HomeMy WebLinkAbout17601 59th Ave Ne_BLD5714_2024
Permit Packet Coversheet
Community and Economic Development
City of Arlington • 18204 59th Avenue NE • Arlington, WA 98223 • Phone (360) 403-3551
Page 1 of 1
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BLD5714 Solar Installation
17601 59th Ave Ne March 2024
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CITY OF ARLINGTON
18204 59th Avenue NE, Arlington, WA 98223
INSP ECTIONS: 360-403-3417 - Permit Center: 360-403-3551
B UILDING PERM IT
17601 59TH AVE NE
Parcel #: 31052200405500
Pe rmit #: 5714
PERMIT EXPIRES 180 DAYS AFTER
DATE OF ISSUANCE.
Scope of Work: Relocate a portion of the current solar PV ground mount system to
another portion of the Snohomish PUD facility.
Valuation: 112514.12
OWNER APPLICANT CONTRACTOR
PUBLIC UTILITY DISTRICT NO 1 A&R Solar A&R Solar
PO BOX 1107 3211 MARTIN LUTHER KING JR.
WAY SOUTH #B
3211 Martin L King JR Way S. Ste. B
EVERETT, WA 98206 SEATTLE Seattle, WA 98144
2533593509 206-743-4634
LIC: 602 707 872 EXP: 11/30/2024
LIC: RSOLAS*825P9 EXP: 11/19/2024
MECHANICAL CONTRACTOR PLUM B ING CONTRACTOR
LIC #:EXP:LIC #:EXP:
JOB DESCRIPTION
P ERMIT TYPE:SOLAR INSTALLATION CODE YEAR:2018
STORIES:0 CONST. TYP E:lA
DWELLING UNITS:OCC GROUP :U; Utility
BUILDINGS:OCC LOAD:
PERMIT APPROVAL
The issuance or granting of this permit shall not be construed to be a permit for, or approval of, any violation of this Code or any
other ordinance or order of the City, of any state or federal law, or of any order, proclamation, guidance advice or decision of the
Governor of this State. To the extent the issuance or granting of this permit is interpreted to allow construction activity during any
period of time when such construction is prohibited or restricted by any state or federal law, or order, proclamation, guidance advice
or decision of the Governor of this State, this permit shall not authorize such work and shall not be valid. The building official is
authorized to prevent occupancy or use of a structure where in violation of this Code, any other City ordinances of this jurisdiction or
any other ordinance or executive order of the City, or of any state or federal law, or of any order, proclamation, guidance advice or
decision of the Governor. The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or
on the basis of incorrect, inaccurate or incomplete information, or in violation of any City ordinance, regulation or order, state or
federal law, or any order, proclamation, guidance or decision of the Governor.
I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK
AUTHORIZED THEREBY; NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE
STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27.
THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND
ALL FEES ARE PAID.
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN
MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110.
SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on
your sales tax return form and coded City of Arlington #3101.
12/28/2023
Applicant Signature Date Building Official Date
CONDITIONS
Approved job copy shall be onsite for inspections. Adhere to approved plans. Call for inspections.
The property owner shall ensure that the construction project complies with all applicable zoning codes and regulations. The property
owner shall also ensure that the construction project does not cause any adverse impact on the surrounding environment or
community. The property owner shall be responsible for obtaining all necessary permits and approvals from the relevant authorities
before commencing construction. The property owner shall ensure that the construction project complies with all applicable design
review requirements.
THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE
PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS,
MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION.
PERMIT FEES
Date Description Fee Amount
12/28/2023 Building Plan Review $1,044.60
12/28/2023 Credit Card Service $31.34
12/28/2023 Processing/Technology $25.00
12/28/2023 Building Permit $1,602.98
12/28/2023 State Surcharge - Commercial $25.00
Total Due:$2,728.92
Total Payment:$1,075.94
Balance Due:$1,652.98
CALL FOR INSPECTIONS
Call by 3:30 pm for next day inspection, allow 48 hours for Fire Inspections
When calling for an inspection please leave the following information:
Permit Number, Type of Inspection being requested, and whether you prefer morning or afternoon
12/28/2023
INSPECTION INFORM ATION Pas s /Fail
RESIDENTIAL PHOTOVOLTAIC SOLAR PANEL
Community and Economic Development
City of Arlington • 18204 59th Ave NE • Arlington, WA 98223 • Phone (360) 403-3551
The City of Arlington requires a building permit to install Photovoltaic (PV) Solar Panel(s) for residential and
commercial uses. This policy governs Residential uses only.
Other permits may be required per Washington State Labor and Industries or Utility Providers.
SUBMIT ELECTRONIC FILES FOR EACH OF THE FOLLOWING:
Existing Roof Structure: Existing Roof Material:
Buildin Square Foota e: Number of Stories:
I hereby certify that I am the Owner Contractor and authorized to sign this application and that the above information is
correct and construction on, and the occupancy and the use of the above-described property will be in accordance with the laws,
rules and regulation of the State of Washington, and the City of Arlington.
Signature Print Name Date
Type of Permit:New Installation Addition Replacement
Property Address: Project Valuation:
Lot #: Parcel ID No.: Subdivision:
Project Scope of Work:
Primary Contact: Owner Contractor
Owner Name: Home No.:
Email Address: Cell No.:
Mailin Address: City: State: Zip:
Contractor Name: Office No.:
Email Address: Cell No.:
Mailin Address: City: State: Zip:
L&I Contractor License Number: Expiration Date:
REQUIRED DOCUMENTS
City of Arlington Solar Panel Application Roof Plan and Construction Documents
Manufacturer’s installation specifications Engineering, (if required)
INSPECTION REQUIREMENTS
Roof mount panels require two (2) inspections minimum
1. The first inspection is for the roof mount racking hardware to verify compliance and attachment.
(You may schedule this inspection for the day the panels are being installed. You may begin mounting panels over the
racking prior to inspection but there must be enough racking exposed for the inspector to verify compliance.)
2.The final inspection shall be scheduled when the project is complete and after Labor and Industries has approved the
electrical.
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17601 59th Ave NE $112,514.12
2 31052200405500
Relocate a portion of the current solar PV ground mount system to another portion of the Snohomish PUD facility.
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Snohomish County PUD 425-783-8132
JLSpahr@snopud.com 425-758-7360
P.O. Box 1107 Everett WA 98206
A&R Solar 253-359-3509
gage@a-rsolar.com 253-359-3509
3211 MLK Jr Way S, Ste B Seattle WA 98144
RSOLAS*825P9 11/19/2024
Ground Mount Ground Mount
0 0
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Gage Weaving 11/21/2023
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LOAD ASSUMPTIONS:
•WIND EXPOSURE: "C"
•WIND SPEED (3-SECOND GUST): 100 MPH
• SNOW LOAD: 25 PSF
•INSTALL TYPE: GROUND MOUNT, WITH
DRIVEN W6X9 PIERS
1
(TYP) RACKING
ELEVATION
SCALE: 1/4" : 1'2
(TYP) MODULE
CONNECTIONS
SCALE: 1/4" : 1'
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A4.10 RACKING
THIS DRAWING CONSTITUTES THE
CONFFIDENTIAL INFORMATION OF A&R SOLAR
AND ITS RECEPTOR POSSESSION DOES NOT
CONFER ANY RIGHT IN OR LICENSE TO USE IT
OR THE INFORMATTION DISCLOSED HERE IN
NOR ANY RIGHT TO REPRODUCE THIS
DRAWING OR ANY PART HERE IN WITHOUT
THE WRITTEN CONSENT OF A&R SOLAR.
REVISIONS
DESIGNED: DANIEL H.
3211 Martin Luther King Jr Way S.
Seattle, WA 98144 (206)707-9937
REV. #DATE:
Nov 15, 2023 0
PM: KELLY MARBLE
CELL: (954) 261-8815
PID
Free
100%
REC TwinPeak 2S Mono 72 Series* solar panels feature an
innovative design with the higher panel efficiency of
monocrystalline cells, enabling customers to get the
most out of the space used for the installation.
Combined with industry-leading product quality and
the reliability of a strong and established European
brand, REC TwinPeak 2S Mono 72 Series panels are
ideal for all types of commercial rooftop and utility
installations worldwide.
PREMIUM SOLAR PANELS
WITH SUPERIOR PERFORMANCE
rec TwinPeak
2S Mono 72
SERIES
REDUCES BALANCE OF
SYSTEM COSTS
IMPROVED PERFORMANCE
IN SHADED CONDITIONS
INDUSTRY-LEADING
LIGHTWEIGHT 72-CELL PANEL
100%
PID FREE
* Product not available in Germany.
2005 [78.9] ± 2.5
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GENERAL DATA
Cell type: 144 half-cut monocrystalline PERC cells
6 strings of 24 cells in series
Glass: 3.2 mm solar glass with
anti-reflection surface treatment
Backsheet: Highly resistant polymeric construction
Frame: Anodized aluminum
Support bars: Anodized aluminum
Junction box: 3-part, 3 bypass diodes, IP67 rated
in accordance with IEC 62790
Cable: 4 mm² solar cable, 1.2 m + 1.2 m
in accordance with EN 50618
Connectors: Stäubli MC4-Evo 2
PV-KBT4-EVO-2 /PV-KST4-EVO-2 (4 mm2)
in accordance with IEC 62852, IP68 only when connected
Tonglin TL-Cable01S-F (4 mm²)
in accordance with IEC 62852, IP68 only when connected
Origin: Made in Singapore
TEMPERATURE RATINGS*
MAXIMUM RATINGS
MECHANICAL DATA
Dimensions: 2005 x 1001 x 30 mm
Area: 2.01 m²
Weight: 22 kg
Operational temperature: -40 ... +85°C
Maximum system voltage: 1000 V / 1500 V
Design load (+): snow 367 kg/m² (3600 Pa)+
Maximum test load (+): 550 kg/m² (5400 Pa)*
Design load (-): wind 163 kg/m² (1600 Pa)+
Maximum test load (-): 244 kg/m² (2400 Pa)*
Max series fuse rating: 25 A
Max reverse current: 25 A
+ Calculated using a safety factor of 1.5
* See installation manual for mounting instructions
ELECTRICAL DATA @ STC Product code*: RECxxxTP2SM 72
Nominal Power - PMAX (Wp) 370 375 380 385 390 395 400
Watt Class Sorting - (W) 0/+5 0/+5 0/+5 0/+5 0/+5 0/+5 0/+5
Nominal Power Voltage - VMPP (V) 39.8 40.1 40.3 40.5 40.7 40.9 41.1
Nominal Power Current - IMPP (A) 9.30 9.36 9.43 9.51 9.58 9.66 9.73
Open Circuit Voltage - VOC (V) 47.0 47.4 48.0 48.6 49.2 49.8 50.4
Short Circuit Current - ISC (A) 10.02 10.04 10.05 10.07 10.08 10.09 10.10
Panel Efficiency (%) 18.4 18.7 18.9 19.2 19.4 19.7 20.0
Values at standard test conditions (STC: air mass AM 1.5, irradiance 1000 W/m², temperature 25°C), based on a production spread with a tolerance
of PMAX, VOC & ISC ±3% within one watt class. At low irradiance of 200 W/m² at least 95% of the STC module efficiency will be achieved.
