scheel
Project Title: 200 Series Ground Mount
Project ID: " 12065
Structural Engineer .,
Engineer.
,
-5022 Sunrise Boulevard , ` ,'� ,
Project Descr. '' �
��-:,.; • . •� : _ , ,
Y Fair Oaks, CA 95628
> (916) 536-9585, -
- • '
Printed: 9 JAN 2014.10:0 M
y r v' arpy t o • - ,� ��File._=G:Vobriles%1206MrercWc112065.ec6 • -
St@@i� �� '' " � # 1983 2013, Nlld.6.13.8 31;
,Column
ENERCACC, INC:
Ver'6.13.8 31l .
rLic.
KW-06002320
Licensee
NORMAN SCHEEL SE,
Description : Brace A
, h
'
`. ' ':
. 1
:. �
_-:-� -,rte--�--•-
Maximum:Reactions •.UnfacCon3d='i� t.y$lk��
.' _.
Note: Only non-zero reactions are listed .
' X-X Axis Reaction
Y-Y Axis Reaction
Axial Reaction '
Load Combination@Base @ Top .
@ Base @ Top ,
@ Base `
a
D 0* k
k
4.222 k ,
.;-Maximum Deflections, for :Load Combinations� Unfactoied Loads .,
: Load Combination Max. X-X Deflection Distance
Max, Y-Y Deflection Distance
=
t D Only 0.0000 in 0.000 ft
0.000 • in 0.000 ft
F
x` Steel Section Pio_ perttesa HSS 1.900X0.145
Depth = • 1.900 in I xx =
0.29 W4 J j . _ _
0.586 inI4 ..
• _ 'r ;_ �. / S xx .. w =
0.31 inA3 ' •} s
` �/ •.
.' Diameter : - = 1,900 in R xx -
0.626 in
1 Wall Thick J = 0.145 in zx : =
0.421 in A3: �"
' r 1 • . : `
' Area = 0.749 in"2 I yy _'
0.293 in"4 C =
0.617 in A3
Weght = 2.720 pll S yy =
0.309 in"3
•^.t
Ryy =
0.626 in ,.
'
Ycg _ 0.000 in , '`,
l . { •
` ,�
. ,
1 I 1.90in Loads are total entered value. Arrows do not reflect absolute direction.
a' • 1 _
.' , •' •fit, - • r , , r`. •, - ��� $ � y ., ,'
Norman Scheel
Structural Engineer
5022 Sunrise Boulevard
Fair Oaks, CA 95628'
(916)536-9585
Steel�Column�
Project Title: 200 Series Ground Mount z• '
Engineer. Project ID: 12065 1
Project Descr:
Printed: 9 JAN 2014110:06AM
✓ . : _ s r'%, FI0 = GVobfiles1120651Enerea1c112065;eti6 '
.a ° �H v Ys ENERCA.LC `INC :1883 2013 VBuOd 613b 31, Ver 6.13.8:31
"
Description: Brace C
0.998
PASS
Cod Re eferences _ ¢• :; ,.
0.000
PASS
Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-10
`
Load Combinations Used: 2006 IBC & ASCE 7-05
PASS
0.00 ft
t9Geneoml,lnformationl�„
PASS
0.00 ft
Steel Section Name : HSS 1.900X0.145
0.998
Overall Column Height 11.310 it
Analysis Method : Allowable Strength
0.000
Top & Bottom Fixity Top & Bottom Pinned
Steel Stress Grade A-36, Carbon Steel, Fy = 36 ksi
Brace condition for deflection (budding) along columns:
Fy : Steel Yield 36.0 ksi
X -X (width) axis:
E : Elastic Bending Modulus 29,000.0 ksi
0.000
Unbraced Length for X -X Axis budding = 8.5 fl, K =1.0
' Load Combination: 2006 IBC & ASCE 7-05
Y -Y (depth) axis
0.998 '
PASS
Unbraoed Length for Y -Y Axis budding = 8.5 it. K =1.0 1
,JApplied LoadS}� �' �4 "< ". L �";;°� ,•> ` �`� �_t -
PASS
Service loads entered. Load Factors will be applied for calculations.
' Column self weight included: 30.767 lbsDead Load Factor
0.998
PASS
AXIAL LOADS ...
0.000
PASS
Axial Load at 11.310 ft, D = 4.20 k
+D+W+H
0.998
• DESIGN:SUMMARY,v 4g �° ..�� , `� ;¢k
0.00 ft
0.000
` Bending & Shear Check Results
0.00 ft
+D+0.70E+H
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 of maxabove base
0.0 ft
Bottom along X X 0.0 k
• .. At maximum location values are ...
