SOLAR-0769-2018TOWN OF QUEENSBURY
742 Bay Road, Queensbury, NY 12804-5904 (518) 761-8201
Community Development - Building & Codes (518) 761-8256
CERTIFICATE OF COMPLIANCE
Permit Number: SOLAR-0769-2018 Date Issued: Tuesday, March 26, 2019
This is to certify that work requested to be done as shown by Permit Number
has been completed.
SOLAR-0769-2018
Tax Map Number:
Location:
Owner:
290.9-1-3
189 ROCKWELL RD
MICHAEL FINKOWSKI
Applicant:Solar Liberty Energy Systems Inc
This structure may be occupied as a: Ground-Mounted Solar Panel Installation
By Order of Town Board
TOWN OF QUEENSBURY
Issuance of this Certificate of Compliance DOES NOT relieve the
property owner of the responsibility for compliance with Site Plan,
Variance, or other issues and conditions as a result of approvals by the
Planning Board or Zoning Board of Appeals.
Director of Building & Code Enforcement
TOWN OF QUEENSBURY
742 Bay Road,Queensbury,NY 12804-5904 (518)761-8201
Community Development- Building& Codes (518) 761-8256
BUILDING PERMIT
Permit Number: SOLAR-0769-2018
Tax Map No: 290.9-1-3
Permission is hereby granted to: MICHAEL FINKOWSKI
For property located at: 189 ROCKWELL RD
In the Town of Queensbury,to construct or place at the above location in accordance with application together
with plot plans and other information hereto filed and approved and in compliance with the NYS Uniform
Building Codes and the Queensbury Zoning Ordinance
Type of Construction
Owner Name: MICHAEL FINKOWSKI Solar Panel-Residential $49,600.00
Owner Address: 189 Rockwell DR Total Value $49,600.00
Queensbury,NY 12804
Contractor or Builder's Name/Address Electrical Inspection Agency
Solar Liberty Energy Systems Inc
6500 Sheridan DR,Suite 120
Buffalo,NY 14221
Plans& Specifications
Ground-Mounted Solar Panel Installation
$ 75.00 PERMIT FEE PAID -THIS PERMIT EXPIRES: Monday, February 17, 2020
(If a longer period is required,an application for an extension must be made to the code Enforcement Officer
of the Town of Queensbury before the expiration date.)
Dated at the Town of Queensbury; Friday, February 15,2019
SIGNED BY: r—S_Daj9 for the Town of Queensbury.
Director of Building&Code Enforcement
Office Use Only
Permit#: 0'}(g - ZelB
-�. Fee: $ .D
742 Bay Road, Queensbury, NY 12804 Invoice#: Ita P: 518-761-8256 www.queensbury.net
SOLAR PANEL PERMIT APPLICATION
• Property Owner(s):
Name(s): Michael Finkowski
Mailing Address, C/S/Z: 189 Rockwell Road Queensbury, NY 12804
Cell Phone: _( ) Land Line: _( ) 518 791 6620
Email: mfinkowski@roadrunner.com
Project Address: 189 Rockwell Road Queensbury, NY 12804
Section Block Lot:
Existing Use: l Single Family 0 2-4 Family 0 Commercial 0 Other:
• Solar Contractor:
Business Name: Solar Liberty Energy Systems, Inc.
Contact Name: Kelli Wilson
Mailing Address, C/S/Z: 6500 Sheridan Drive Suite 120 Buffalo, NY 14221
Cell Phone: _( ) Land Line: _( ) 716 634 3780
Email: kelli.wilson@solarliherty.com
• Electrical Contractor:
Business Name: D E ID E u v
IE 'b•\
Contact Name: FEB 12 2019
Mailing Address, C/S/Z: L ""�
Cell Phone: _( ) Land Line: _( )RY
Email:
Contact Person for Building & Code Compliance:
Cell Phone: ( ) Land Line: (
Email:
Solar Panel Application Revised December 2017
INSPECTION WORKSHEET (BINS-001600-2019)
Town of Queensbury - Building and Codes - Fire Marshal
742 Bay Road - (518) 761-8256 Building (518) 761-8206 Fire Marshal
Case Number:SOLAR-0769-2018 Case Module:Permit
Inspection Date:Tue Mar 26, 2019 Inspection Status:Passed
Inspector:Mark Smith Inspection Type:Solar Panel System
Job Address:Parcel Number:189 ROCKWELL RD
Queensbury, NY 12804
290.9-1-3
Contact Type Company Name Name
Granted Permission FINKOWSKI, MICHAEL
Contractor Solar Liberty Energy Systems Inc
Applicant Solar Liberty Energy Systems Inc
Primary Owner FINKOWSKI, MICHAEL
Checklist Item Passed Comments
Placement of Panels YES Ground mounted system in the front left side yard
Building Inspector Notes YES Ground mounted system, inverters in the basement and
garage.
Mar 26, 2019 Page (1)
Smith, Mark (Inspector)
Estimated cost of construction: $ 49,600
Total System Capacity Rating (sum of all panels):
Solar PV System: 21 .6 kW DC
Select System Configuration:
® Supply side connection with micro inverters
❑ Supply side connection with DC optimizers
❑ Supply side connection with string inverter
❑ Load side connection with DC optimizers
❑ Load side connection with micro inverters
❑ Load side connection with string inverter
Please sign below to affirm that all answers are correct and that you have met all the
conditions and requirements to submit a unified solar permit.
+ iglibrk Nov 18,2018
w.chat Fcokowski(Nov 18,2018)
Homeowner's Signature Date
Solar Co. Representative Signature Date
Solar Panel Application Revised December 2017
INSPECTION WORKSHEET (BINS-001600-2019)
Town of Queensbury - Building and Codes - Fire Marshal
742 Bay Road - (518) 761-8256 Building (518) 761-8206 Fire Marshal
Case Number:SOLAR-0769-2018 Case Module:Permit
Inspection Date:Tue Mar 26, 2019 Inspection Status:Passed
Inspector:Mark Smith Inspection Type:Solar Panel System
Job Address:Parcel Number:189 ROCKWELL RD
Queensbury, NY 12804
290.9-1-3
Contact Type Company Name Name
Granted Permission FINKOWSKI, MICHAEL
Contractor Solar Liberty Energy Systems Inc
Applicant Solar Liberty Energy Systems Inc
Primary Owner FINKOWSKI, MICHAEL
Checklist Item Passed Comments
Placement of Panels YES Ground mounted system in the front left side yard
Building Inspector Notes YES Ground mounted system, inverters in the basement and
garage.
Mar 26, 2019 Page (1)
Smith, Mark (Inspector)
V)
soIar 5EcEllwER cr.
P li FEB 1 1 2019 L.L 1
Single Phase Inverter F—
�OWN OF QUEENS3URY
with HD-Wave Technology BUILDING&CODES OC
for North America I I I
SE3000H-US / SE3800H-US / SE5000H-US / >
SE6000H-US / SE7600H-US / SE10000H-US
'�
si,i4 f, g "' ., : ?4, A "fix`
i :I76+,.-.- ;. .. "_ ter. _' ,.x '-� --I—Az'n .