*Where xxx indicates the nominal power class (PMAX) at STC indicated above, and can be followed by the suffix XV for 1500 V rated modules.
ELECTRICAL DATA @ NMOT Product code*: RECxxxTP2SM 72
Nominal Power - PMAX (Wp) 276 280 283 287 290 295 298
Nominal Power Voltage - VMPP (V) 37.1 37.3 37.5 37.7 37.9 38.1 38.3
Nominal Power Current - IMPP (A) 7.44 7.49 7.54 7.60 7.66 7.73 7.78
Open Circuit Voltage - VOC (V) 43.7 44.1 44.7 45.3 45.8 46.4 46.9
Short Circuit Current - ISC (A) 8.02 8.03 8.04 8.06 8.06 8.07 8.08
Nominal module operating temperature (NMOT: air mass AM 1.5, irradiance 800 W/m², temperature 20°C, windspeed 1 m/s).
*Where xxx indicates the nominal power class (PMAX) at STC indicated above, and can be followed by the suffix XV for 1500 V rated modules.
WARRANTY
20 year product warranty
25 year linear power output warranty
Max. performance degradation of 0.5% p.a. from 97.5% in year 1
See warranty conditions for further details.
CERTIFICATIONS
Measurements in mm [in]
Nominal Module Operating Temperature: 44.6°C (±2°C)
Temperature coefficient of PMAX: -0.37 %/°C
Temperature coefficient of VOC: -0.28 %/°C
Temperature coefficient of ISC: 0.04%/°C
*The temperature coefficients stated are linear values
REC TWINPEAK 2S MONO 72 SERIES
take-e-way WEEE-compliant recycling scheme
IEC 61215, IEC 61730 & UL 1703; UL 61730, MCS 005, IEC 62804 (PID)
IEC 62716 (Ammonia Resistance), IEC 60068-2-68 (Blowing Sand)
IEC 61701 (Salt Mist level 6),UNI 8457/9174 (Class 1), ISO 11925-2 (Class E)
ISO 9001: 2015, ISO 14001: 2004, OHSAS 18001: 2007
EFFICIENCY
YEAR PRODUCT WARRANTY
YEAR LINEAR POWER
OUTPUT WARRANTY
REC Group is an international pioneering solar energy company dedicated to empowering consumers with clean,
affordable solar power in order to facilitate global energy transitions. Committed to quality and innovation, REC
offers photovoltaic modules with leading high quality, backed by an exceptional low warranty claims rate of less than
100ppm. Founded in Norway in 1996, REC employs 2,000 people and has an annual solar panel capacity of 1.8 GW. With
over 10 GW installed worldwide, REC is empowering more than 16 million people with clean solar energy. REC Group is
a Bluestar Elkem company with headquarters in Norway, operational headquarters in Singapore, and regional bases
in North America, Europe, and Asia-Pacific.
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JOB TITLE
JOB LOCATION
JOB NO. SHEET NO.
CALCULATED BY DATE 11/1/23
CHECKED BY DATE
STRUCTURAL CALCULATIONS
FOR
A&R SOLAR
ARLINGTON MICROGRID RELOCATION
ARLINGTON, WA 98223
2330152
ARLINGTON, WA 98223
ARLINGTON MICROGRID RELOCATION
BDS
11-07-2023
JOB TITLE
JOB LOCATION
JOB NO.2330152 SHEET NO.
CALCULATED BY BDS DATE
CHECKED BY DATE
Seismic Use Group I
Site Class D
Ss (0.2 sec) = #######
S1 (1.0 sec) = 36.90 %g
Fa = 1.087 Sms = 1.123 Sds = 0.749 Design Category = D
Fv = 1.931 Sm1 = 0.713 Sd1 = 0.476 Design Category = D
Seismic Design Category =D
Number of Stories:1
Structure Type:Light Frame
Plan Structural Irregularities:No plan Irregularity
No vertical Irregularity
Flexible Diaphrams: No
Non-building Structure Type Inverted Pendulum Systems
Seismic resisting system: Cantilevered column systems
System Building Height Limit: NL
Actual Building Height (hn) = 6.5 ft
DESIGN COEFFICIENTS AND FACTORS
System Over-Strength Factor (:R) = 2 Sds = 0.749
Deflection Amplification Factor (Cd) = 2 Sd1 = 0.476
Code Reference Section for Detailing : 12.2.5.3
PERMITTED ANALYTICAL PROCEDURES
Index Force Analysis (Seismic Category Method Not Permitted
Simplified Analysis - Permitted
Design Base Shear V=1.2SdsW/R = 0.449W
Equivalent Lateral-Force Ana - Permitted
Building period coef. (C ) =0.020
Approx fundamental period (Ta) =T n 0.081 x= 0.75
Seismic response coef. (Cs) =0.375
need not exceed Cs =2.924
but not less than Cs =0.033
USE Cs = 0.375
Design Base Shear V = 0.375W
Model, Linear & Nonlinear Response An - Permitted (see code for procedure)
ARLINGTON, WA 98223
11/1/2023
Design Criteria:
Code:
Dead Load:5.0 psf
Roof Live Load:0.0 psf
Ground Snow:25.0 psf
Wind Speed:92 mph (Exposure C Assumed)
Module Tilt:30.0 deg
Purlin Trib Width:2.88 ft (Horizontal Projection)
Snow Load Calculation: pf s e t s g z d zt
Ce =0.9 Kz =0.85
Ct =1.2 Kd =0.85
Is =0.8 Kzt =1.0
Cs =0.73
ps 11.1 psf q = 15.7 psf
Mean Roof Height = 6.5 ft
TILT
ZONE GCp Up GCp Down PSF Up PSF Down
Cantilever -2.031 1.828 -31.8 28.6
Edge Span -1.673 1.238 -26.2 19.4
-1.140 0.855 -17.8 13.4
South Row Center Span -1.478 1.137 -23.1 17.8
Interior Center Span -1.233 0.735 -19.3 11.5
ZONE GCp Up GCp Down PSF Up PSF Down
Cantilever -1.478 1.547 -23.1 24.2
Edge Span -1.263 0.929 -19.8 14.6
-1.022 0.766 -16.0 12.0
-1.138 0.885 -17.8 13.9
-0.924 0.663 -14.5 10.4
ZONE GCmy (+) GCmy (-) q*GCmy (+) q*GCmy (-)
Cantilever 0.489 -0.210 7.6 -3.3
Edge Span 0.388 -0.155 6.1 -2.4
North Row Center Span 0.231 -0.150 3.6 -2.4
South Row Center Span 0.334 -0.090 5.2 -1.4
Interior Row Center Span 0.291 -0.146 4.6 -2.3
Note: See Figures 1 & 2 for clarity on zones
IBC 2018
PURLIN
TOP CHORD
WIND TUNNEL COEFFICIENTS (RWDI)
DESIGN CRITERIA
(Per RWDI Wind Tunnel Analysis)
BASE MOMENT
North
DEAD LOAD:0.017 klf
LIVE LOAD: N/A 0.000 klf
SNOW:Ps*Purlin Trib.