0.000
Top along Y -Y 0.0 k
Pa: Axial
4.231 k
Bottom along Y -Y 0.0 k
Pn I Omega: Ailowable
4.240 k
0.000
Ma -x: Applied
0.0 k$
Maximum SERVICE Load Deflections....
Mn -x I Omega : Allowable
0.7563 k -ft
Along Y -Y 0.0 in at O.Oft above base
_
PASS
for load combination
Ma -y :Applied
0.0 k -ft
PASS
Mn -y / Omega: Allowable
0.7563 k -ft
Along X -X 0.0 in at O.Oft above base
0.00 ft
+0.60D+W+H
for load combination
' PASS Maximum Shear Stress Ratio =
0.0 :1
"
{ Load Combination
0.00 ft
• - +0.60D+0.70E+H
Location of maxabove base 0.0 ft
At maximum location values are ...
V : Applied 0.0 k - -� c®
Vn I Omega :Allowable 0.0 k • ,
• Load Combination
Maximum Axial + Bending Stress Ratios
Stress Ratio Status Location
Maximum Shear Ratios U v
Rfmcc Ratin Stafilc I nraKnn r
D Only
0.998
PASS
0.00 It
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 ft
+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
PASS
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 ft
0.000
PASS
0.00 ft
+D+0.750Lr+0.750L+0.750W+H
0.998
PASS
0.00 It
0.000
PASS
0.00 ft
+D+0.750L+0.750S+0.750W+H
0.998
PASS
0.00 It
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 Ground Mount
~
Structural Engineer
Engineer.
Project ID: 12065,
5022 Sunrise Boulevard
Project Descx:
w
Fair Oaks, CA 95628
' (916)536-9585
Printed: 9 JAN 2014, 10:06AM
•,��
Steel Column r„+t>�+ �' ��
°� �.w • "7,k e_ ,EPIF�iCALCrINC.t9832013;Budd:&13.831;
Ft G.
=:G:Uobfiles1120651Elrercelc112065:ec6
.
Ver 6.13:8.31 '
1
• Description: Brace C
MaximumRe'actions=;Urifactored 2��F`
Note: Only non-zero reactions are listed.
X-X Axis Reaction •
Y-Y Axis Reaction '
Axial Reaction e ,
Load Combination @ Base @ Top
@ Base @ Top
@ Base
D Only k
k
4.231 k
;Maxunum;Deflectons for:Coad Combinations ;lJnfataored>Loads..fi;;
,
Load Combination Max. X-X Deflection _ Distance
Max. Y-Y Deflection
Distance
D Only 0.0000 in 0.000 It
0.000 . in
0.000 It
'Steel Section Propefi�es�: ;, J 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
r '
' • Diameter = 1.900 in R xx =
0.626 in
Wall Thick = 0.145 in ZX =
0.421 in"3
Area = 0.749 in"2 Iyy =
0.293 in"4
C =
0.617 in"3
Weight n = 2.720 pH S yy =
0.309 in"3
'
R yy' , =
0.626 in
Ycg _ . 0.000 in
Norman Scheel Project Title: 200 Series Ground Mount • ,
Structural Engineer Engineer. Project ID 12065. , k
' 5022 Sunrise Boulevard Protect Descr
Fair Oaks, CA 95628 "
y ' (916) 536-9585
Printed: 9 JAN 2014, 10:O6AM
yGUo,6fies1120851E11erce1C112065ei6'
Steel Column y k F -
� ., �. . s � .v,.:..u, , . ,,.���.,'�`;m �� .. :#' ..� :��, s, � .,:?��• . , � C ., ;',„�� k ��,,��`,' .r � ENERCALC INC. 1983-2013, Bufld.6.13.8.31'; Ver.6.13.831 P I.
KW -06002320 Licensee NORMAN
Description: Brace D
Code References w ,
Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-10
Load Combinations Used: 2006 IBC & ASCE 7-05
General.lfiformation >*:•
Steel Section Name: HSS 1.900X0.145 - Overall Column Height 8.060 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 budding = 8.5 ft, K =1.0
Load Combination : 2006 IBC & ASCE 7-05 s Y -Y (depth) axis: '
Unbraced Length for Y -Y Axis budding = 8.5 it, K =1.0 ,
AppliService loads entered. Load Factors will be applied for calculations.