,, r. solar= ....HD r,
s
'a
. 4 0 solar : ,,,, ),',,
,w e,te,
f,; s -r, d Vears
TEEM Wa'3""' CO
JITAITE;. +aa,ana� Q -D
:3 . C
••••
Q CD
4
• . . . Q C
o - o cogs
o • —
• M (n V RI
♦ Ur • • •en 0Y cG L-
o) .T co O
(NI LL r- V)
Optimized installation with HD-Wave technology
ir Specifically designed to work with power optimizers
Record-breaking efficiency
SW Fixed voltage inverter for longer strings
SW Integrated arc fault protection and rapid shutdown for NEC 2014 and 2017,per article 690.11 and 690.12
SW UL1741 SA certified,for CPUC Rule 21 grid compliance
SW Extremely small
— High reliability without any electrolytic capacitors lijil,-..mil rtia
— Built-in module-level monitoring III01[Itli1/ 1111160
— Outdoor and indoor installation waves
• Optional:Revenue grade data,ANSI C12.20 Class 0.5(0.5%accuracy)
www.solaredge.us
solar - • . mIr Single Phase Inverter
with HD-Wave Technology for North America
SE3000H-US I SE3800H-US I SE5000H-US
SE6000H-US/ SE7600H-US I SE10000H-US
SE3000H-US SE3800H-US SE5000H-US SE6000H-US SE7600H-US SE10000H-US
OUTPUT
3800 @ 240V 6000 @ 240V ' ;
Rated AC Power Output 3000 5000 7600 10000 VA
3300 Q 208V 5000 e 208V
3800 @ 240V 1 6000 @ 240V
Max.AC Power Output 3000 5000 7600 10000 VA
3300 @ 208V 1 5000 @ 208V
AC Output Voltage Min.-Nom.-Max.(183-208-229) . V - I
I .4 - - Vac
AC Output Voltage Min.-Nom.-Max.(211-240-264) ' V V / I V V V Vac
AC Frequency(Nominal) 59.3-60-60.5(" Hz
Maximum Continuous Output Current 208V - 16 - I 24 - - A
Maximum Continuous Output Current9240V 12.5 16 21 I 25 32 42 A
GFDI Threshold 1 A
Utility Monitoring,Islanding Protection,Country
Configurable Thresholds Yes
INPUT
Maximum DC Power 4650 : 5900 I 7750 1 9300 I 11800 I 15500 W
Transformer-less,Ungrounded Yes
Maximum Input Voltage 480 Vdc
Nominal DC Input Voltage . 380
1 400 Vdc
Maximum Input Current 208V - 9 - 13.5 - I -
I
1 Maximum Input Current@240V 8.5 J 10.5 13.5 16.5 i 20 27 Adc
Max.Input Short Circuit Current 45 Adc
Reverse-Polarity Protection . Yes
Ground-Fault Isolation Detection 600ku Sensitivity
Maximum Inverter Efficiency 94 99.2 %
CEC Weighted Efficiency 99 %
Nighttime Power Consumption <2.5 W
ADDITIONAL FEATURES
Supported Communication Interfaces RS485,Ethernet,ZigBee(optional),Cellular(optional)
Revenue Grade Data,ANSI C12.20 Optionalm
Rapid Shutdown-NEC 2014 and 2017 690.12 Automatic Rapid Shutdown upon AC Grid Disconnect
STANDARD COMPLIANCE
Safety UL1741,UL1741 SA,UL1699B,CSA C22.2,Canadian AFCI according to T.I.L.M-07
Grid Connection Standards IEEE1547,Rule 21,Rule 14(HI)
Emissions FCC Part 15 Class B
INSTALLATION SPECIFICATIONS
AC Output Conduit Size/AWG Range 3/4"minimum/20-4 AWG
3/4"minimum
DC Input Conduit Size/#of Strings/AWG Range 3/4"minimum/1-2 strings/14-6 AWG /1-3 strings/
14-6 AWG
21.3 x 14.6
Dimensions with Safety Switch(HxWxD) 17.7 x 14.6 x 6.8 /450 x 370 x 174 x 7.3/540 x
mm
370 x 185
Weight with Safety Switch 22/10 I 25.1/11.4 I 26.2/11.9 38.8/17.6 lb/kg
Noise <25 <50 dBA
Cooling Natural Convection Natural convection
Operating Temperature Range -13 to+140/-25 to+600)(-40"F/-40*C option)14) 'F/'C
Protection Rating NEMA 3R(Inverter with Safety Switch)
(,)For other regional settings please contact SolarEdge support
(2'Revenue grade inverter P/N:SExxxxH-US000NNC2
(')For power de-rating information refer to:https://www.solaredge.com/sites/default/files/se-temperature-derating-note-na.pdf
W-40 version P/N:SExxxxH-US000NNU4
CD Ro HS
CO SolarEdge Technologies,Inc.All rights reserved.SOLAREDGE.the SolarEdge logo.OPTIMIZED BY SOLAREDGE
are trademarks or registered trademarks of SolarEdge Technologies.Inc.All other trademarks mentioned herein
are trademarks of their respective owners.Date:05/2018/VO1/ENG NAM.Subject to change without notice.
1111111
SunmoduleY Plus SOLARWORLD
SW 285-300 MONO (33mm frame, 5 busbar) REAL VALUE
i ,
TUV Power controlled: _ -.---^^ '" f
TUVRhNdaud i Lowest measuring tolerance in industry I
ERTIFIEO 1 l
[lI! Every component is tested to meet
3 times IEC requirements
Rf1ABIE 0
T
,......._
, .._.,
_ f.,„ ,
Designed to withstand he v , .
1 L6 � l'J �', ♦ _
accumulations of snow an J I MAX.LOADi
ow Pants pft 0
.
FEB 1 1 2019 J i
I
Sunmodule Plus: TOWN OF OUEENBBURY
O BUILDING&CODES ♦___. T.
Positive performance toter nce -
-0/+S Wp O
' -- -
ZS10 25-year linear performance warranty
and 10-year product warranty
WARRANTY O ;
'� Glass with anti-reflective coating
Anti•ReRectireO .
Coating ..
World-class quality •Qualified,IEC 6121S
•SafetBlowing
tested,!EC si 61730 0 8
v •Blowing sand resistance,IEC 60068 2 68 \
Fully automated production lines and seamless monitoring of the process and mate- E •
•Ammonia resistance,AC 62716
10.1 rial ensure the quality that the company sets as its benchmark for its sites worldwide. •PeriodicIt nspecton'1EC61p1 C us
UL 1703
•Periodic controlled
ion
SolarWorld Plus-Sorting •Po Power
Plus-Sorting guarantees highest system efficiency.SolarWorld only delivers modules ISO9001
that havegreater than or equal to the nameplate ratedpower. ( ( I,_ Li ISO 14001
q P Home Innovation
G85 GREEN CERlfiED_ Certified
25-year linear performance guarantee and extension of product warranty to 10 years
SolarWorld guarantees a maximum performance digression of 0.7%p.a.in the course ovE
of 25 years, a significant added value compared to the two-phase warranties com- nncs
(;) GS
mon in the industry,along with our industry-first 10-year product warranty.*
`in accordance with the applicable SolarWorld Limited Warranty at purchase.