Width/1000:0.032 klf
North
-1.181 kips
1.030 kips
-1.200 kips
0.891 kips
-1.074 kips
0.805 kips
WIND: (Base Moments)
GCMy*q*A*Upslope Length
Post 1 Post 2 Post 3
19.87 k-ft 17.23 k-ft 12.86 k-ft
Post 1 Post 2 Post 3
-8.22 k-ft -8.50 k-ft -8.37 k-ft
North
POSITIVE
APPLIED LOADING
FIGURE 2
WIND: (Top Chord Pressures)
FIGURE 3
FIGURE 1
NEGATIVE
ࡼup = ௦௧כ
ସ ܥܽ݊ݐ݈݅݁ݒ݁ݎܹ݅݀ݐ݄ כ ܩܥ ܿܽ݊ݐ݈݅݁ݒ݁ݎ ாௗௌௐௗ௧
ଶ כ ܩܥሺ݁݀݃݁ݏܽ݊ሻ
P2up = ௦௧כ
ସ
ாௗௌௐௗ௧
ଶ כ ܩܥ ݁݀݃݁ݏܽ݊ ௧ௌௐௗ௧
ଶ כ ܩܥሺܿ݁݊ݐ݁ݎݏܽ݊ሻ
P2ࢊ࢝ ൌ௦௧כ
ସ
ாௗௌௐௗ௧
ଶ כ ܩܥ ݁݀݃݁ݏܽ݊ ௧ௌௐௗ௧
ଶ כ
P3up =௦௧כ
ସ ܥ݁݊ݐ݁ݎܹܵܽ݊݅݀ݐ݄ כ ܩܥሺܿ݁݊ݐ݁ݎ ݏܽ݊ሻ
P3down = ௦௧כ
ସ ܥ݁݊ݐ݁ݎܹܵܽ݊݅݀ݐ݄ כ ܩܥሺܿ݁݊ݐ݁ݎ ݏܽ݊ሻ
P1ࢊ࢝ ൌ௦௧כ
ସ ܥܽ݊ݐ݈݅݁ݒ݁ݎܹ݅݀ݐ݄ כ ܩܥ ܿܽ݊ݐ݈݅݁ݒ݁ݎ ாௗௌௐௗ௧
ଶ כ ܩܥሺ݁݀݃݁ݏܽ݊ሻ
(module wt + purlin self wt)
positive, ↓negative, ↑positive, ↓negative, ↑positive, ↓negative, ↑
19.83 psf - 14.28 psf - 10.69 psf -
10.98 psf - 10.98 psf - 10.98 psf -
21.78 psf - 17.62 psf - 14.92 psf -
- -17.48 psf - -14.12 psf - -9.11 psf
positive, ↓negative, ↑positive, ↓negative, ↑positive, ↓negative, ↑
1.54 psf - 1.54 psf - 1.54 psf -
6.34 psf - 6.34 psf - 6.34 psf -
5.14 psf - 5.14 psf - 5.14 psf -
- 0.92 psf - 0.92 psf - 0.92 psf
D= 7.00 in Ix= 5.58 in^4
B1= 2.48 in Iy= 1.35 in^4
B2= 2.48 in Sx= 1.75 in^3
d= 0.88 in Sy= 0.44 in^3
t= 0.06 in CR=0.65
R= 0.13 in Ωb = 1.67
Area= 0.80 in^2 Cm= 1
Wt per foot= 2.73 lb/ft Sy(group)= 15.45 in^3
Fy= 55 ksi E= 29000 ksi
Lu= 19.52 ft
Snow Load=
Per AISI F2.1, Mne = Sf * Fn
Purlin Spacing =
Purlin Selected=
20.28 ft
6.76 ft
Zone:
Edge SpanCantilever
ASD Load Combos:
D+0.6W=
Strong Axis Applied Distributed Pressures
ASD Load Combos:
D+0.75(0.6W+S)=
0.6D+0.6W=
D+0.6W=
PURLIN ANALYSIS
20.28 ft
Dead Load=
7" Z 16 GA
North
FIGURE 1
3.33 ft
3.07 psf
11.1 psf
ALL PRE-GALVANIZED PURLIN COIL
MATERIAL IS PER ASTM A653 GRADE 55
FIGURE 2
Cantilever
D+S=
Fcre > 2.78 * Fy, Fn = Fy
Purlin Properties
Weak Axis Applied Distributed Pressures
Center SpanEdge Span
Lengths
0.6D+0.6W=
D+0.75(0.6W+S)=
D+S=
lateral torsional buckling does not control
Center Span Length
Edge Span Length
Cant. Length
Center Span
Mx My
Cantilever 1.66 k-ft 0.39 k-ft 0.54 OK
Edge Span 2.25 k-ft 0.70 k-ft 0.49 OK
Center Span 2.56 k-ft 0.88 k-ft 0.56 OK
Mx My
Cantilever -1.33 k-ft 0.07 k-ft 0.28 OK
Edge Span -1.80 k-ft 0.12 k-ft 0.58 OK ←
Center Span -1.56 k-ft 0.16 k-ft 0.50 OK
L/120
0.74 in L/220 OK
1.14 in L/213 OK
L/120
0.86 in L/283 OK
0.71 in L/341 OK
Maximum Cantilver Deflection =
Allowable Deflection =
Maximum Span Deflection =
Purlin No. 1
Allowable Deflection =
Maximum Positive Deflection =
North Zone
Governing Load Combo
0.6D+0.6W=
D+0.75(0.6W+S)=
0.6D+0.6W=
0.6D+0.6W=
Governing Load Combo
Maximum Negative Deflection =
Purlin Stress Ratios: Positive Shear, ↑
S.R. = (Mx/Max)+(My/May) ≤ 1.0
Purlin No. 2
Deflection Checks
D+0.75(0.6W+S)=
S.R. = (Mx/Max)+(My/May) ≤ 1.0
Stress Ratio Maximums
D+0.75(0.6W+S)=
North Zone
Purlin Stress Ratios: Positive Shear, ↓
-4.500 k-ft
-2.500 k-ft
-0.500 k-ft
1.500 k-ft
3.500 k-ft
0.00 ft 5.00 ft 10.00 ft 15.00 ft 20.00 ft 25.00 ft
Purlin No. 1 Moment Diagrams
Mx (D+0.75(0.6W+S))Mx (0.6D+0.6W)My (D+S)
-4.50 k-ft
-2.50 k-ft
-0.50 k-ft
1.50 k-ft
3.50 k-ft
0.00 ft 5.00 ft 10.00 ft 15.00 ft 20.00 ft 25.00 ft
Purlin No. 2 Moment Diagrams
Mx
(D+0.75(0.6
W+S))
Mx
(0.6D+0.6W)
-1.500 in
-1.000 in
-0.500 in
0.000 in
0.500 in
1.000 in
1.500 in
0 in 50 in 100 in 150 in 200 in 250 in 300 in 350 in
Purlin 1 Deflection Diagram
Positive Shear
Negative Shear
-1.000 in
-0.500 in
0.000 in
0.500 in
1.000 in
0 in 36 in 72 in 108 in 144 in 180 in 216 in 252 in
Purlin 2 Deflection Diagram
Positive Shear
Negative Shear
A =2.68 in^2
d = 5.90 in
tw = 0.17 in
bf = 3.94 in
tf = 0.22 in
Ix = 16.40 in^4
Iy = 2.20 in^4
Sx = 5.56 in^3
Sy = 1.11 in^3
rx= 2.47 in Kx*Lx/rx = 52.54
ry= 0.91 in Ky*Ly/ry = 81.94
1.12 k 11.92 k-ft 0.00 k-ft
1.12 k 11.92 k-ft 0.00 k-ft
Post 1 Max Stress Ratio
Post Section:
0.510
POST 1 GOVERNS
W6x9
Load Combo
Max Required Strength:
Post 1 Max Required Strength:
Post 2 Max Required Strength:
D+0.6W_up
D+0.6W_up
D+0.6W_up
WIDE FLANGE COLUMN ANALYSIS
Post 2 Max Stress Ratio Post 3 Max Stress Ratio
0.778 0.679
-1.78 k ←4.34 k
-1.69 k 4.67 k ←
-1.43 k 4.53 k
1.42 k 11.92 k-ft ←
1.44 k ←10.34 k-ft
1.29 k 7.72 k-ft
axial shear moment axial shear moment
Post 1 = 0.67 k 0.00 k 11.92 k-ft Post 1 = 4.34 k 0.93 k 4.77 k-ft
Post 2 = 0.81 k 0.00 k 10.34 k-ft Post 2 = 4.67 k 0.80 k 4.13 k-ft
Post 3 = 0.81 k 0.00 k 7.72 k-ft Post 3 = 4.53 k 0.72 k 3.73 k-ft
axial shear moment axial shear moment
Post 1 = -1.78 k -1.42 k -7.30 k-ft Post 1 = 3.27 k 0.00 k 0.00 k-ft
Post 2 = -1.69 k -1.44 k -7.42 k-ft Post 2 = 3.92 k 0.00 k 0.00 k-ft
Post 3 = -1.43 k -1.29 k -6.64 k-ft Post 3 = 3.92 k 0.00 k 0.00 k-ft
axial shear moment
Post 1 = 3.26 k 1.24 k 6.37 k-ft
Post 2 = 3.19 k 1.07 k 5.50 k-ft
Post 3 = 3.02 k 0.97 k 4.97 k-ft
Post 3 =
Post 2 =
Post 1 =
Max Moment
Post 3 =
Post 2 =
Post 3 =
Post 2 =
Post 1 =
Max Shear
Post 1 =
Max Uplift
Post 3 =
Post 2 =
Post 1 =
0.6D+0.6W_up (base moment) D+0.75(S+0.6W_down)
D+S
North Alternate Foundation Reactions
Max Down
North Reactions Summary
D+0.6W_down
0.6D+0.6W_up (uplift/shear)
Material = A653 Grade 55
CANTI SPAN CANTI SPAN
Lx= 19.20 in 42.13 in J= 0.0021 in^4 0.0021 in^4
Ly= 19.20 in 42.72 in Cw= 13.90 in^6 13.90 in^6
Lt= 19.20 in 42.13 in ry= 1.73 in 1.73 in
Kx= 1.20 1.20 in rx= 1.73 in 1.73 in
Ky= 2.10 1.20 in ro= 5.10 in 5.10 in
Kt= 1.20 1.20 in u= 0.20 in 0.20 in
B= 4.00 in 4.00 in a= 3.68 in 3.68 in
D= 4.75 in 4.75 in ā= 3.93 in 3.93 in
C= 0.88 in 0.88 in b= 4.43 in 4.43 in
r= 0.13 in 0.13 in ƃ= 4.68 in 4.68 in
t= 0.075 in 0.075 in c= 0.71 in 0.71 in
E= 29500 ksi 29500 ksi ć= 0.84 in 0.84 in
CANTI SPAN G= 11300.0 ksi 11300.0 ksi A= 1.105 in^2 1.105 in^2
66.5 k-in 66.5 k-in Fy= 55 ksi 55 ksi ẍc=1.98 in 1.98 in
90.0 k-in 90.0 k-in Fu= 70 ksi 70 ksi m= 2.49 in 2.49 in
1.21 in^3 1.21 in^3 Sx= 1.66 in^3 1.66 in^3 xo=-4.47 in -4.47 in
1.64 in^3 1.64 in^3 c'= 2.73 in 2.73 in βw=-3.04 -3.04
-1.00 -1.00 c''= 2.02 in 2.02 in βf=2.36 2.36
1639.7 340.6 Sy+= 1.21 in^3 1.21 in^3 βl=3.28 3.28
537.2 332.4 Sy-= 1.64 in^3 1.64 in^3 B'= 3.93 in 3.93 in
1.00 1.00 Iy= 3.315 in^4 3.315 in^4 D'= 4.68 in 4.68 in
266.14 55.93 Ix= 3.304 in^4 3.304 in^4 C'= 0.84 in 0.84 in
4.87 in 4.87 in
5.10 in 5.10 in