Column self weight included: 21.926 lbs Dead Load Factor • -
AXIAL LOADS ...
Axial Load at 8.060 It, D = 4.20 k r
rTDESIGN$UMMA'RY T• .3 s '7 '
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
u 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 a 4.222 k Bottom along Y -Y 0.0 k
Pn / Omega : Allowable 4.240 k i x
' Ma -x : Applied 0.0 k ft Maximum SERVICE Load Deflections ...
Mn -x / Omega : Allowable 0.7563 k -ft Along Y -Y 0.0 in at 1 - O.Oft above base ;
Ma -y :Applied 0.0 k -ft for load combination :. r
Mn -y / 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 = 10.0 :1
Load Combination
Location of maxabove base �^ 0.0 ft '
At maximum location values are ... " r
Va : Applied 0.0 k
Vn / Omega: Alktwable 0.0 k
FRI
LoadCorribinal:16 Results._
Maximum Axial + Bending Stress Ratios Maximum Shear Ratios
Load Combination • Stress Ratio Status Location Stress Ratio Status Location
D Only 0.996 PASS 0.00 It 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 r 0.996 PASS 0.00 It 0.000 PASS 0.00 It
• +D+0.750L+0.750S+H 0.996. PASS 0.00 ft 0.000 PASS 0.00 ft w ®�
+D+W+H 0.996 PASS 0.00 ft 0.000 PASS O.00 ft
+D+0.70E+H 0.996. PASS 0.00 ft 0.000 PASS 0-'W ft
+D+0.750Lr+0.750L+0.750W+H0.996 PASS 0.00 ft 0.000 PASS O:OOo-ft�, �®
+D+0.750L+0.750S+0.750W+H . 0.996 PASS 0.00 ft 0.000 PASS 010Q ft
+D+0.750Lr+0.750L+0.5250E+H 0.996 PASS ' 0.00 It 0.000 PASS 0:00 �ft
" +D+0.750L+0.750S+0.5250E+H 0.996 PASS 0.00 It 0.000 PASS 0.00 ft
+0.60D+W+H 0.597'. -PASS 0.00 ft 0.000 PASS 0.00 it '
+0.60D+0.70E+H 0.597. PASS 0.00 ft 0.000 PASS 0.00 It '
' - '
� -
r �
y yf rl �, F . • Y f,'. , -
+ v '
,
a • ,, • .+ - �rt,. ., }
...
Norman Scheel �, ,:
Project Title:
200 Series Ground Mount
Structural Engineer
Engineer.
- Project ID::,. 12065`,
5022 Sunrise Boulevard
Project Desa:
, , -
r4
+
Fair Oaks, CA 95628 •
„
'•(916) 536-9585.
•, a
Punted: 9 JAN 2014 10 06AM
• a �:g�.`�p�2hG�� 3y.' "'
i
-.
ENERCAL'C, INC: 1983.2013; auat1.6.13.8.31; Ver8.13.8.31
r.rr
Licensee: NORMAN
reti
"
Description: Brace D
.
1..
a
F- Im xi6d-M•ReactiOtit='Unfact.rY
Note: Only non -zero reactions are listed
X -X Axis Reaction
Y -Y Axis Reaction Axial Reaction J,
,
•` Load Combination @ Base @ Top
@ Base
®Top . , @ Base
z
DO* It
it 4.222 k
' Combinations Loads
Maxiliiu flectionsfokl'oad ;-'Unfactored
f r = " Load Combination Max. X -X Deflection , Distance
Max. Y -Y Deflection Distanoe _
" . D Only 0.0000 in 0.000, ft
0.000
in 0.000 ft
}
' v�
.� �, Steel'Section Properties, ", ; HSS 1.900X0.145
Depth ; . _, 1.900 In I xx =
0.29 inA4
J = '0.586 inA4
' • -
u= ,. S xx 1. =
0.31 inA3
Diameter = 1.900 in R xx - _ , .
0.626 in
Wall Thick ; i'' = 0.145 in Zx =
0.421 inA3
+
-
', r; Area _ 0.749 inA2 I Yy a =
0.293 inA4
"C ` _ 0.617 inA3
.$
Weghl = 2.720 Dtl S yy °
0.309 inA3
" - ,� ' • •, y
+ R yy _ =
0.626 in
1
' .. �• ' , '
_
. a '
`r - � , is
, '
Ycg = 0.000 in
40
dad 1 ,
IL
�, 1.90in + Loads are total entered value. Arrows do not reflect absolute direction.