www.solarworIcI.E0m/warranty
ell ■E■
MADE IN
sola rworld.com
IMPORTED COMPONENTS
1111111
Sunmodule Plus SOLARWORLD
SW 285-300 MONO (33mm frame, 5 busbar) E
'. PERFORMANCE UNDER STANDARD TEST CONDITIONS(STCr
SW 285 SW 290 SW 295 SW 300
Maximum power Pm„ 285 Wp 290 Wp 295 Wp 300 Wp
Open circuit voltage V„ 39.7 V 39.9 V 40.0 V 40.1 V
Maximum power point voltage V,„ 31.3 V 31.4 V 31.5 V 31.6 V
Short circuit current Ise 9.84 A 9.97 A 10.10 A 10.23 A
Maximum power point current 1, 9.20 A 9.33 A 9.45 A 9.57 A
Module efficiency q,,. 17.00% 17.30% 17.59% 17.89
•STC:1000W/m,25'C,AM 1.5
PERFORMANCE AT 800 W/M2,NOCT,AM 1.5
SW 285 SW 290 SW 295 SW 300'
Maximum power P, 213.1 Wp 217.1 Wp 220.5 Wp 224.1 Wp
Open circuit voltage V, 36.4 V 36.6 V 36.7 V 36.9 V
I Maximum power point voltage Vop 28.7 V 28.8 V 28.9 V 31.1 V
Short circuit current 1„ 7.96 A 8.06 A 8.17 A 8.27 A
Maximum power point current I oP 7.43 A 7.54 A 7.64 A 7.75 A
Minor reduction in efficiency under partial load conditions at 25°C:at 200 W/m2,100%of the STC efficiency(1000 W/m')is achieved.
*Preliminary values,subject to change.
COMPONENT MATERIALS
I loon w/m'
Cells per module 60 Front Low iron tempered glass
800 W/rn' with ARC(EN 12150)
a I - 60oW m' Cell type Mono crystalline Frame Clear anodized aluminum
/ 5 bus bar
aoo W/m' 6.17 in x 6.17 in
Cell dimensions (156.75 x156.75 mm) Weight 39.7 lbs(18.0 kg)
zoo w/mr THERMAL CHARACTERISTICS ADDITIONAL DATA
too W/m'
NOCT 46*C Power sorting -0 Wp/+5 Wp
Module voltage[VI V TCI,, 0.04%/K 1-Box IP65
37.8(961) TCV, -0.30%/K Connector PV wire per UL4703
with H4 connectors
1 u - TCP, -0.41%/K
4.20
(t405) ,-'-o%H Module fire performance (UL 1703)Type 1
i 4x - Operating temp -40'C to+85'C
_
T - _
7.12 00.26(6.6)
(180.85) PARAMETERS FOR OPTIMAL SYSTEM INTEGRATION
- ' 00.35(9) o
o Maximum system voltage SC Il/NEC 1000 V
0
o Maximum reverse current 25 A
Number of bypass diodes 3
o ° Design loads' Two rail system 113 psf downward,64 psf upward
0
a _J V Design loads' Three rail system 178 psf downward,64 psf upward
Design loads' Edge mounting 178 psf downward,41 psf upward
Please refer to the Sunmodule installation instructions for the details associated with these load cases.
0 o D4310I •Compatible with both"Top-Down"
- e 00.35(9) and"Bottom"mounting methods
oo0o0 1
11.32 •-'-Groundin g Locations:
(287.50) I ,, -4locations along the length of the
module in the extended flange.
1 39.4(1001) I y
1.30(33)
All units provided are imperial.SI units provided in parentheses. ``'
5olarworld AG reserves the right to make specification changes without notice. S W-01-7510 US 07-2015
t
P E P E
STRUCTURAL CALCULATIONS
FOR GROUND-MOUNTED
SOLAR PANEL INSTALLATION
CLIENT
PV Racking Inc.
505 Keystone Road
rr '1) >- E Southampton, PA 18966
Ste'
00
= N f o 1 PROJECT OWNER o irl
Finkowski Residence N c
CO Q- 189 Rockwell Road co 2
Li- z_' Queensbury, NY 12804 9
11
1,-- n 0
,---- , ix c
STRUCTURAL ENGINEER N
a
Richard Grow, P.E. v Ce N
1508 Devereaux Avenue g as c
Philadelphia, PA 19149 M Y =
nt WI
o, oI° a
DATE O c v) 2February 6, 2019 N ii °r-° V)
��ofNEWYO,
k p 0,fok IL
Fi v.,
alit
F.R r1
!./� ice, 2
0878 P 4
PPOFESSO
P E P E
I 3
February 6, 2019
P E
Richard Grow, P.E.
1508 Devereaux Avenue
Philadelphia, PA 19149
Telephone: (267) 423-7099 /Email:richgrowpe@gmail.com
To: Town of Queensbury Department of Buildings & Codes
742 Bay Road
Queensbury, NY 12804
Re: Structural Evaluation and Verification for Installing
Ground Mounted Solar Panel Array System
Project Name: Finkowski Residence
Project Location: 189 Rockwell Road
Queensbury, NY 12804
I have reviewed the PV Racking Ground Mount System Installation Guide instructions
which shall be applied for the solar module installation at the above-referenced residential
property. The Installation Guide consists of the racking components and installation
guidelines for mounting the solar photovoltaic (PV) modules in the configuration drawings
illustrated by PV Racking Inc. All applicable load cases were evaluated in determining the
governing load case. Maximum post (leg) reaction forces represent the highest load
condition seen by any post (leg) in the structure. All posts (legs), diagonal members
(bracing), horizontal beams, and sloped beams use the allowable stress method where the
design verification is based on:
I. ASCE 7-16, Minimum Design Loads for Buildings and Other Structures
American Society of Civil Engineers/Structural Engineering Institute
(ASCE/SEI)—2016
II. Steel Design Manual, 15th Edition, American Institute of Steel Construction
(AISC) - 2017
III. New York State Building Code with 2017 Supplement—International Council of
Building Officials—2018
All structural elements analyzed in the ground-mounted solar panel structure use the
allowable stress design method. Load criteria is established in the structural calculations
and are summarized below:
Risk Category I Design Wind Speed = 105 mph
Exposure Category B Importance Factor= 1 (Category II)
Ground Snow Load = 50 psf Design Dead Load= 5.40 psf(based on total weight)
Governing Load Cases: dead load+ snow load and 60% dead load+ 60% wind load
1
Net design wind pressures were calculated in accordance with ASCE 7-16, Figure 30.7-1,
"Net Wind Pressure Coefficients on Open Buildings with Monoslope, Free Roofs—Open
Buildings". All applicable load cases were evaluated in determining the governing load
case; here it is shown that 60% dead load+ 60% wind load (uplift) and dead load plus snow
load (downward) governs the structural design.
Soil data obtained from Web Soil Survey (http://websoilsurvey.sc.egov.usda.gov) describes
the in-situ subgrade as Oakville loamy fine sand, 3%-8% slopes. A typical profile consists of
8 inches of loamy fine sand, and then followed by a stratum of sand from 8 inches to 60
inches below grade.
The soil designation for the Oakville loamy fine sand as per Soil Classification System is
SM (sandy loam) for all strata and SP (sandy gravel) for all strata except the top stratum.
The parent material is made of sandy eolian, beach ridge or glaciofluvial deposits. On
average, the Oakville loamy fine sand composition is 91% sand, 7% silt, and 2% clay.
The Oakville loamy fine sand is well-drained and the water table is more than 80 inches
below ground. Frost action is low and the soil exhibits a low risk of corrosion to uncoated
steel, and a moderate risk of corrosion to concrete, so using drilled concrete shafts or steel
helical piles are permissible to support the ground mounted solar panel system framing.
I hereby certify that Solarworld DC 300 solar panel modules—model SW DC300, and the
PV Racking ground-mounted racking system assembly, when installed correctly with their
respective product specifications, resist the dead load, snow load and wind uplift load.