622.76 ksi 130.81 ksi CANTI SPAN
11236.84 ksi 2335.25 ksi 4.35 in 4.35 in
152.9 152.9 58 58
30.8 30.8 0.65 in^2 0.65 in^2
55.0 ksi 55.0 ksi 5.34 5.34
59.6 ksi 54.0 ksi 42.3 ksi 42.3 ksi
Fn1=
Fn2+=
FLEXURE
My+=
My-=
Sfy+=
Sfy-=
CS=
σex=
σey=
CTF=
σt=
j=
ro=
Fcre+=
Fcre-=
2.78*Fy=
.56*Fy=
h=
h/t=
Aw=
kv=
Fcr=
TOP CHORD SECTION:
SHEAR
ROLL-FORMED TOP CHORD ANALYSIS
SECTION PROPERTIES
FIGURE 1
C4"x4.75"x0.88"x14ga
61.0 ksi 60.7 ksi 27.62 k 27.62 k
622.8 ksi 130.8 ksi 21.53 k 21.53 k
11236.8 ksi 2335.2 ksi 0.88 0.88
55.0 ksi 54.0 ksi 21.53 k 21.53 k
55.0 ksi 55.0 ksi 19.87 k 19.87 k
66.5 k-in 65.3 k-in 13.81 k 13.81 k
90.0 k-in 90.0 k-in 19.87 k 19.87 k
141.5 ksi 141.5 ksi 1.60 1.60
46.3 ksi 46.3 ksi 12.42 k 12.42 k
31.7 ksi 31.7 ksi
171.2 k-in 171.2 k-in
62.0 k-in 62.0 k-in CANTI SPAN
0.62 0.62 1.11 in^2 1.11 in^2
1.20 1.20 60.78 k 60.78 k
66.52 k-in 65.28 k-in 1.67 1.67
75.83 k-in 74.82 k-in 36.40 k 36.40 k
90.05 k-in 90.05 k-in 1.11 in^2 1.11 in^2
67.55 k-in 67.55 k-in 77.36 k 77.36 k
66.52 k-in 65.28 k-in 2.00 2.00
67.55 k-in 67.55 k-in 38.68 k 38.68 k
1.67 1.67 36.40 k 36.40 k
39.8 k-in 39.1 k-in
40.5 k-in 40.5 k-in
39.8 k-in 39.1 k-in
CANTI SPAN
60.78 k 60.78 k
266.1 55.9
1639.7 340.6
537.2 332.4
0.23 0.23
235.69 ksi 49.46 ksi
0.48 1.05
49.88 ksi 34.53 ksi
206.7 ksi 43.4 ksi
49.9 ksi 34.5 ksi
FIGURE 2
FLEXURE CONTINUED SHEAR CONTINUED
COMPRESSION
Fn=
Py=
σt=
σex=
σey=
β=
Fcre=
λc=
Fn1=
Fn2=
Mnl1-=
Mnl2-=
Local Buckling, Mnl+=
Local Buckling, Mnl-=
Ωb=
Ma+=
Ma-=
Ma=
Fcrllip=
Fcrlweb=
Fcrlflange=
Elastic Local Buckling, Mcrl+=
Elastic Local Buckling, Mcrl-=
λl+=
λl-=
Mnl1+=
Mnl2+=
Fn2-=
Fn3+=
Fn3-=
Fn+=
Fn-=
Yield and LTB, Mne+=
Yield and LTB, Mne-=
Ωy=
Ta(yield)=
An=
Tn(rupture)=
Ωr=
Ta(rupture)=
Ta=
Vn2=
Vn3=
Vn=
Ωv=
Va=
TENSION
Ag=
Tn(yield)=
Vcr=
Vy=
λv=
Vn1=
55.13 k 38.16 k
0.43 0.43 Code= IBC 2018 ASCE-7-16
0.3 0.3 C dimension= 42.83 in ϴ=30.0 deg= 0.52 rad
0.68 in 0.68 in D dimension= 19.20 in ϴ1= 60.8 deg
4 4 TC clear= 24.97 in ϴ2= 60.0 deg
0.3 0.3 X1= 42.72 in ϴ3= 120.0 deg
3.60 in 3.60 in X2= 37.22 in ϴ4= 30.3 deg
4 4 X3= 42.72 in ϴ5= 59.2 deg
0.3 0.3 X4= 19.20 in ϴ6= 29.7 deg
4.35 in 4.35 in
141.5 ksi 141.5 ksi Pa= 0.82 kip global (snow and/or dead)
46.3 ksi 46.3 ksi Pb= 0.40 kip local (wind)
31.7 ksi 31.7 ksi Dead Load= 0.34 kip R1y= 2.06 kip
31.7 ksi 31.7 ksi Snow Load= 0.65 kip R2y= 0.32 kip
35.04 k 35.04 k Max Wind_up= -1.20 kip R3y= 2.06 kip
1.25 1.04 Max Wind_down= 0.89 kip
55.13 k 38.16 k
40.23 31.54
40.23 k 31.54 k
4.973 0.651
0.570 0.570
0 0
0.10667 0.03699
0.00214 0.00074
19.20 in 42.13 in
1.98 in 1.98 in
-2.69 -2.69
4.00 in 4.00 in
0.300 0.300
0.013 0.013
0 0
0.052 0.052
0.930 0.930
32.60 in 32.60 in
19.20 in 32.60 in
0.00078 0.00078
0.41 in^2 0.41 in^2
-0.064 -0.064
50.9 ksi 32.4 ksi
56.29 k 35.76 k
FIGURE 3
FIGURE 4
COMPRESSION CONTINUED
L=
Jf=
Af=
yof=
Fcrd=
Pcrd=
xof=
ho=
μ=
Ixf=
Cwf=
Ixyf=
Iyf=
Lcrd=
Pnl1=
Pnl2=
LOCAL BUCKLING, Pcrl=
kφfe=
kφwe=
kφ=
kφfg=
kφwg=
Lm=
μflange=
wflange=
Fcrllip=
Fcrlweb=
Fcrlflange=
Fcrl=
Pcrl=
λl=
hxf=
GLOBAL BUCKLING, Pne=
klip=
μlip=
wlip=
kweb=
μweb=
wweb=
kflange=
1.039 1.304 CANTI SPAN
60.8 ksi 60.8 ksi Moment Capacity, Ma =39.8 k-in 39.1 k-in
44.2 ksi 36.2 ksi Shear Capacity, Va = 12.42 k 12.42 k
44.19 k 36.17 k Compressive Capacity, Pa = 22.35 k 17.52 k
1.8 1.8 Tensile Capacity, Ta = 36.40 k 36.40 k
22.35 k 17.52 k
Max Moment Shear Axial S.R.
8.25 k-in 0.40 k 1.60 k 0.278
15.84 k-in 0.72 k -2.47 k 0.466
16.31 k-in 0.74 k -2.23 k 0.471
3.26 k-in 0.15 k -0.14 k 0.100
21.32 k-in 0.95 k -3.12 k 0.621
10.48 k-in 0.52 k 1.92 k 0.349
13.61 k-in 0.62 k -2.18 k 0.402
max 21.32 k-in 0.95 k -3.12 k 0.621
DISTORTIONAL BUCKLING, P
Ωc=
Pa=
MAXIMUM STRESSED TOP CHORD
S.R. = (P/Pnt) + (Mx/Mn)
COMPRESSION CONTINUED
λd=
Pnd1=
Pnd2=
D+0.6W_up
D+S
D+0.6W_down
0.6D+0.6W_down
Top Chord 2 Loading RFTC
0.6D+0.6W_up
D+0.75(S+0.6W_down)
D+0.75(S+0.6W_up)
D+0.75(S+0.6W_down)
Load Combo
0.0 k-in 21.3 k-in 2.0 k-in -1.0 k-in
21.3 k-in
0.0 k-in
-5.0 k-in
0.0 k-in
5.0 k-in
10.0 k-in
15.0 k-in
20.0 k-in
25.0 k-in
Moment
-1.50 kip
-1.00 kip
-0.50 kip
0.00 kip
0.50 kip
1.00 kip
1.50 kip
x=0.0 x=50.0 x=100.0 x=150.0
Shear
-4.00 k
-3.00 k
-2.00 k
-1.00 k
0.00 k
1.00 k
x=0.0 x=50.0 x=100.0 x=150.0
Axial
2 in
2 in
0.09375 in
0.065 in
6.13 ft
6.13 ft
29500 ksi
50 ksi
M 0.000 kip.ft
4.08
0.198 in
0.080 in
1.6825 in
Element L xY2 Ix'
Flanges 2.a 3.365 0.968 3.150 0.000
Web 2.b 3.365 0.000 0.000 0.794
Corners 4.u 0.793 0.922 0.674 0.000
Element L x X2 Iy'
Flanges 2.a 3.365 0.000 0.000 0.794
Web 2.b 3.365 0.968 3.150 0.000
Corners 4.u 0.793 0.922 0.674 0.000
A 0.4890 in
IX 0.3001
IY 0.3001
Sx 0.3001
SY 0.3001
rx 0.7834 in
rY 0.7834 in
Knee Brace Design - Compression Member
Input Data KNEE BRACES
Member Section 2x2x15ga
A = Tube Width
B = Tube Length
R = Corner Inner Radius
t = Thickness
KLx= Buckling around x-x
KLy= Buckling around y-y
E = Modulus of Elasticity
Fy = Yield Stress
G = Shear Modulus
Calculated Parameter Applied Forces
1- Properties of 90o corner
r = R + t/2, Centerline of Dimension
u = S r/2, Arc Length
c=0.637.r Distance of c.g. from center
2- Flat widths of flanges and webs
Flat width of Dim. a= A - (2.r + t)
Flat width of Dim. b= B - (2.r + t)
Calculation of Ix
L, Length (in) Y, Distance to the center (in)
B/2 - t/2
0
b/2 + c
7.523 1.889
Calculation of Iy
L, Length (in) X, Distance to the center (in)
0
A/2 - t/2
a/2 + c
7.523 1.889
Section Properties
L x t
t x ( L x Y +Ix')
t x (L x X +Iy')
IX /(B/2)
IY /(A/2)
(Ix /A)
(IY /A)
KLx/rx 93.92
KLy/ry 93.92
KL/r 93.92
F 33.01 ksi
OOc 1.23
26.52 ksi
w/t = a/t 25.88
OO 0.41
U 1.13
1.68 in
w/t = b/t 25.88
O 0.41
U1.13
1.68 in
Ae 0.49 in2
Pn 12.97 kips
:c 1.80
7.21 kips
Cb1 0.57
1
Element L.y L.y
C. Flanges ae 1.683 0.033 0.055 0.002
Web 2.b 3.365 1.000 3.365 3.365
C. Corners 2.u 0.397 0.113 0.045 0.005
T. Flanges ae 1.683 1.968 3.310 6.513
T.Corners 2.u 0.397 1.887 0.749 1.413
1.000 0.159 in
Nominal Buckling Stress
S2. E/(KL/r)2
(Fy/Fe)
Fn
Effective Area
effective width of compression flange
1.052/(k) x (w/t) x (Fn/E)0.5
(1-0.22 / O) / O
ae
effective width of web element
1.052/(k) x (w/t) x (Fn/E)0.5
(1-0.22 / O) / O
be
Allowable Axial Load
Ae = A - 2 x t x [(a-ae) + (b-be)]
Pn= Ae x Fn
Pa = Pn /:c
Check Compression Stresses
Loads from Wind?