Norman Scheel
Project Title: 200 Series Ground Mount
L '
Structural Engineer
Engineer:
Project ID: 12065 ;
.5022 Sunrise Boulevard
Project Descr
i Fair Oaks, CA 95628
(916) 536-9585
'
'
Pdnled: 9 JAN 2014, 10:07AM
p c z :.vg1 �- �xr s f' t s' lhscx t r or i fllO=G.UOb61CS1120851FJICfCa1C�12065@C6
Steel Columns r} :,
*`-
4 V. _+gra ENERCALC, INC. 19834013:
Build 8.13.8.31, Ver 8.13.8,31,.E
0.8�0NORMAN
Description: Brace E
Code References ,�. r s
Calculations per RISC 360-05, IBC 2009, CBC 2010,
ASCE 7-10 .,
Load Combinations Used: 2006 IBC & ASCE 7-05
Steel Section Name: HSS 1.900X0.145
Overall Column Height
9.360 it
Analysis Method : Allowable Strength
Top & Bottom Fixity Top & Bottom Pinned
Steel Stress Grade A-36, Carbon Steel, Fy = 36
ksi Brace condition for deflection (budding) 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 budding = 8.5 ft, K =1.0
' Load Combination: 2006 IBC & ASCE 7-05
Y -Y (depth) axis:
Un raoed Length for Y -Y Axis budding = 8.5!1, K =1.0
.
Applied'LOads .7_777577177`
Service loads entered. Load Factors willbe'applied
for calculations.
Column self weight included: 25.463 lbsDead Load Factor
AXIAL LOADS ...
,
Axial Load at 9.360 it, D = 4.20 k
4 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 maxabove base
0.0 It 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$ 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 -y / Omega: Allowable
0.7563 k -ft Along X -X 0.0 in at'
O.Oft above base
for load combination : t
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 I Omega: Allowable
0.0 k
t
.Load.C6mbinat1jF esults
r Maximum Axial + Bending Stress Ratios Maximum Shear Ratios
'
Load Combination Stress Ratio
Status Location Strew Ratio Status Location
D Only - 0.996
PASS 0.00 It 0.000 PASS
0.00 It
+D+L+H 0.996
PASS 0.00 It 0.000 PASS
0.00 It
+D+Lr+H 0.996
PASS 0.00 it 0.000 PASS
0.00 ft '
+D+S+H 0.996
PASS 0.00 it 0.000 PASS
0.00 It
+D+0.750Lr+0.750L+H 0.996
PASS 0.00 It 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 it 0.000 PASS
0.00 ft
` +D+0.70E+H 0.996
+D+0.750Lr+0.750L+0.750W+H 0.996
.PASS 0.00 ft 0.000 PASS
PASS • 0.00 ft 0.000 PASS -
0.00 ft
0.00 ft
+D+0.750L+0.750S+0.750W+H 0.996
+D+0.750Lr+0.750L+0.5250E+H 0.996
PASS 0.00 ft 0.000 PASS
PASS 0.00 it 0.000 PASS
0.00 ft�G G® `�,5`�
0.001
+D+0.750L+0.750S+0.5250E+H 0.996
PASS 0.00 ft 0.000 PASS
0.00 ft `V��Q
+0.60D+W+H 0.598
+0.60D+0.70E+H 0.598 `
PASS 0.00 it 0.000 PASS
PASS 0.00 it - 0.000 PASS
O.00,tft� Q
z
*? Norman Scheel - Project Tide: 200 Series Ground Mount
x Structural Engineer Engineer. Project ID: 12065 4 •�, ' ' ,
s! 5022 Sunrise Boulevard Project Desa - - "•n i ` ,
Fair Oaks, CA 95628- +,4. `}
'(916) 536-9585 a
Printed: 9 AN 2014,10:07AM
44A;r Fid -GU obfiles11206WAiceld�120¢5,ec6 '• ;�
St@@� Columns r �' � ` N. ENERCALC„INC..;19812013,B61d.6:13.8.31 Ver6.13:8.31
Description : Brace E -”
'IM aximumRe'actions Unfactored,.:..' • Note: Only non -zero reactions are listed.