From the structural analysis performed based on dead load plus snow load and then dead
load plus wind load, it is determined that the structural framing is designed to carry to
support the solar PV panels attached to the ground mounted steel frame structure based on
the applicable structural design codes adopted by the State of New York.
oaf NEW yo', cerely,
�Q'� Aµ0 C Gip0 4-
r ' %-ocililit a
el
Y 0 .
PFO B :24
• PA'OFESS%
2
loads summary
Dead Load Parameters
length of one solar panel module 1= 5.50 ft Solarworld DC 300 solar modules(length=65.95 in)
width of one solar panel module w= 3.28 ft Solarworld DC 300 solar modules(width=39.37 in)
length of solar panel array L= 39.37 ft L=12w
width of solar panel array B= 10.99 ft B=2 xl
solar panel installation area A= 433 ft2 A=B x L
weight of each solar panel module P= 39.69 lbf Solarworld DC 300 solar modules(weight=23.0 kg)
number of solar panels N= 24 see structural drawings
total weight of solar panels on structure Wp= 952 lbf Wp=N x P
number of"north side"posts NN= 4 see design drawings
number of"south side"posts Ns= 4 see design drawings
height of"north side"posts HN= 6.83 ft see structural drawings(82 in)
height of"south side"posts Hs= 4.00 ft see structural drawings(48 in)
number of diagonal bracing in N-S direction NDB= 4 see structural drawings
spacing of posts in N-S direction SNs= 4.83 ft see structural drawings(58 in)
length of diagonal bracing in N-S direction LDB= 8.37 ft LDB=(SNs2+HNZ)u2
number of inclined beams(span in N-S direction) NIB= 13 see structural drawings
pitch angle of solar array 9= 30° see structural drawings
supported span/center span of inclined beam Les= 5.58 ft see structural drawings(SNs/cos 9)
cantilevered span/overhang span of inclined beam Los= 2.80 ft see structural drawings(33.51 in)
span of inclined beams LIB= 11.18 ft LIB=Los+Los
number of horizontal beams(span in E-W direction) NHB= 2 see structural drawings
span of horizontal beams LHB= 39.37 ft same as length of solar panel area
weight of horizontal members per linear foot wi= 7.31 plf AISC Table 1-11(HSS 5x4x1/8)
weight of inclined members per linear foot w2= 4.75 plf AISC Table 1-11(HSS 4x2x1/8)
weight of steel posts per linear foot w3= 2.72 plf HSS 1-1/2 x 1/8"pipe members
weight of diagonal bracng per linear foot w4= 2.27 plf HSS 1-1/4 x 1/8"pipe members
total weight of aluminum horizontal members WI= 576 lbf WI=wl x NHB x LHB
total weight of aluminum inclined members W2= 691 lbf W2=w2 x NIB x LIB
total weight of steel posts W3= 118 lbf W3=W3 x (NN HN+Ns Hs)
total weight of diagonal bracing W4= 76 lbf W4=w4 x NDB x LDB
total dead load of solar panels and framing D= 2336 lbf D=W f+W2+W3+W4+WP
design dead load for entire ground mount array PDT= 5.40 psf pm= D/A
Wind Load Parameters:
wind exposure category B refer to ASCE-7,sections 26.7-2&26.7-3
design wind speed v= 105 mph ASCE 7-16,Figure 26.5.1A,u.n.o.(category I structure)
elevation factor Kt,= 0.70 ASCE 7-16,Table 30.3-1(height<30 ft)
topographic factor K,,,= 1.00 ASCE 7-16,Figure 26.8-1
directionality factor Ka= 0.85 ASCE 7-16,Table 30.3-1
design wind pressure q,= 16.79 psf q,=0.00256 K1,Kn Kd v2(ASCE 7-16,Equation 30.3-1)
mean roof height h= 5.42 ft from structural drawing,average of 56"&105"
roof dimension parameter a= 3 ft ASCE 7-16,Figure 30.7-1(monosloped roof)
tilt angle/pitch 6= 30° see structural drawings
external net wind pressure coefficient GCN= -2.125 ASCE 7-16,Figure 30.7-1(monosloped roof&G=0.85)
horizontal wind pressure qn= -35.69 psf q,=q,GCN
importance factor Iw= 1.00 Occupancy Category II(wind)
vertical wind pressure(uplift) U= -35.69 psf U=qi,GCN Iw
vertical wind force(uplift) W= -15443 lbf W=U x A
Snow Load Parameters:
snow importance factor I,= 1 ASCE 7-16,Table 1.5.1(Category II)
ground snow load pg= 50 psf ASCE 7-16,Figure 7.2-1,u.n.o.
exposure factor C"= 0.9 ASCE 7-16,Table 7.3-1
thermal factor C,= 1 ASCE 7.16,Table 7.3-2
flat roof snow load pf= 31.5 psf ASCE 7-16,Equation 7.4.1
slope factor C.= 1 ASCE 7-16,Figure 7.4-1(pitch=30°)
design snow load p,= 31.50 psf ASCE 7-16,Equation 7.3-1 (set S=p,for load cases below)
solar panel installation area A= 433 ft2 A=BxL obtained from wind load calculations
weight of snow from design snow load S= 13631 lbf S=p,x A
Allowable Stress Design Load Cases
dead load D 2336 lbf ASD load case 1
dead load+snow load D+S 15968 lbf ASD load case 3(governs)
dead load+45%of wind load+75%of snow load D+0.45W+0.75S 5611 lbf ASD load case 6a
60%dead load+60%of wind uplift 0.6D+0.6W -7864 lbf ASD load case 7
3
PV inclined rail (DL + SL)
uniform dead load-snow load
L2 Li L2
.\
12 12
7 RA Rs 7
Inclined Beam/Rail Span Applied Loads on Inclined Beam/Rail
total inclined beam span L= 11.17 ft sheet 2 of 6 tributary width t= 3.30 ft see sheet 5 of 6 of structural layouts
main span L1= 5.58 ft center span=98.15" design dead load DL= 5.40 psf obtained from loads layout
cantilevered span L2= 2.79 ft L2=(L-LI)/2 design snow load SL= 31.50 psf obtained from loads layout
slope/pitch 0= 30° sheet 2 of 6
Design Uniform Load
uniform dead+snow load WDL+sL= 73.12 plf wDL+sL=(DL+SL)x t
design uniform dead+snow load w= 84.43 plf w=wDL+sL/cos 0
Actual versus Allowable Shear
inclined beam span L= 11.17 ft L=21,+L1
reaction @ short post R1= 471 lbf R1=wL/2
reaction @ tall post R2= 471 lbf R2=wL/2
axial force carried by short post R'1= 408 lbf R'1=RI cos 0 compression
axial force carried by tall post R'2= 408 lbf R'2=R2 cos 0 compression
maximum shear Vma,= 408 lbf Vma:=maximum absolute value obtained at supports
depth of inclined beam/rail d= 4.00 in HSS4x2x1/8
web thickness of inclined beam/rail tw= 0.125 in HSS4x2x1/8
area of web Aw= 1.00in2 Aw=2dxt
elastic modulus E= 29000 ksi steel
yield strength Fy= 50.00 ksi steel
web shear plate buckling factor k„= 5.34 AISC Steel Construction Manual,Section G2(b)
web depth to thickness ratio h/t= 31.50 AISC Steel Construction Manual,Table 1-11