Cb1=(P / Pa) NO
Allowable Stress Unity
Section is OK
Computing of Mnx
By using the effective width of compression flange and assuming
the web is fully effective, the neutral axis can be located as follow:
L, Length (in) y, Distance to top fiber (in)
t/2
B/2
c+t/2
B-t/2
B-c-t/2
7.523 5.000
ycg = L.y/ L Z=R+t
The max. stress of 50 ksi ocurs in the compression flange as assumed in the calculation
f1 42.06 ksi
f2 -42.06 ksi
\\-1.00
k 24.00
h/t 25.88
OO 0.21
U -0.23
b 1.68 in
b1 0.42 in
b 0.84 in
1.26 in
2 I 0.79 in4
11.30 4
7.52 in4
4.57 in4
0.30 in4
0.30 in3
j 0.31 in4
Sf 0.30 in4
Lu 34.95 ft
Fe 791.72 ksi
1.237 kip.ft
1.670
0.741 kip.ft
Cmx 0.60
Cb1 0.57
Cb2 0.57 1
Cb 0.57
be/(3-\)
b1+b2
2(1/12)(b)
6(Ly )
(-)(6L)(ycg)
I'x
Check the effectiveness of the Web
(ycg- Z)Fy/ycg
- (B-ycg- Z)Fy/ycg
f2/f1
4+2(1-\)3+2(1-\)
be/t
1.052/(k) x (h/t) x (f1/E)0.5
:b
Ma = Mnx /:b
Check Stresses
If((P / Pa) <= 0.15,Cb2,Cb1)Section is OK
0.6-0.4*M1/M2 Loads from Wind?
(P / Pa) + (Cmx Mx / Ma ) NO
(P / Pa) + (Mx / Ma) Allowable Stress Unity
Ix=I'x.t
Sex=Ix/ycg
Cb=1.0 for combined axial load and bending moment
2b d2t/(b+d)
fullSx
0.36CbS.(E I.G.j)0.5/(Fy. Sf)
CbS.(E I.G.j)0.5/(L. Sf)
Allowable Bending Moment
Mnx
(1-0.22 / O) / O
Design Criteria:
Code:
Dead Load:5.0 psf
Roof Live Load:0.0 psf
Ground Snow:25.0 psf
Wind Speed:92 mph (Exposure C Assumed)
Module Tilt:30.0 deg
Purlin Trib Width:2.88 ft (Horizontal Projection)
Snow Load Calculation: pf s e t s g z d zt
Ce =0.9 Kz =0.85
Ct =1.2 Kd =0.85
Is =0.8 Kzt =1.0
Cs =0.73
ps 11.1 psf q = 15.7 psf
Mean Roof Height = 6.5 ft
TILT
ZONE GCp Up GCp Down PSF Up PSF Down
Cantilever -2.031 1.828 -31.8 28.6
Edge Span -1.673 1.238 -26.2 19.4
-1.140 0.855 -17.8 13.4
South Row Center Span -1.478 1.137 -23.1 17.8
Interior Center Span -1.233 0.735 -19.3 11.5
ZONE GCp Up GCp Down PSF Up PSF Down
Cantilever -1.478 1.547 -23.1 24.2
Edge Span -1.263 0.929 -19.8 14.6
-1.022 0.766 -16.0 12.0
-1.138 0.885 -17.8 13.9
-0.924 0.663 -14.5 10.4
ZONE GCmy (+) GCmy (-) q*GCmy (+) q*GCmy (-)
Cantilever 0.489 -0.210 7.6 -3.3
Edge Span 0.388 -0.155 6.1 -2.4
North Row Center Span 0.231 -0.150 3.6 -2.4
South Row Center Span 0.334 -0.090 5.2 -1.4
Interior Row Center Span 0.291 -0.146 4.6 -2.3
Note: See Figures 1 & 2 for clarity on zones
IBC 2018
PURLIN
TOP CHORD
WIND TUNNEL COEFFICIENTS (RWDI)
DESIGN CRITERIA
(Per RWDI Wind Tunnel Analysis)
BASE MOMENT
South
DEAD LOAD:0.017 klf
LIVE LOAD: N/A 0.000 klf
SNOW:Ps*Purlin Trib.
Width/1000:0.032 klf
South
-1.181 kips
1.030 kips
-1.262 kips
0.954 kips
-1.196 kips
0.930 kips
WIND: (Base Moments)
GCMy*q*A*Upslope Length
Post 1 Post 2 Post 3
19.87 k-ft 20.09 k-ft 18.57 k-ft
Post 1 Post 2 Post 3
-8.22 k-ft -6.82 k-ft -5.01 k-ft
South
POSITIVE
APPLIED LOADING
FIGURE 2
WIND: (Top Chord Pressures)
FIGURE 3
FIGURE 1
NEGATIVE
ࡼup = ௦௧כ
ସ ܥܽ݊ݐ݈݅݁ݒ݁ݎܹ݅݀ݐ݄ כ ܩܥ ܿܽ݊ݐ݈݅݁ݒ݁ݎ ாௗௌௐௗ௧
ଶ כ ܩܥሺ݁݀݃݁ݏܽ݊ሻ
P2up = ௦௧כ
ସ
ாௗௌௐௗ௧
ଶ כ ܩܥ ݁݀݃݁ݏܽ݊ ௧ௌௐௗ௧
ଶ כ ܩܥሺܿ݁݊ݐ݁ݎݏܽ݊ሻ
P2ࢊ࢝ ൌ௦௧כ
ସ
ாௗௌௐௗ௧
ଶ כ ܩܥ ݁݀݃݁ݏܽ݊ ௧ௌௐௗ௧
ଶ כ
P3up =௦௧כ
ସ ܥ݁݊ݐ݁ݎܹܵܽ݊݅݀ݐ݄ כ ܩܥሺܿ݁݊ݐ݁ݎ ݏܽ݊ሻ
P3down = ௦௧כ
ସ ܥ݁݊ݐ݁ݎܹܵܽ݊݅݀ݐ݄ כ ܩܥሺܿ݁݊ݐ݁ݎ ݏܽ݊ሻ
P1ࢊ࢝ ൌ௦௧כ
ସ ܥܽ݊ݐ݈݅݁ݒ݁ݎܹ݅݀ݐ݄ כ ܩܥ ܿܽ݊ݐ݈݅݁ݒ݁ݎ ாௗௌௐௗ௧
ଶ כ ܩܥሺ݁݀݃݁ݏܽ݊ሻ
(module wt + purlin self wt)
positive, ↓negative, ↑positive, ↓negative, ↑positive, ↓negative, ↑
19.83 psf - 14.28 psf - 13.34 psf -
10.98 psf - 10.98 psf - 10.98 psf -
21.78 psf - 17.62 psf - 16.91 psf -
- -17.48 psf - -14.12 psf - -12.29 psf
positive, ↓negative, ↑positive, ↓negative, ↑positive, ↓negative, ↑
1.54 psf - 1.54 psf - 1.54 psf -
6.34 psf - 6.34 psf - 6.34 psf -
5.14 psf - 5.14 psf - 5.14 psf -
- 0.92 psf - 0.92 psf - 0.92 psf
D= 7.00 in Ix= 5.58 in^4
B1= 2.48 in Iy= 1.35 in^4
B2= 2.48 in Sx= 1.75 in^3
d= 0.88 in Sy= 0.44 in^3
t= 0.06 in CR=0.65
R= 0.13 in Ωb = 1.67
Area= 0.80 in^2 Cm= 1
Wt per foot= 2.73 lb/ft Sy(group)= 15.45 in^3
Fy= 55 ksi E= 29000 ksi
Lu= 19.52 ft
Snow Load=
Per AISI F2.1, Mne = Sf * Fn
Purlin Spacing =
Purlin Selected=
20.28 ft
6.76 ft
Zone:
Edge SpanCantilever
ASD Load Combos:
D+0.6W=
Strong Axis Applied Distributed Pressures
ASD Load Combos:
D+0.75(0.6W+S)=
0.6D+0.6W=
D+0.6W=
PURLIN ANALYSIS
20.28 ft
Dead Load=
7" Z 16 GA
South
FIGURE 1
3.33 ft
3.07 psf
11.1 psf
ALL PRE-GALVANIZED PURLIN COIL
MATERIAL IS PER ASTM A653 GRADE 55
FIGURE 2
Cantilever
D+S=
Fcre > 2.78 * Fy, Fn = Fy
Purlin Properties
Weak Axis Applied Distributed Pressures
Center SpanEdge Span
Lengths
0.6D+0.6W=
D+0.75(0.6W+S)=
D+S=
lateral torsional buckling does not control
Center Span Length
Edge Span Length
Cant. Length
Center Span
Mx My
Cantilever 1.66 k-ft 0.39 k-ft 0.54 OK
Edge Span 2.25 k-ft 0.70 k-ft 0.49 OK
Center Span 2.90 k-ft 0.88 k-ft 0.63 OK
Mx My
Cantilever -1.33 k-ft 0.07 k-ft 0.28 OK
Edge Span -1.80 k-ft 0.12 k-ft 0.58 OK
Center Span -2.10 k-ft 0.16 k-ft 0.68 OK ←
L/120
0.74 in L/220 OK
1.14 in L/213 OK
L/120
1.04 in L/233 OK
0.96 in L/253 OK
Maximum Cantilver Deflection =
Allowable Deflection =
Maximum Span Deflection =
Purlin No. 1
Allowable Deflection =
Maximum Positive Deflection =
South Zone