-'} X -X Abs Reaction Y -Y Axis Reaction Axial Reaction .. '
Load Combination @ Base @ Top . @ Base @ Top @ Base
D Only k k 4.225 k
Maximum D®flections for:Load :Combieations , .. Wictored';Loads,,:
Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance :
D Only 0.0000 in 0.000 It 0.000 in 0.000 It
_, a Steel Section.Properties.•l` _ ., HSS 1.900X0.145 '
Depth = 1.900 in I xx = 0.29 inA4 - J = 0.586 inA4
r S xx' ' = 0.31 inA3
Diameter= 1.900 in R xx = 0.626 in 1 i
-,Wall Thick = 0.145 in zx = . 0.421 inA3
Area = t 0.749 inA2 I yy = 0.293 inA4 C = 0.617 in' -3 i
ti Weght 74'`: _ 2.720 plf S yy _ 0.309 inA3 i 1 . • A
' L R yy = . 0.626 in • .. t� .
Ycg 1 * = 0.000 in ,
1•. •,
11
11 , f } t
t' 4 1.90m ' , Loads are total entered value. Arrows do not reflect absolute direction. ,
- 7,-. , _ �' - ` ' r � ' ` •� any t ..-i \. ll, ..
• - ri _ ..
Norman Scheel Project Title: 200 Series Ground Mount '
Structural Engineer Engineer. Project ID: 12065
5022 Sunrise Boulevard Project Descr:
Fair Oaks, CA 95628
(916) 536.9585
Printed: 9 JAN 2014, 10:07AM
Steel Column n1>>t
ENERCALC INC. 1983.2013, BuOd 8.13.8.31; Ver.6.13.8:3Y , .:
0.00NORMAN
Description : Brace F
� Code. References:' � �":-+ � ,�d�•. ti " , � ;_" - 1
Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-10
Load Combinations Used: 2006 IBC & ASCE 7-05 '
Steel Section Name: HSS 1.900X0.145 Overall Column Height 5.060 It
Analysis Method: Allowable Strength Top & Bottom Fixity Top & Bottom Pinned
Steel Stress Grade A-36, Carbon Steel, Fy = 36 ksi Brace condition for deflection (budding) 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 budding = 8.5 ft, K =1.0
Load Combination : 2006 IBC & ASCE 7-05 Y -Y (depth) axis :
Unbraced Length for Y -Y Axis budding = 8.5 it K =1.0
A -pp lied,L ads. : .,,.M,�rk"e -x ve Service loads entered. Load Factors will be applied for calculations.
Column self weight included :13.765 lbs " Dead Load Factor
AXIAL LOADS ...
Axial Load at 5.060 ft, D = 4.20 k
FLIESIGNSUMM.ARY&u.�,. R`�� .u`
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 of maxabove 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 4.214 k Bottom along Y -Y 0.0 k'
Pn I Omega: Allowable 4.240 k
Max :Applied 0.0 kit Maximum SERVICE Load Deflections.,..
Mn -x I Omega : Allowable 0.7563 k -ft Along Y -Y 0.0 in at O.Oft above base
Ma -y: Applied 0.0 k -ft for load combination
' 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 maxabove base 0.0 ft
At maxdmum location values are ...
Va : Applied 0.0 k -
Vn I Omega: Allowable 0.0 k ti
o
LoadCombinatloq Resins'
Maximum Axial + Bending 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 It 0.000 PASS0.00 ft
+D+Lr+H 0.994 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+S+H' 0.994 PASS 0.00 ft 0.000 PASS 0.00 ft r
+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 PASS 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 fti ® J
+0.60D+W+H , 0.596 PASS 0.00 ft 0.000 PASS -0.00 ft
+0.60D+0.70E+H 0.596 PASS 0.00 ft 0.000 PASS 0.00 ft
k t.
t. 0
to
41
-i +'.• ', • � .. - ` � • fir. F - A ' y { t �f , '. t •`.• • r � � 1
r' 1.90in r' Loads are total entered value. Arrows do not reflect absolute direction. 5 a.
' J.. a .. „ +r.: +` r e . - ,• . , � ,' • r '. - .,�y' -� 1
- ..` Norman Scheel '.
Project Title: 200 Series Ground Mount r
Structural Engineer
Engineer:
_ . Project ID: , 12065..
" 5022 Sunrise Boulevard ,
Project Desa'
a
• Fair Oaks, CA 95628
(916) 536-9585
,
Printed: 9 JAN 2014,10:07AM
'
, W FN_ G:Uobfdes1120851 i rcale112065 ec
Steei Colulrn�:� � � •n ", yy � SLC, INC 19831(113,Bu(1d:8.13b31;Ver8.13.8.3t
•.
R
KW -06002320
Licensee NORMAN
-r
Description . Brace F
Maxi um m Reactions = lJnfactored r
Note: Only non -zero reactions are listed.