limiting web depth to thickness ratio h/t.= 61.22 AISC Steel Construction Manual,Section G2(b)
web shear correction coefficient Cv1= 1.00 AISC Steel Construction Manual,Equation G2-3
nominal shear load capacity V,= 30.00 k AISC Steel Construction Manual,Equation G2-1
factor of safety ll = 1.67 shear
allowable shear Vanow= 17964 lbf Ve11oµ,=V./52„ OK
Actual versus Allowable Flexural Moment
maximum flexure moment for supported span Mm'xi= -7 lbf-in Mma,l=wL12/8-wL22/2
maximum flexure moment for cantilever span Mma,,2= 3951 lbf-in Maxi=wL22/2
maximum flexural moment Mma,,= 3951 lbfin Mmax=max{Mma:i,Mmax2}
plastic modulus @ x-axis Z„= 1.66 in' AISC Steel Construction Manual,Table 1--11
plastic moment by yielding Mp= 83.00 k-in AISC Steel Construction Manual,Equation F7-1
section modulus @ x-axis S„= 1.32 in3 AISC Steel Construction Manual,Table 1--11
flange width b= 2.000 in HSS4x2x1/8
flange thickness tf= 0.125 in HSS4x2x1/8
flange width to thickness ratio b/tf= 14.20 AISC Steel Construction Manual,Table 1--11
flexural moment for flange local buckling M„1= 115.22 k-in AISC Steel Construction Manual,Equation F7-2
flexural moment for web local buckling M„2= 88.76 k-in AISC Steel Construction Manual,Equation F7-6
supported span of inclined beam Lb= 5.58 ft design(same as L1)
radius of gyration @ y-axis ry= 0.83 in AISC Steel Construction Manual,Table 1--11
polar moment of inertia J= 2.200 in' AISC Steel Construction Manual,Table 1--11
gross cross section area Ag= 1.300 in2 AISC Steel Construction Manual,Table 1--11
limiting unbraced length for yielding L5= 5.31 ft AISC Steel Construction Manual,Equation F7-12
limiting unbraced length for lateral torsional buckling Lr= 146.85 ft AISC Steel Construction Manual,Equation F7-13
flexural moment for lateral torsional buckling M„3= 82.93 k-in AISC Steel Construction Manual,Equation F7-10
nominal flexural moment(local buckling) M„= 82.93 k-in M„=min{M„1,Mn2,Mn3}
factor of safety (lb= 1.67 flexure
allowable flexural moment Mao.= 49659 lbf-in Marrow=M./11, OK
Actual versus Allowable Deflection
moment of inertia @ x-axis Ia= 2.65 in' AISC Steel Construction Manual,Table 1--11
flexural rigidity EI= 76850 k-in' based on values for E and Ix above
maximum supported deflection Am,=i= -0.027 in Ama,l=wL22(5L22-24L12)/384EI
allowable supported deflection Aauow1= 0.279 in Aanowi=Li/240(dead load+snow load) OK
maximum cantilever deflection Ama:2= 0.014 in Ama:2=wL14/8El
allowable cantilever deflection Aallow2= 0.140 in Ae11ow2=L1/240(dead load+snow load) OK
4
horiz beam analysis (DL+ SL)
uniform distributed dead load+snow load
A B C D angle 0= 30 deg
Alt rI SNs= 4.83 ft
L2 L, 1 I., I,, L2 I Los= 2.79 ft
ft, It,;
beam subspan L,= 12.19 ft sheet 2 of 6 design dead load DL= 5.40 psf
cantilever span L2= 2.00 ft sheet 2 of 6 design snow load SL= 31.5 psf
number of subspans n= 3 sheet 2 of 6 tributary width t= 4.84 ft t=SNs/2+Los cos 9
total horizontal beam span L= 40.57 ft L=nL,+21.2 uniform distributed load w= 178.41 plf w=(DL+SL)x t
reactions at supports Rq= 1227 lbf Ri,=2wLi/5+w12 locations where shear is zero xi= 4.876 ft x,=2L45
Re= 2392 lbf Rs= 11wLi110 (measured from left-right x2= 6.095 ft x2=Lil2
Re= 2392 lbf Re=I1wLi/10 for each subspan) xs= 7.314 ft x2=3L,/5
Ro= 1227 lbf Ro=2wL1/5+wL2
SHEAR DISTRIBUTION
xl x xs
I. L, I., Li L2
FLEXURE DISTRIBUTION M',na„ M'max2 Woo.F_1IIIIlI'
L, L,
M maul m.x M ma. Mma.l
flexural momenta A each rapport flexural moments A each subspan
M max,= 356.83 lbf-ft M„.i=wL22/2 • M'.„.= 1764.09 lbf ft M'max,=2wL,2/25•wL22/2
Mm..x= 3007.97 lbf-ft M, =wL,2/10+wLt2/2 M{ma.x= 305.96 lbf-ft M`m.ix=wLi2140-wL22/2
M,,,,,,,,= 3007.97 lbf-ft M m..a=wL,2I10+wL22/2 M`ma.s= 1764.09 lbf-ft M'm,xa=2wL,2/25-wL22/2
M-m..r= 356.83 lbf-ft M-„,,=wL22/2
Allowable Shear in Horizontal Beam
maximum transverse shear in horizontal beam Vm..= 2392 lbf obtained from shear distribution and beam reactions from above
depth of horizontal beam d= 5 in HSS5x4x1/8
web thickness of rectangular beam member t„= 0.125 in HSS5x4x118
area of web A„= 1 25 in2 A„=2d x t
elastic modulus E= 29000 ksi steel
yield strength of horizontal beam member Fy= 50.00 ksi steel
web plate buckling coefficient It,= 5.00 AISC Steel Construction Manual.Section G2.2(b)
web depth to thickness ratio hit= 40.10 AISC Steel Construction Manual,Table 1--11
limiting web depth to thickness ratio hit„= 59.24 AISC Steel Construction Manual.Section G2(a)
web shear correction coefficient C,1= 1 AISC Steel Construction Manual.Equation G2-3
nominal shear load capacity V„= 37.50 k AISC Steel Construction Manual.Equation G2-6
factor of safety Sl,= 1.50 shear
allowable shear V,,,,,,.= 25000 lbf V.j,o„=V„I Cl, OK
Allowable Flexural Moment in Horizontal Beam
maximum flexural moment @ subspan M,,,xl= 306 lbf-ft obtained from moment distribution from beam reactions from above
maximum flexural moment @ supports Mm,x2= 3008 lbf-ft obtained from moment distribution from beam reactions from above
plastic modulus @ x-axis Z.= 3.50 in' AISC Steel Construction Manual,Table 1--11
plastic moment by yielding Ms= 175.00 k•in AISC Steel Construction Manual,Equation F7.1
section modulus @ x-axis S,= 2.97 in' AISC Steel Construction Manual.Table 1-11
flange width b= 4.000 in HSS5x4x1/8
flange thickness tr= 0.125 in HSS5x4x1/8
flange width to thickness ratio b/tr= 32.00 AISC Steel Construction Manual,Table 1--11
flexural moment for flange local buckling M„,= 155.30 k-in AISC Steel Construction Manual.Equation F7-2
flexural moment for web local buckling M„a= 181.10 k-in AISC Steel Construction Manual.Equation F7-6
supported span of horizontal beam L.= 10.50 ft design
radius of gyration @ y-axis ry= 1.62 in AISC Steel Construction Manual,Table 1--11
polar moment of inertia J= 9.66 in' AISC Steel Construction Manual,Table 1-11
gross cross section area A,= 2.00 in2 AISC Steel Construction Manual Table 1-11