Governing Load Combo
0.6D+0.6W=
D+0.75(0.6W+S)=
0.6D+0.6W=
0.6D+0.6W=
Governing Load Combo
Maximum Negative Deflection =
Purlin Stress Ratios: Positive Shear, ↑
S.R. = (Mx/Max)+(My/May) ≤ 1.0
Purlin No. 2
Deflection Checks
D+0.75(0.6W+S)=
S.R. = (Mx/Max)+(My/May) ≤ 1.0
Stress Ratio Maximums
D+0.75(0.6W+S)=
South Zone
Purlin Stress Ratios: Positive Shear, ↓
-4.500 k-ft
-2.500 k-ft
-0.500 k-ft
1.500 k-ft
3.500 k-ft
0.00 ft 5.00 ft 10.00 ft 15.00 ft 20.00 ft 25.00 ft
Purlin No. 1 Moment Diagrams
Mx (D+0.75(0.6W+S))Mx (0.6D+0.6W)My (D+S)
-4.50 k-ft
-2.50 k-ft
-0.50 k-ft
1.50 k-ft
3.50 k-ft
0.00 ft 5.00 ft 10.00 ft 15.00 ft 20.00 ft 25.00 ft
Purlin No. 2 Moment Diagrams
Mx
(D+0.75(0.6
W+S))
Mx
(0.6D+0.6W)
-1.500 in
-1.000 in
-0.500 in
0.000 in
0.500 in
1.000 in
1.500 in
0 in 50 in 100 in 150 in 200 in 250 in 300 in 350 in
Purlin 1 Deflection Diagram
Positive Shear
Negative Shear
-1.500 in
-1.000 in
-0.500 in
0.000 in
0.500 in
1.000 in
1.500 in
0 in 36 in 72 in 108 in 144 in 180 in 216 in 252 in
Purlin 2 Deflection Diagram
Positive Shear
Negative Shear
A =2.68 in^2
d = 5.90 in
tw = 0.17 in
bf = 3.94 in
tf = 0.22 in
Ix = 16.40 in^4
Iy = 2.20 in^4
Sx = 5.56 in^3
Sy = 1.11 in^3
rx= 2.47 in Kx*Lx/rx = 52.54
ry= 0.91 in Ky*Ly/ry = 81.94
1.34 k 12.05 k-ft 0.00 k-ft
1.12 k 11.92 k-ft 0.00 k-ft
Post 1 Max Stress Ratio
Post Section:
0.731
POST 2 GOVERNS
W6x9
Load Combo
Max Required Strength:
Post 1 Max Required Strength:
Post 2 Max Required Strength:
D+0.6W_up
D+0.6W_up
D+0.6W_up
WIDE FLANGE COLUMN ANALYSIS
Post 2 Max Stress Ratio Post 3 Max Stress Ratio
0.778 0.789
-1.78 k 4.34 k
-1.82 k ←4.76 k ←
-1.68 k 4.73 k
1.42 k 11.92 k-ft
1.51 k ←12.05 k-ft ←
1.44 k 11.14 k-ft
axial shear moment axial shear moment
Post 1 = 0.67 k 0.00 k 11.92 k-ft Post 1 = 4.34 k 0.93 k 4.77 k-ft
Post 2 = 0.81 k 0.00 k 12.05 k-ft Post 2 = 4.76 k 0.86 k 4.42 k-ft
Post 3 = 0.81 k 0.00 k 11.14 k-ft Post 3 = 4.73 k 0.84 k 4.31 k-ft
axial shear moment axial shear moment
Post 1 = -1.78 k -1.42 k -7.30 k-ft Post 1 = 3.27 k 0.00 k 0.00 k-ft
Post 2 = -1.82 k -1.51 k -7.80 k-ft Post 2 = 3.92 k 0.00 k 0.00 k-ft
Post 3 = -1.68 k -1.44 k -7.39 k-ft Post 3 = 3.92 k 0.00 k 0.00 k-ft
axial shear moment
Post 1 = 3.26 k 1.24 k 6.37 k-ft
Post 2 = 3.32 k 1.14 k 5.89 k-ft
Post 3 = 3.28 k 1.12 k 5.75 k-ft
Post 3 =
Post 2 =
Post 1 =
Max Moment
Post 3 =
Post 2 =
Post 3 =
Post 2 =
Post 1 =
Max Shear
Post 1 =
Max Uplift
Post 3 =
Post 2 =
Post 1 =
0.6D+0.6W_up (base moment) D+0.75(S+0.6W_down)
D+S
South Alternate Foundation Reactions
Max Down
South Reactions Summary
D+0.6W_down
0.6D+0.6W_up (uplift/shear)
Material = A653 Grade 55
CANTI SPAN CANTI SPAN
Lx= 19.20 in 42.13 in J= 0.0021 in^4 0.0021 in^4
Ly= 19.20 in 42.72 in Cw= 13.90 in^6 13.90 in^6
Lt= 19.20 in 42.13 in ry= 1.73 in 1.73 in
Kx= 1.20 1.20 in rx= 1.73 in 1.73 in
Ky= 2.10 1.20 in ro= 5.10 in 5.10 in
Kt= 1.20 1.20 in u= 0.20 in 0.20 in
B= 4.00 in 4.00 in a= 3.68 in 3.68 in
D= 4.75 in 4.75 in ā= 3.93 in 3.93 in
C= 0.88 in 0.88 in b= 4.43 in 4.43 in
r= 0.13 in 0.13 in ƃ= 4.68 in 4.68 in
t= 0.075 in 0.075 in c= 0.71 in 0.71 in
E= 29500 ksi 29500 ksi ć= 0.84 in 0.84 in
CANTI SPAN G= 11300.0 ksi 11300.0 ksi A= 1.105 in^2 1.105 in^2
66.5 k-in 66.5 k-in Fy= 55 ksi 55 ksi ẍc=1.98 in 1.98 in
90.0 k-in 90.0 k-in Fu= 70 ksi 70 ksi m= 2.49 in 2.49 in
1.21 in^3 1.21 in^3 Sx= 1.66 in^3 1.66 in^3 xo=-4.47 in -4.47 in
1.64 in^3 1.64 in^3 c'= 2.73 in 2.73 in βw=-3.04 -3.04
-1.00 -1.00 c''= 2.02 in 2.02 in βf=2.36 2.36
1639.7 340.6 Sy+= 1.21 in^3 1.21 in^3 βl=3.28 3.28
537.2 332.4 Sy-= 1.64 in^3 1.64 in^3 B'= 3.93 in 3.93 in
1.00 1.00 Iy= 3.315 in^4 3.315 in^4 D'= 4.68 in 4.68 in
266.14 55.93 Ix= 3.304 in^4 3.304 in^4 C'= 0.84 in 0.84 in
4.87 in 4.87 in
5.10 in 5.10 in
622.76 ksi 130.81 ksi CANTI SPAN
11236.84 ksi 2335.25 ksi 4.35 in 4.35 in
152.9 152.9 58 58
30.8 30.8 0.65 in^2 0.65 in^2
55.0 ksi 55.0 ksi 5.34 5.34
59.6 ksi 54.0 ksi 42.3 ksi 42.3 ksi
Fn1=
Fn2+=
FLEXURE
My+=
My-=
Sfy+=
Sfy-=
CS=
σex=
σey=
CTF=
σt=
j=
ro=
Fcre+=
Fcre-=
2.78*Fy=
.56*Fy=
h=
h/t=
Aw=
kv=
Fcr=
TOP CHORD SECTION:
SHEAR
ROLL-FORMED TOP CHORD ANALYSIS
SECTION PROPERTIES
FIGURE 1
C4"x4.75"x0.88"x14ga
61.0 ksi 60.7 ksi 27.62 k 27.62 k
622.8 ksi 130.8 ksi 21.53 k 21.53 k
11236.8 ksi 2335.2 ksi 0.88 0.88
55.0 ksi 54.0 ksi 21.53 k 21.53 k
55.0 ksi 55.0 ksi 19.87 k 19.87 k
66.5 k-in 65.3 k-in 13.81 k 13.81 k
90.0 k-in 90.0 k-in 19.87 k 19.87 k
141.5 ksi 141.5 ksi 1.60 1.60
46.3 ksi 46.3 ksi 12.42 k 12.42 k
31.7 ksi 31.7 ksi
171.2 k-in 171.2 k-in
62.0 k-in 62.0 k-in CANTI SPAN
0.62 0.62 1.11 in^2 1.11 in^2
1.20 1.20 60.78 k 60.78 k
66.52 k-in 65.28 k-in 1.67 1.67
75.83 k-in 74.82 k-in 36.40 k 36.40 k
90.05 k-in 90.05 k-in 1.11 in^2 1.11 in^2
67.55 k-in 67.55 k-in 77.36 k 77.36 k
66.52 k-in 65.28 k-in 2.00 2.00
67.55 k-in 67.55 k-in 38.68 k 38.68 k
1.67 1.67 36.40 k 36.40 k
39.8 k-in 39.1 k-in
40.5 k-in 40.5 k-in
39.8 k-in 39.1 k-in
CANTI SPAN
60.78 k 60.78 k
266.1 55.9
1639.7 340.6
537.2 332.4
0.23 0.23
235.69 ksi 49.46 ksi
0.48 1.05