..>
X -X Axis Reaction
Y -Y Axis Reaction
Axial Reatfion ,
c
Load Combination'
@ Base @ Top -
Q Base Q Top
• 't @ Base
D Only
k
k 4.214 k
' • f'Maximum Deflections for'1oad Combinations=U',nfactofed 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
w b, Ste I'WCtion•Properttes %01-w HSS 1.900X0.145
' Depth =
`
1.900 in- I xx . =
029 in^4
J _. 0.586 in14
`
S xx ` `. =
0.31 in^3
•
" Diameter' =
11.900 in R xx • � + =
0.626 in
-
' - ,
' , ` ' • Wall Thick ! ' _
t
0.145 in Zx �' _
0.421 in^3
•�
a •
Area -
0.749 in^2 I yy =
0.293 in^4
C = + _ 0.617 in^3
Weght =
'
2.720 plf S yy =
0.309 in^3
' Vr
R yy _
'0.626 in
J
Ycg ', _
0-000 in
t. 0
to
41
-i +'.• ', • � .. - ` � • fir. F - A ' y { t �f , '. t •`.• • r � � 1
r' 1.90in r' Loads are total entered value. Arrows do not reflect absolute direction. 5 a.
' J.. a .. „ +r.: +` r e . - ,• . , � ,' • r '. - .,�y' -� 1
Norman Scheel
Structural Engineer
5022 Sunrise Boulevard
Fair Oaks, CA 95628 -
�. (916) 536.9585
•� 1
Description: Frame
r -
1 f
1
r •'
Project Title: 200 Series Ground Mount
Engineer. ' Project ID: 12065 , f,
Project Descx: -
1
f � .
1
1
0.0
0.0
Fixed
Fixed
0
2
0.0
3.060
_
0
3
7.310
5.850
0
- , 4
7.310
0.0
Fixed
Fixed
'
0
Members...
`
Member
Property Label
Endpoint Joints
Member
Lenegth
I End Releases
J End Releases
•�
I
Label
I Joint
J Joint
x y
z
x y z
A
Pipet -112 Std
2
4.
7.9251
Fixed Fixed
Fixed
Fixed Fixed Fixed zea,` �� C
B
Pipet -1/2 Std
1
.2
3.0601
Fixed Fixed
Fixed
Fixed Fixed Fixed��` \%
C
Pipet -112 Std
2
3
7.824
Fixed Fixed
Fixed
Fixed Fixed Fixetl� ,
D
Pipet-112'Std
3
4
5.8501
Fixed Fixed
Fixed
Fixed Fixed fined
Member Stress Check Data...
.QV a7 I
'
Member
Unbraced Lengths
Slenderness Factors
RISC Bending & Stability Fac
Ztois;��
•
Label
Lu: z g
Lu: y
K : z
K : y
Cm Cb I " by
T A
7.925
7.925
1.00
1.00
1.000 1.000p���
B
3.060
3.060
1.00
1.00
1.000 1.000`4 a
`C
_
"+ 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
r
Materials...
"
v
Member
Youngs
Density
Thermal
Yleld
Label
ksi
kaf
inldegr
ksi
Default 1.00
0.000
0.000000
1.00
Steel
29.000.00
0.490
0.000650 '
50.00
. ,. Tube
' a 29,000.00
' 0.490 _
0.000650
42.00
Norman Scheel
Extreme Member End Forces
Only Load Combinations giving maximum values are listed
Project Title: 200 Series Ground Mount
• Structural Engineer
Joint Displacements
Engineer:
Project ID: 12065
5022 Sunrise Boulevard
X
Y
Z
Project Desa:
Y Z
Fair Oaks, CA 95628
in
in
Radians
k
(916)536-9585
1
+D+S+H
0.0
0.0
0.000127
0.004783
0.02791-
2
+D+S+H
-.000010
Pmded: 9 JAN 2014,10:0MM
-0.000253
2=D Frame Analyststi,'<
` r
3
=33.20 bfi 9 N20651Enercald12065.ec6
-.0000230
-.0000530
0.000175
�
-0.005292
v
, r . ENERCALC,
INRle
uBd`.8.13.8.31,Ver.6.13.8.31: •
0.0
0.00NORMAN
0.000179
-0.004783
0.03503
1
SCHEEL SE
Description: Frame
0.0
-.000040
0.003241.
1.467 ewe G
2
+D+W+H
Member Sections...