limiting unbraced length for yielding Li,= 12.78 ft AISC Steel Construction Manual.Equation F7-12
limiting unbraced length for lateral torsional buckling L,= 331.09 ft AISC Steel Construction Manual Equation F7.13
nominal flexural moment(local buckling) M,= 155.30 k-in M„=min(M„i,M,2)
factor of safety Sly= 1.67 flexure
allowable flexural moment Mayo„= 7749 lbf-ft M,a,„=M.I Wb OK
Allowable Deflection in Horizontal Beam
moment of inertia @ x-axis I,= 7.42 iu' AISC Steel Construction Manual.Table 1--11
flexural rigidity El= 215180 k-in2 based on values for E and Ix above
maximum supported deflection in first subspan 4„,.„.= 0.000 in q,,.an=5wxi'/24EI-wL22xi2/4E1 (take absolute value if the result is negative)
maximum supported deflection in second subspan A.m.= 0.029 in Am„g=5wx24/24EI-wL22x22I4E1 (take absolute value if the result is negative)
maximum supported deflection in third subspan A„,,xc= 0.094 in Am„c=5wx,'/24EI-wL22x22/4EI (take absolute value if the result is negative)
maximum supported deflection Amax,= 0.094 in 4.a.i=max(q,,,,,,,Ama,s.Ama,c)
allowable supported deflection A,a,„t= 0.610 in A,it,,,,=Li/240(dead load+snow load) OK
maximum cantilever deflection Am„2= 0.003 in 4m„2=wL2°/8E1 (take absolute value if the result is negative)
allowable cantilever deflection Ay,o„2= 0.100 in 5.a,w2=L2I240(dead load+snow load) OK
5
brace&post analysis (DL+SL)
Forces and Moments Transferred to Structural Elements
reaction force transferred from inclined beam/rails Pi= 408 lbf obtained from analysis of inclined beam
flexural moment transferred from inclined beam/rails M1= 329 lbf-ft obtained from analysis of inclined beam
angle of inclination for sloped beam/rails 0= 30° see design layout
height of south side posts hs= 4.00 ft see design layout("south post height"=48.00 in)
spacing between north and south posts 11= 4.83 ft see design layout(spacing=58.00 in)
orientation of diagonal brace a= 39.61° a=tan 1(hi11)
maximum reaction force transferred from horizontal beam P2= 2061 lbf obtained from analysis of horizontal beam
flexural moment transferred from horizontal beam to post M2= 3345 lbf-ft obtained from analysis of horizontal beam
height of north side posts hN= 6.83 ft see design layout("north post height"=82.00 in)
spacing between each post along east-west direction 12= 12.19 ft see design layout(sheet 2 of 6)
orientation of diagonal brace R= 29.27° R=tan 1(hN/12)
Vertical Post Design(north side posts)
total axial load applied to north side post PN= 2469 lbf PN=P1+P2
cross sectional area for each post/column A= 0.75 in2 1 1/2"diameter,Schedule 40 pipe
yield stength Fy= 35.00 ksi AISC,Table 2-4
elastic modulus E= 29000 ksi steel
end fixity factor K= 0.70 top end fixed and bottom end pinned
north side column height L1= 82.00 in see design layout(sheet 2 of 6)
effective length of diagnal brace KL= 57.40 in KL=KL1
radius of gyration r= 0.625 in 1 1/2"diameter,Sched 40 pipe
effective slenderness ratio KIJr= 91.84 for use in computing buckling capacity
slenderness ratio threshold 4.71(E/F)112= 135.58 AISC,Section E3(a)
Euler buckling stress Fe= 33.93 ksi AISC,Equation E3-4
critical buckling stress F°,.= 29.76 ksi AISC,Equation E3-3
nominal compression load P„= 22290 lbf P„=F°r A
factor of safety S2°= 1.67 compression
allowable compression load Can°w= 13347 lbf Ca11°w=P„/S2° OK
Vertical Post Design(south side posts)
total axial load applied to south side post Ps= 2469 lbf Ps=Pi+P2
cross sectional area for each post/column A= 0.75 in2 1 1/2"diameter,Schedule 40 pipe
yield stength Fy= 35 ksi AISC,Table 2-4
elastic modulus E= 29000 ksi steel
end fixity factor K= 0.70 top end fixed and bottom end pinned
south side column height L2= 48.00 in see design layout(sheet 2 of 6)
effective length of diagnal brace KL= 33.60 in KL=KL2
radius of gyration r= 0.952 in 2 7/8"outer diameter,RISC Table 1-14
effective slenderness ratio KL/r= 35.29 for use in computing buckling capacity
slenderness ratio threshold 4.71(E/Fy)1'2= 135.58 AISC,Section E3(a)
Euler buckling stress Fa= 229.77 ksi AISC,Equation E3-4
critical buckling stress F„r= 32.84 ksi AISC,Equation E3-2
nominal compression load P„= 24596 lbf P„=For A
factor of safety 0°= 1.67 compression
allowable compression load Callow= 14728 lbf Callow=P„/S2° OK
Diagonal Brace Design(member spans along north-south direction)
length of diagonal brace L1= 6.27 ft L1=(hs2+112)112
tension carried by diagonal brace Ti= 308 lbf T1= RN sin 0/cos a+ (Ml/L1)tan a
cross sectional area A= 0.469 in2 1 1/4"outer diameter,AISC Table 1-14
yield stength Fy= 35.00 ksi AISC,Table 2-4
nominal tension load P„= 16415 lbf P„=Fy A
factor of safety S2t= 2.00 tension
allowable tension load Tallow= 8208 lbf Tallow=P„/S2t OK
Diagonal Brace Design(member spans along east-west direction)
length of diagonal brace L2= 13.97 ft L2=(hN2+122)112
tension carried by diagonal brace T2= 154 lbf T2= M2/L2 tan R
cross sectional area A= 0.469 in2 1 1/4"outer diameter,MSC Table 1-14
yield stength Fy= 35.00 ksi AISC,Table 2-4
nominal tension load P„= 16415 lbf P„=Fy A
factor of safety S2t= 2.00 tension
allowable tension load Tallow= 8208 lbf Tallow=P„/S2t OK
6
•
PV inclined rail--0.6(DL+WL)
uniform 60%dead load+60%wind load
L2 Li L2
12 12
' 0 RA Rr1 0
Inclined Beam/Rail Spans Applied Loads on Inclined Beam/Rail
total inclined beam span L= 11.17 ft sheet 2 of 6 tributary width t= 3.30 ft see sheet 5 of 6 of structural layouts
main span Li= 5.58 ft center span=98.15" design dead load DL= 5.40 psf obtained from loads layout
cantilevered span L2= 2.79 ft L2=(L-L1)/2 design wind load WL= -35.69 psf obtained from loads layout
slope/pitch 0= 30° sheet 2 of 6
Design Uniform Load
uniform dead+wind load wDL+wL= -60.02 plf wDL+wL=0.6x(DL+WL)x t
design uniform dead+wind load w= -69.30 plf w=wDL+wL/cos 0
Actual versus Allowable Shear
inclined beam span L= 11.17 ft L=2L2+L1
reaction @ short post R1= -387 lbf R1=wL/2
reaction @ tall post R2= -387 lbf R2=wL/2