49.88 ksi 34.53 ksi
206.7 ksi 43.4 ksi
49.9 ksi 34.5 ksi
FIGURE 2
FLEXURE CONTINUED SHEAR CONTINUED
COMPRESSION
Fn=
Py=
σt=
σex=
σey=
β=
Fcre=
λc=
Fn1=
Fn2=
Mnl1-=
Mnl2-=
Local Buckling, Mnl+=
Local Buckling, Mnl-=
Ωb=
Ma+=
Ma-=
Ma=
Fcrllip=
Fcrlweb=
Fcrlflange=
Elastic Local Buckling, Mcrl+=
Elastic Local Buckling, Mcrl-=
λl+=
λl-=
Mnl1+=
Mnl2+=
Fn2-=
Fn3+=
Fn3-=
Fn+=
Fn-=
Yield and LTB, Mne+=
Yield and LTB, Mne-=
Ωy=
Ta(yield)=
An=
Tn(rupture)=
Ωr=
Ta(rupture)=
Ta=
Vn2=
Vn3=
Vn=
Ωv=
Va=
TENSION
Ag=
Tn(yield)=
Vcr=
Vy=
λv=
Vn1=
55.13 k 38.16 k
0.43 0.43 Code= IBC 2018 ASCE-7-16
0.3 0.3 C dimension= 42.83 in ϴ=30.0 deg= 0.52 rad
0.68 in 0.68 in D dimension= 19.20 in ϴ1= 60.8 deg
4 4 TC clear= 24.97 in ϴ2= 60.0 deg
0.3 0.3 X1= 42.72 in ϴ3= 120.0 deg
3.60 in 3.60 in X2= 37.22 in ϴ4= 30.3 deg
4 4 X3= 42.72 in ϴ5= 59.2 deg
0.3 0.3 X4= 19.20 in ϴ6= 29.7 deg
4.35 in 4.35 in
141.5 ksi 141.5 ksi Pa= 0.82 kip global (snow and/or dead)
46.3 ksi 46.3 ksi Pb= 0.43 kip local (wind)
31.7 ksi 31.7 ksi Dead Load= 0.34 kip R1y= 2.11 kip
31.7 ksi 31.7 ksi Snow Load= 0.65 kip R2y= 0.34 kip
35.04 k 35.04 k Max Wind_up= -1.26 kip R3y= 2.11 kip
1.25 1.04 Max Wind_down= 0.95 kip
55.13 k 38.16 k
40.23 31.54
40.23 k 31.54 k
4.973 0.651
0.570 0.570
0 0
0.10667 0.03699
0.00214 0.00074
19.20 in 42.13 in
1.98 in 1.98 in
-2.69 -2.69
4.00 in 4.00 in
0.300 0.300
0.013 0.013
0 0
0.052 0.052
0.930 0.930
32.60 in 32.60 in
19.20 in 32.60 in
0.00078 0.00078
0.41 in^2 0.41 in^2
-0.064 -0.064
50.9 ksi 32.4 ksi
56.29 k 35.76 k
FIGURE 3
FIGURE 4
COMPRESSION CONTINUED
L=
Jf=
Af=
yof=
Fcrd=
Pcrd=
xof=
ho=
μ=
Ixf=
Cwf=
Ixyf=
Iyf=
Lcrd=
Pnl1=
Pnl2=
LOCAL BUCKLING, Pcrl=
kφfe=
kφwe=
kφ=
kφfg=
kφwg=
Lm=
μflange=
wflange=
Fcrllip=
Fcrlweb=
Fcrlflange=
Fcrl=
Pcrl=
λl=
hxf=
GLOBAL BUCKLING, Pne=
klip=
μlip=
wlip=
kweb=
μweb=
wweb=
kflange=
1.039 1.304 CANTI SPAN
60.8 ksi 60.8 ksi Moment Capacity, Ma =39.8 k-in 39.1 k-in
44.2 ksi 36.2 ksi Shear Capacity, Va = 12.42 k 12.42 k
44.19 k 36.17 k Compressive Capacity, Pa = 22.35 k 17.52 k
1.8 1.8 Tensile Capacity, Ta = 36.40 k 36.40 k
22.35 k 17.52 k
Max Moment Shear Axial S.R.
8.95 k-in 0.44 k 1.72 k 0.302
16.57 k-in 0.75 k -2.59 k 0.487
16.31 k-in 0.74 k -2.23 k 0.471
2.73 k-in 0.13 k -0.05 k 0.087
21.87 k-in 0.97 k -3.20 k 0.637
11.18 k-in 0.55 k 2.05 k 0.372
14.33 k-in 0.65 k -2.30 k 0.423
max 21.87 k-in 0.97 k -3.20 k 0.637
DISTORTIONAL BUCKLING, P
Ωc=
Pa=
MAXIMUM STRESSED TOP CHORD
S.R. = (P/Pnt) + (Mx/Mn)
COMPRESSION CONTINUED
λd=
Pnd1=
Pnd2=
D+0.6W_up
D+S
D+0.6W_down
0.6D+0.6W_down
Top Chord 2 Loading RFTC
0.6D+0.6W_up
D+0.75(S+0.6W_down)
D+0.75(S+0.6W_up)
D+0.75(S+0.6W_down)
Load Combo
0.0 k-in 21.9 k-in 2.2 k-in -1.0 k-in
21.9 k-in
0.0 k-in
-5.0 k-in
0.0 k-in
5.0 k-in
10.0 k-in
15.0 k-in
20.0 k-in
25.0 k-in
Moment
-1.50 kip
-1.00 kip
-0.50 kip
0.00 kip
0.50 kip
1.00 kip
1.50 kip
x=0.0 x=50.0 x=100.0 x=150.0
Shear
-4.00 k
-3.00 k
-2.00 k
-1.00 k
0.00 k
1.00 k
x=0.0 x=50.0 x=100.0 x=150.0
Axial
2 in
2 in
0.09375 in
0.065 in
6.13 ft
6.13 ft
29500 ksi
50 ksi
M 0.000 kip.ft
4.18
0.198 in
0.080 in
1.6825 in
Element L xY2 Ix'
Flanges 2.a 3.365 0.968 3.150 0.000
Web 2.b 3.365 0.000 0.000 0.794
Corners 4.u 0.793 0.922 0.674 0.000
Element L x X2 Iy'
Flanges 2.a 3.365 0.000 0.000 0.794
Web 2.b 3.365 0.968 3.150 0.000
Corners 4.u 0.793 0.922 0.674 0.000
A 0.4890 in
IX 0.3001
IY 0.3001
Sx 0.3001
SY 0.3001
rx 0.7834 in
rY 0.7834 in
Knee Brace Design - Compression Member
Input Data KNEE BRACES
Member Section 2x2x15ga
A = Tube Width
B = Tube Length
R = Corner Inner Radius
t = Thickness
KLx= Buckling around x-x
KLy= Buckling around y-y
E = Modulus of Elasticity
Fy = Yield Stress
G = Shear Modulus
Calculated Parameter Applied Forces
1- Properties of 90o corner
r = R + t/2, Centerline of Dimension
u = S r/2, Arc Length
c=0.637.r Distance of c.g. from center
2- Flat widths of flanges and webs
Flat width of Dim. a= A - (2.r + t)
Flat width of Dim. b= B - (2.r + t)
Calculation of Ix
L, Length (in) Y, Distance to the center (in)
B/2 - t/2
0
b/2 + c
7.523 1.889
Calculation of Iy
L, Length (in) X, Distance to the center (in)
0
A/2 - t/2
a/2 + c
7.523 1.889
Section Properties
L x t
t x ( L x Y +Ix')
t x (L x X +Iy')
IX /(B/2)
IY /(A/2)
(Ix /A)
(IY /A)
KLx/rx 93.92
KLy/ry 93.92
KL/r 93.92
F 33.01 ksi
OOc 1.23
26.52 ksi
w/t = a/t 25.88
OO 0.41
U 1.13
1.68 in
w/t = b/t 25.88
O 0.41
U1.13
1.68 in
Ae 0.49 in2
Pn 12.97 kips
:c 1.80
7.21 kips
Cb1 0.58
1
Element L.y L.y
C. Flanges ae 1.683 0.033 0.055 0.002
Web 2.b 3.365 1.000 3.365 3.365
C. Corners 2.u 0.397 0.113 0.045 0.005
T. Flanges ae 1.683 1.968 3.310 6.513
T.Corners 2.u 0.397 1.887 0.749 1.413
1.000 0.159 in
Nominal Buckling Stress
S2. E/(KL/r)2
(Fy/Fe)
Fn
Effective Area
effective width of compression flange
1.052/(k) x (w/t) x (Fn/E)0.5
(1-0.22 / O) / O
ae
effective width of web element
1.052/(k) x (w/t) x (Fn/E)0.5
(1-0.22 / O) / O
be
Allowable Axial Load
Ae = A - 2 x t x [(a-ae) + (b-be)]
Pn= Ae x Fn
Pa = Pn /:c
Check Compression Stresses
Loads from Wind?