-0.002471
-0.000297 _
-0.01254
'
3
+D+W+H
0.003672
Prop Label
Group Tag
Material
Area
Depth Width
lxx lyy
0.0
0.0
Default -
Group
Tube
- 1.0 in"2
0.0 in 0.0 in
1.0 in -4 1.0 inK4__
0.0
0000020
Pipet -112 Std
Group
Tube
0.750 1n42
1.90 in 1.90 in
0.2930 in"4 0.2930 in"4
-0.000286
B
Joint Loads....
3
+D+0.750L+0.750S+0.750W+H
0.002748
-.0000540
0.000169
0.003241
tz
4 •
+D+0.750L+0.750S+0.750W+H
Load
0.0
0.000157
-0.8286
Load Magnitude
1
2
+0.60D+W+H
+0.60D+W+H
0.0
0.004614 •
-,Joint Label
-.000040 •
-0.000297
Direction
1.467
Dead
Roof Live
Live Snow Seismic
Wind Earth
'0.000166
0.000149
-1.103.
2
Global X
+D+S+H
+D+S+H
1.10 k
+D+S+H
C
2 -
Global Y
0.008252-.
0.004459
1.90 k -
0.009774
-0.01288
Load Combinations...
- +D+S+H
+D+W+H
+D+W+H
+D+W+H
"
Load Combination
D
Group
Self Weight Factors
Load Combination Factors
0.01288
Description
--0.003665
Multiplier
X Y
Dead Roof Live Live
Snow Seismic Wind Earth
+D+W+H
+++
+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
-0.004345
1.0
-1.0
0.60
1.0 1.0 -
Joint Displacements & Reactions by Load Combination:
Extreme Member End Forces
Only Load Combinations giving maximum values are listed
Joint Displacements
Joint Reactions
Joint Label
LoadCombination
X
Y
Z
X
Y Z
Member Label
in
in
Radians
k
k k4t
1
+D+S+H
0.0
0.0
0.000127
0.004783
0.02791-
2
+D+S+H
-.000010
-.0000410
-0.000253
k -ft
3
+D+S+H
-.0000230
-.0000530
0.000175
-0.005292
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 ewe G
2
+D+W+H
0.004614
-0.002471
-0.000297 _
-0.01254
V
3
+D+W+H
0.003672
-.0000550
0.000166®Q�
+D+W+H
+D+S+H
14
+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
B
`V
3
+D+0.750L+0.750S+0.750W+H
0.002748
-.0000540
0.000169
0.003241
tz
4 •
+D+0.750L+0.750S+0.750W+H
0.0
0.0
0.000157
-0.8286
0.3804)
1
2
+0.60D+W+H
+0.60D+W+H
0.0
0.004614 •
0.0
-0.002471
-.000040 •
-0.000297
0.003241
1.467
3
4
+0.60D+W+H
+0.60D+W+H
0.003672
0.0
-.0000550
0.0
'0.000166
0.000149
-1.103.
yy,,
0.4955/
Extreme Member End Forces
Only Load Combinations giving maximum values are listed
Member" 1 " 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
Max
+D+W+H
+D+S+H
+D+S+H
+D+S+H
+D+W+H
+D+S+H
A
-0.002517
'0.008435
0.005459-1.196
•
0.009746
-0.01254
• Min
+D+S+H
+D+W+H
+D+W+H
+D+W+H
+D+S+H
+D+W+H
B
1.467
-0.003241-
0.0
-0.02010
0.004783
-0.009918
Max
+D+W+H
+D+W+H
+D+W+H
+D+S+H
+D+S+H
+D+W+H
B
0.02791
-0.004783
' 0.0
-1.460
0.003241
-0.01464
' Min
+D+S+H
+D+S+H
+D+S+H
+D+W+H
+D+W+H
+D+S+H
C
0.00780
0.008882
0.007191
-0.000192.
0.01040.
-0.01068
Max
+D+W+H
+D+S+H r
+D+S+H
+D+S+H
+D+W+H
+D+S+H
C
0.007312
0.008252-.