axial force carried by short post R'1= -335 lbf R'1=R1 cos 0 tension
axial force carried by tall post R'2= -335 lbf R'2=R2 cos 0 tension
maximum shear V,,,,,,= 335 lbf Vm„x=maximum absolute value obtained at supports
depth of inclined beam/rail d= 4.00 in HSS4x2x1/8
web thickness of inclined beam/rail t,,.= 0.125 in HSS4x2x1/8
area of web Aw= 1.00 in2
A,,.=2dxt
elastic modulus E= 29000 ksi steel
yield strength Fy= 50.00 ksi steel
web shear plate buckling factor k,.= 5.34 AISC Steel Construction Manual,Section G2(b)
web depth to thickness ratio h/t= 14.20 AISC Steel Construction Manual,Table 1--11
limtiing web depth to thickness ratio h/t,,,= 61.22 AISC Steel Construction Manual,Section G2(b)
web shear correction coefficient C,.1= 4.311 AISC Steel Construction Manual,Equation G2-4
nominal shear load capacity V„= 129.33 k AISC Steel Construction Manual,Equation G2-1
factor of safety 52,.= 1.67 shear
allowable shear Va11ow= 77445 lbf V„11ow=V„/fl OK
Actual versus Allowable Flexural Moment
maximum flexure moment for supported span Mm„1= 6 lbf-in Mmo,1=wL12/8-wL22/2
maximum flexure moment for cantilever span Mm„,2= -3244 lbf-in Mmax2=wL22/2
maximum flexural moment Mm„,= 3244 lbf-in M,,,a,=min{Mm„,1,Mm„z2}
plastic modulus @ x-axis Z,= 1.66 in'
AISC Steel Construction Manual,Table 1--11
plastic moment by yielding Mp= 83.00 k-in AISC Steel Construction Manual,Equation F7-1
section modulus @ x-axis S,= 1.32 in' AISC Steel Construction Manual,Table 1--11
flange width b= 2.000 in HSS4x2x1/8
flange thickness t1= 0.125 in HSS4x2x1/8
flange width to thickness ratio b/t1= 14.20 AISC Steel Construction Manual,Table 1--11
flexural moment for flange local buckling M„1= 115.22 k-in AISC Steel Construction Manual,Equation F7-2
flexural moment for web local buckling Mn2= 92.49 k-in AISC Steel Construction Manual,Equation F7-6
supported span of inclined beam Lb= 5.58 ft design(same as L1)
radius of gyration @ y-axis ry= 0.83 in AISC Steel Construction Manual,Table 1--11
polar moment of inertia J= 2.200 in4 AISC Steel Construction Manual,Table 1--11
gross cross section area A2= 1.300 in2 AISC Steel Construction Manual,Table 1--11
limiting unbraced length for yielding L,,= 5.31 ft AISC Steel Construction Manual,Equation F7-12
limiting unbraced length for lateral torsional buckling L,.= 146.85 ft AISC Steel Construction Manual,Equation F7-13
flexural moment for lateral torsional buckling M„3= 82.93 k-in AISC Steel Construction Manual,Equation F7-10
nominal flexural moment(local buckling) Mn= 82.93 k-in M„=min{Mi1,Mi2,Nina)
factor of safety Oh= 1.67 flexure
allowable flexural moment M,11°„,= 49659 lbf-in Mellow=M„/flb OK
Actual versus Allowable Deflection
moment of inertia @ x-axis Ix= 2.65 in4 MSC Steel Construction Manual,Table 1--11
flexural rigidity EI= 76850 k-in2 based on values for E and Ix above
maximum supported deflection Ama1= 0.022 in Am,,1=wL22(5L22-24L12)/384EI
allowable supported deflection Ax11ow1= 0.372 in A,11°w1=L1/180(dead load+wind load) OK
maximum cantilever deflection Ame,2= -0.012 in Amx,2=wL14/8EI
allowable cantilever deflection Ae11ow2= 0.140 in A,,11ow2=L1/180(dead load+wind load) OK
7
a , 4
horiz beam analysis 0.6(DL+WL)
uniform dist Halted 60%dead load+60%wind load
A B C D angle 0= 30 deg
L, 4111 LZ4r L, , LL t L, I r SNs= 4.83 ft
Los= 2.79 ft
It., ft,
beam subspan Li= 12.19 ft sheet 2 of 6 design dead load DL= 5.40 psf
cantilever span L2= 2.00 ft sheet 2 of 6 design wind load WL= -35.69 psf
number of subspans n= 3 sheet 2 of 6 tributary width t= 4.84 ft t=SNs/2+Los cos 0
total horizontal beam span L= 40.57 ft L=nL,+2L2 uniform distributed load w= .87.87 plf w=0.6(DL+WL)x t
reactions at supports RA= -604 lbf RA=2wL,/5+wL2 locations where shear is zero xi= 4.876 ft xi=2Lu/5
Re= -1178 lbf Rs= 11wL,/10 (measured from left-right x2= 6.095 ft x2=Li/2
Re= •1178 lbf Re=11wLi/10 for each subspan) xs= 7.314 ft x3=3L1/5
RD= •604 lbf RD=2wLi15+wL2
SHEAR DISTRIBUTION x...iiill � x2 .....00111111111119
L2 Li Li Li L2
FLEXURE DISTRIBUTION M'ma. M`maxz M'ma.s Mrmaxa
L L L
Lz max, Mmax2 M ma. L2
flexural moments 0 each support flexural moments 0 each subspan
M'ma.1_ •175.74 lbf-ft M„,„,=wL22/2 M m,xi= .868.85 lbf-ft M max1=2wL,2/25-wL22/2
M`m..2= .1481.491bfft Wm...=wLi2/10+wL22/2 M'm„2= .150.69 lbf-ft M'm„2=wLi2/40-wL22/2
M+ma.s= '1481.49 lbf•ft M'ma.s=wLi2/10+wL22/2 M'max3= .868.85 lbf-ft Mm„3=2w1u2/25-wL22/2
M.maxa= -175.74 lbf-ft M'.,....=wL22/2
Allowable Shear in Horizontal Beam
maximum transverse shear in horizontal beam Vm„= 1178 lbf obtained from shear distribution and beam reactions from above
depth of horizontal beam d= 5 in HSS5x4x1/8
web thickness of rectangular beam member t.= 0.125 in HSS5x4x1/8
area of web A.= 1.25 in2 A.,=2d x t
elastic modulus E= 29000 ksi steel
yield strength of horizontal beam member Fr= 50.00 ksi steel
web depth to thickness ratio d/t= 40.00 AISC Steel Construction Manual,Table 1--11
limtiing web depth to thickness ratio hit.= 53.95 RISC Steel Construction Manual,Section G2(a)
web shear correction coefficient Co= 1 AISC Steel Construction Manual,Equation G2.2
nominal shear load capacity V„= 37.50 k AISC Steel Construction Manual,Equation G2.1
factor of safety S4= 1.67 shear
allowable shear V.aa.= 22455 lbf Vs„.=V„I W, 0K
Allowable Flexural Moment in Horizontal Beam
maximum feuxral moment 0.subspan Mm..i= 869 Ibf-ft obtained from moment distribution from beam reactions from above
maximum flexural moment @ supports Mm..2= 1481 Ibf-ft obtained from moment distribution from beam reactions from above
plastic modulus @ x-axis Z.= 3.50 ins AISC Steel Construction Manual,Table 1-11
plastic moment by yielding Me= 175.00 k-in AISC Steel Construction Manual,Equation F7-1
section modulus @ x-axis S.= 2.97 in3 AISC Steel Construction Manual,Table 1-•11
flange width b= 4.000 in HSS5x4xt18
flange thickness tr= 0.125 in HSS5x4x1/8
flange width to thickness ratio bit,= 32.00 AISC Steel Construction Manual,Table 1••11
flexural moment for flange local buckling M.,= 155.30 k-in AISC Steel Construction Manual,Equation F7-2
flexural moment for web local buckling M„2= 181.13 k-in AISC Steel Construction Manual,Equation F7.6
supported span of horizontal beam Lb= 10.60 ft design
radius of gyration @ y-axis rr= 1.62 in AISC Steel Construction Manual,Table 1--11
polar moment of inertia J= 9.66 in' AISC Steel Construction Manual,Table 1--11
gross cross section area A.= 2.00 ill' AISC Steel Construction Manual,Table 1--11
limiting unbraced length for yielding Iq= 12.78 ft AISC Steel Construction Manual,Equation F7.12
limiting unbraced length for lateral torsional buckling La= 331.09 ft AISC Steel Construction Manual,Equation F7.13
nominal flexural moment(local buckling) M„= 155.30 k-in M.=min(M„,,Mae)
factor of safety D = 1.67 flexure
allowable flexural moment M.s.„= 7749 lbf-ft M.s.„=M.I0, OK
Allowable Deflection in Horizontal Beam
moment of inertia @ x-axis I.= 7.42 in" AISC Steel Construction Manual,Table 1••11
flexural rigidity El= 215180 k-in2 based on values for E and I.above
maximum supported deflection in first subspan amaxA= 0.0002 in q„.xs=5wxi3/24E1-wL22xi3/4EI (take absolute value if the result is negative)
maximum supported deflection in second subspan AmazB= 0.0144 in Amass=5wx2424EI•wL22x2214EI (take absolute value if the result is negative)
maximum supported deflection in third subspan Ama.c= 0.0464 in Am„c=5wxs"/24EI-wL22xs2/4EI (take absolute value if the result is negative)
maximum supported deflection in any subspan Amax]= 0.0464 in Am„1=max(Am..,,Amaxs,Am„c)
allowable supported deflection in any subspan A.,i„.1= 0.8127 in a.m.,=Li/180(dead load+wind load) OK
maximum cantilever deflection Ama.= -0.0014 in Am„2=w1.2'/8EI (take absolute value if the result is negative)
allowable cantilever deflection a.aa.2= 0.1333 in Amo.2=L2I180(dead load+wind load) OK
8
•
brace&post analysis O.6(DL+WL)
Forces and Moments Transferred to Structural Elements
reaction force transferred from inclined beam P1= 335 lbf obtained from analysis of inclined beam
flexural moment transferred from inclined beam M1= 270 lbf-ft obtained from analysis of inclined beam
angle of inclination for sloped beam 0= 30° see design layout
height of south side posts hs= 4.00 ft see design layout("south post height"=48.00 in)
spacing between north and south posts 11= 4.83 ft see design layout(spacing=58.00 in)
orientation of diagonal brace a= 39.61° cc=tan 1(ha/11)
maximum reaction force transferred from horizontal beam P2= 1178 lbf obtained from analysis of horizontal beam
flexural moment transferred from horizontal beam to post M2= 1481 lbf-ft obtained from analysis of horizontal beam
height of north side posts hN= 6.83 ft see design layout("north post height"=82.00 in)
spacing between each post along east-west direction 12= 12.19 ft see design layout(12'-2")
orientation of diagonal brace R= 29.27° 13=tan 1(hN/12)
Vertical Post Design(north side posts))
total axial load applied to north side post PN= 1513 lbf PN=P1+P2
cross sectional area for each post/column A= 0.75 in2 1 1/2"diameter,Schedule 40 pipe
yield stength Fy= 40.00 ksi Schedule 40 pipe
nominal tension load Tn= 29960 lbf T.=Fy A
factor of safety nc= 2.00 tension
allowable tension load Tallow= 14980 lbf Tauaw=P004 OK
Vertical Post Design(south side posts)
total axial load applied to south side post Ps= 1513 lbf Ps=Pi+P2
cross sectional area for each post/column A= 0.75 in2 1 1/2"diameter,Schedule 40 pipe
yield stength Fy= 40.00 ksi Schedule 40 pipe
nominal tension load Pn= 29960 lbf P.=Fy A
factor of safety flt= 2.00 tension
allowable tension load Tauow= 14980 lbf TP/S21 OK
allow= n
Diagonal Brace Design(member spans along north-south direction)
length of diagonal brace L1= 6.27 ft L1=(hs2+112)1/2
compression carried by diagonal brace C1= 182 lbf C1= RN sin 0/cos a- (MI/L1)tan a
cross sectional area A= 0.625 in2 1 1/4"diameter,Sched 40 pipe
yield stength Fy= 40.00 ksi Schedule 40 pipe
elastic modulus E= 29000 ksi steel
end fixity factor K= 0.70 top end fixed and bottom end pinned
effective length of diagonal brace KL= 52.70 in KL=KL1
radius of gyration r= 0.543 in 1 1/4"diameter,Schedule 40 pipe
effective slenderness ratio Mir= 97.05 for use in computing buckling capacity
slenderness ratio threshold 4.71(E/F)1/2= 126.82 AISC,Section E3(a)
Euler buckling stress Fe= 30.39 ksi AISC,Equation E3-4
critical buckling stress F,= 26.65 ksi AISC,Equation E3-3
nominal compression load Pn= 16655 lbf Pn=For A
factor of safety Sl°= 1.67 compression
allowable compression load Callow= 9973 lbf C.o.,'=Pn/Se OK
Diagonal Brace Design(member spans along east-west direction)
length of diagonal brace L2= 13.97 ft L2=(hN2+122)112
compression carried by diagonal brace C2= 68 lbf C2= M2/L2 tan 13
cross sectional area A= 0.625 in2 1 1/4"diameter,Schedule 40 pipe
yield stength Fy= 40.00 ksi Schedule 40 pipe
elastic modulus E= 29000 Kksi steel
end fixity factor K= 0.70 top end fixed and bottom end pinned
effective length of diagonal brace KL= 117.39 in KL=KL2
radius of gyration r= 0.543 in 1 1/4"diameter,Schedule 40 pipe
effective slenderness ratio KL/r= 216.18 for use in computing buckling capacity
slenderness ratio threshold 4.71(E/Fy)1/2= 126.82 AISC,Section E3(a)
Euler buckling stress Fe= 6.12 ksi AISC,Equation E3.4
critical buckling stress F,= 5.37 ksi RISC,Equation E3.3
nominal compression load Pn= 3357 lbf P.=F°,.A
factor of safety 4= 1.67 compression
allowable compression load in member Callow= 2010 lbf Cal.,=Pn4 OK
9
To: Page 1 of 1 2019-03-22 13:55:11 (GMT) 15183146044 From: Joseph Holmes
pi
;. .[74 .VC.: ewE:.i:�.._ _. ........
E\t- k.i^ '�y;'w.j:���4..5.y?�:µ`- �,,t. .:z4..:ti.,�;,^;`!ii'� ,,.CF%:"�k. _i'•-�. .. ..
.......:.:..
i - ... ........
'f
-........-:..._.. ... ... :.ice+,: -
-ew
'..?ESN T' V' 's +�r, l, YUI�
✓'fir ^�.
:
ecw.-, !";tri ,.....Y��t�".
_
0 : }
' 'el