0.004459
-0.000680
0.009774
-0.01288
Min
- +D+S+H
+D+W+H
+D+W+H
+D+W+H
+D+S+H
+D+W+H
D
0.009478
0.004345
0.01288
-0.02399
--0.003665
0.01254
Max
•+D+W+H
+D+W+H
+D+W+H
+D+S+H
+D+S+H
+D+W+H
D
0.009063
0.003665 •-
, 0.01068
-0.02441
-0.004345
0.01076
Min
. +D+S+H
+D+S+H'
+D+S+H
+D+W+H
+D+W+H
+D+S+H
t
Norman Scheel
Structural Engineer
5022 Sunrise Boulevard
Fair Oaks, CA 95628
(916)536-9585
Description :
Frame
Dist from 9" Joint
Extreme Member Forces
0.0 It
Mmbr Label
Axial
A
0.002517k
Max
-0.01022 k
+D+W+H
-1.196k
Min
7.925 ft
B
-0.02010k
Max
+D+W+H
-1.467k
Min
-0.004783 k
C
-0.000192k
Max
+D+S+H
3.060 ft
-0.00780k
Min
0.0 ft
D
-0.009063k
Max
0.0 ft
0.0k -ft
-0.02441 k
Min
+D+W+H
Project Title: 200 Series Ground Mount
Engineer. Project ID: 12065
Project Descx:
Dist from "I" Joint
Moment
Dist from 9" Joint
Dist from "I" Joint
0.0 It
0.01250-11
0.0 It
7.925 ft
+D+S+H
MaterialLoad
-0.01022 k
+D+W+H
7.925 ft
7.925 ft
-0.009651 k -ft
-0.003241 k
3.558 ft
+D+W+H
+D+W+H
+D+W+H
-0.004783 k
3.060 ft
0.01464 k -ft
+D+S+H
3.060 ft
+D+S+H
0.0 ft
+D+S+H
+D+S+H
0.0 ft
0.0k -ft
7.824 It
0.0 ft
+D+W+H
0.004345 k
+D+S+H
0.0 ft
7.824 ft
0.01288k -ft
0.003665 k
7.824 ft
+D+S+H
+D+S+H
+D+W+H
0.0 It
-0.009816 k -ft
3.513 It
+D+W+H
+D+W+H
0.0 It
0.01288k -ft
0.0 ft
+D+S+H
+D+W+H
5.850 ft
-0.01254k-ft
5.850 ft
+D+W+H
+D+W+H
ng maximum vawes are ustea
Checks...
Shear
Dist from "I" Joint
0.008910 k
Max. Axial + Bending Stress Ratios
0.0 It
Label
+D+S+H
MaterialLoad
-0.01022 k
I Load Combination Ratio Status Dist (1t)
7.925 ft
+D+W+H
-0.003241 k
0.0 ft
+D+W+H
-0.004783 k
0.0 ft
+D+S+H
0.008882 k
0.0 ft
+D+S+H
-0.01040 k
7.824 It
+D+W+H
0.004345 k
0.0 ft
+D+W+H
0.003665 k
0.0 ft
+D+S+H
Member Stress
Checks...
Member
Section
Max. Axial + Bending Stress Ratios
Max. Shear Stress Ratios
Label
Label
MaterialLoad
Combination Ratio Status Dist (ft)
I Load Combination Ratio Status Dist (1t)
A Group Steel +u+W+n
B Group Steel +D+W+H
C Group Steel +D+W+H
D Group Steel +D+W+H
0.245 FAbb 6.4/+u+W+ti
0.096 PASS 0.00 +D+S+H
0.015 PASS 7.82 +D+W+H
0.016 PASS 5.85 +D+W+H
U.uu2 YAbb I.Vz
0.001 PASS 0.00
0.002 PASS 7.82
0.001 PASS 0.00
ya
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Series 200.:.
Structural Report and Calculations i
P u"in..��.
Appendix A: ASCE-2010 to 2005 conversion sheet
The 200 Series report's results have been calculated according to the ASCE-2010 guidelines. If
the results would rather be examined in terms of the ASCE-2005 codes, the following conversions
must be applied for the two codes' results to be of equivalence.
This appendix also applies for converting to different years for IBC codes. For 2006 and 2009
IBC, use the ASCE-2005 codes, and for the 2012 and 2015 IBC, use the ASCE-2010 codes.
Factors specific to this report
1) The ground -mounted solar panels are in terms of Risk Category I
2) The importance factor for the ASCE-2005 code is I =.77
3) The ASCE-2010 code has no importance factor for the wind loads
4) The snow load's importance factor remains the same for both the 2005 and 2010 codes
5) Thus, calculations that utilize wind loads are the ONLY ones that need conversions
Velocity Equivalence (mph)
V3 -sem ASCE7-05
Vwc ASCE?-10
85
100
90
116
100
129
110
142
120
155
130
168
140
181
150
194
The following velocities listed in the graph refer to some V2005 being equal to some V2oio. In other
words, use the following velocities in accordance with either ASCE-2005 or ASCE-2010.
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