Cb1=(P / Pa) NO
Allowable Stress Unity
Section is OK
Computing of Mnx
By using the effective width of compression flange and assuming
the web is fully effective, the neutral axis can be located as follow:
L, Length (in) y, Distance to top fiber (in)
t/2
B/2
c+t/2
B-t/2
B-c-t/2
7.523 5.000
ycg = L.y/ L Z=R+t
The max. stress of 50 ksi ocurs in the compression flange as assumed in the calculation
f1 42.06 ksi
f2 -42.06 ksi
\\-1.00
k 24.00
h/t 25.88
OO 0.21
U -0.23
b 1.68 in
b1 0.42 in
b 0.84 in
1.26 in
2 I 0.79 in4
11.30 4
7.52 in4
4.57 in4
0.30 in4
0.30 in3
j 0.31 in4
Sf 0.30 in4
Lu 34.95 ft
Fe 791.72 ksi
1.237 kip.ft
1.670
0.741 kip.ft
Cmx 0.60
Cb1 0.58
Cb2 0.58 1
Cb 0.58
be/(3-\)
b1+b2
2(1/12)(b)
6(Ly )
(-)(6L)(ycg)
I'x
Check the effectiveness of the Web
(ycg- Z)Fy/ycg
- (B-ycg- Z)Fy/ycg
f2/f1
4+2(1-\)3+2(1-\)
be/t
1.052/(k) x (h/t) x (f1/E)0.5
:b
Ma = Mnx /:b
Check Stresses
If((P / Pa) <= 0.15,Cb2,Cb1)Section is OK
0.6-0.4*M1/M2 Loads from Wind?
(P / Pa) + (Cmx Mx / Ma ) NO
(P / Pa) + (Mx / Ma) Allowable Stress Unity
Ix=I'x.t
Sex=Ix/ycg
Cb=1.0 for combined axial load and bending moment
2b d2t/(b+d)
fullSx
0.36CbS.(E I.G.j)0.5/(Fy. Sf)
CbS.(E I.G.j)0.5/(L. Sf)
Allowable Bending Moment
Mnx
(1-0.22 / O) / O
Design Criteria:
Code:
Dead Load:5.0 psf
Roof Live Load:0.0 psf
Ground Snow:25.0 psf
Wind Speed:92 mph (Exposure C Assumed)
Module Tilt:30.0 deg
Purlin Trib Width:2.88 ft (Horizontal Projection)
Snow Load Calculation: pf s e t s g z d zt
Ce =0.9 Kz =0.85
Ct =1.2 Kd =0.85
Is =0.8 Kzt =1.0
Cs =0.73
ps 11.1 psf q = 15.7 psf
Mean Roof Height = 6.5 ft
TILT
ZONE GCp Up GCp Down PSF Up PSF Down
Cantilever -2.031 1.828 -31.8 28.6
Edge Span -1.673 1.238 -26.2 19.4
-1.140 0.855 -17.8 13.4
South Row Center Span -1.478 1.137 -23.1 17.8
Interior Center Span -1.233 0.735 -19.3 11.5
ZONE GCp Up GCp Down PSF Up PSF Down
Cantilever -1.478 1.547 -23.1 24.2
Edge Span -1.263 0.929 -19.8 14.6
-1.022 0.766 -16.0 12.0
-1.138 0.885 -17.8 13.9
-0.924 0.663 -14.5 10.4
ZONE GCmy (+) GCmy (-) q*GCmy (+) q*GCmy (-)
Cantilever 0.489 -0.210 7.6 -3.3
Edge Span 0.388 -0.155 6.1 -2.4
North Row Center Span 0.231 -0.150 3.6 -2.4
South Row Center Span 0.334 -0.090 5.2 -1.4
Interior Row Center Span 0.291 -0.146 4.6 -2.3
Note: See Figures 1 & 2 for clarity on zones
IBC 2018
PURLIN
TOP CHORD
WIND TUNNEL COEFFICIENTS (RWDI)
DESIGN CRITERIA
(Per RWDI Wind Tunnel Analysis)
BASE MOMENT
Interior
DEAD LOAD:0.017 klf
LIVE LOAD: N/A 0.000 klf
SNOW:Ps*Purlin Trib.
Width/1000:0.032 klf
Interior
-1.181 kips
1.030 kips
-1.149 kips
0.837 kips
-0.971 kips
0.697 kips
WIND: (Base Moments)
GCMy*q*A*Upslope Length
Post 1 Post 2 Post 3
19.87 k-ft 18.89 k-ft 16.18 k-ft
Post 1 Post 2 Post 3
-8.22 k-ft -8.37 k-ft -8.10 k-ft
Interior
POSITIVE
APPLIED LOADING
FIGURE 2
WIND: (Top Chord Pressures)
FIGURE 3
FIGURE 1
NEGATIVE
ࡼup = ௦௧כ
ସ ܥܽ݊ݐ݈݅݁ݒ݁ݎܹ݅݀ݐ݄ כ ܩܥ ܿܽ݊ݐ݈݅݁ݒ݁ݎ ாௗௌௐௗ௧
ଶ כ ܩܥሺ݁݀݃݁ݏܽ݊ሻ
P2up = ௦௧כ
ସ
ாௗௌௐௗ௧
ଶ כ ܩܥ ݁݀݃݁ݏܽ݊ ௧ௌௐௗ௧
ଶ כ ܩܥሺܿ݁݊ݐ݁ݎݏܽ݊ሻ
P2ࢊ࢝ ൌ௦௧כ
ସ
ாௗௌௐௗ௧
ଶ כ ܩܥ ݁݀݃݁ݏܽ݊ ௧ௌௐௗ௧
ଶ כ
P3up =௦௧כ
ସ ܥ݁݊ݐ݁ݎܹܵܽ݊݅݀ݐ݄ כ ܩܥሺܿ݁݊ݐ݁ݎ ݏܽ݊ሻ
P3down = ௦௧כ
ସ ܥ݁݊ݐ݁ݎܹܵܽ݊݅݀ݐ݄ כ ܩܥሺܿ݁݊ݐ݁ݎ ݏܽ݊ሻ
P1ࢊ࢝ ൌ௦௧כ
ସ ܥܽ݊ݐ݈݅݁ݒ݁ݎܹ݅݀ݐ݄ כ ܩܥ ܿܽ݊ݐ݈݅݁ݒ݁ݎ ாௗௌௐௗ௧
ଶ כ ܩܥሺ݁݀݃݁ݏܽ݊ሻ
(module wt + purlin self wt)
positive, ↓negative, ↑positive, ↓negative, ↑positive, ↓negative, ↑
19.83 psf - 14.28 psf - 9.57 psf -
10.98 psf - 10.98 psf - 10.98 psf -
21.78 psf - 17.62 psf - 14.08 psf -
- -17.48 psf - -14.12 psf - -9.99 psf
positive, ↓negative, ↑positive, ↓negative, ↑positive, ↓negative, ↑
1.54 psf - 1.54 psf - 1.54 psf -
6.34 psf - 6.34 psf - 6.34 psf -
5.14 psf - 5.14 psf - 5.14 psf -
- 0.92 psf - 0.92 psf - 0.92 psf
D= 7.00 in Ix= 5.58 in^4
B1= 2.48 in Iy= 1.35 in^4
B2= 2.48 in Sx= 1.75 in^3
d= 0.88 in Sy= 0.44 in^3
t= 0.06 in CR=0.65
R= 0.13 in Ωb = 1.67
Area= 0.80 in^2 Cm= 1
Wt per foot= 2.73 lb/ft Sy(group)= 15.45 in^3
Fy= 55 ksi E= 29000 ksi
Lu= 19.52 ft
Snow Load=
Per AISI F2.1, Mne = Sf * Fn
Purlin Spacing =
Purlin Selected=
20.28 ft
6.76 ft
Zone:
Edge SpanCantilever
ASD Load Combos:
D+0.6W=
Strong Axis Applied Distributed Pressures
ASD Load Combos:
D+0.75(0.6W+S)=
0.6D+0.6W=
D+0.6W=
PURLIN ANALYSIS
20.28 ft
Dead Load=
7" Z 16 GA
Interior
FIGURE 1
3.33 ft
3.07 psf
11.1 psf
ALL PRE-GALVANIZED PURLIN COIL
MATERIAL IS PER ASTM A653 GRADE 55
FIGURE 2
Cantilever
D+S=
Fcre > 2.78 * Fy, Fn = Fy
Purlin Properties
Weak Axis Applied Distributed Pressures
Center SpanEdge Span
Lengths
0.6D+0.6W=
D+0.75(0.6W+S)=
D+S=
lateral torsional buckling does not control
Center Span Length
Edge Span Length
Cant. Length
Center Span
Mx My
Cantilever 1.66 k-ft 0.39 k-ft 0.54 OK
Edge Span 2.25 k-ft 0.70 k-ft 0.49 OK
Center Span 2.41 k-ft 0.88 k-ft 0.53 OK
Mx My
Cantilever -1.33 k-ft 0.07 k-ft 0.28 OK
Edge Span -1.80 k-ft 0.12 k-ft 0.58 OK ←
Center Span -1.71 k-ft 0.16 k-ft 0.55 OK
L/120
0.74 in L/220 OK
1.14 in L/213 OK
L/120
0.86 in L/283 OK
0.78 in L/311 OK
Maximum Cantilver Deflection =
Allowable Deflection =
Maximum Span Deflection =
Purlin No. 1
Allowable Deflection =
Maximum Positive Deflection =
Interior
Zone
Governing Load Combo
0.6D+0.6W=
D+0.75(0.6W+S)=
0.6D+0.6W=
0.6D+0.6W=
Governing Load Combo
Maximum Negative Deflection =
Purlin Stress Ratios: Positive Shear, ↑
S.R. = (Mx/Max)+(My/May) ≤ 1.0
Purlin No. 2
Deflection Checks
D+0.75(0.6W+S)=
S.R. = (Mx/Max)+(My/May) ≤ 1.0
Stress Ratio Maximums
D+0.75(0.6W+S)=
Interior
Zone
Purlin Stress Ratios: Positive Shear, ↓
-4.500 k-ft
-2.500 k-ft
-0.500 k-ft
1.500 k-ft
3.500 k-ft
0.00 ft 5.00 ft 10.00 ft 15.00 ft 20.00 ft 25.00 ft
Purlin No. 1 Moment Diagrams
Mx (D+0.75(0.6W+S))Mx (0.6D+0.6W)My (D+S)
-4.50 k-ft
-2.50 k-ft
-0.50 k-ft
1.50 k-ft
3.50 k-ft
0.00 ft 5.00 ft 10.00 ft 15.00 ft 20.00 ft 25.00 ft
Purlin No. 2 Moment Diagrams
Mx
(D+0.75(0.6
W+S))
Mx
(0.6D+0.6W)
-1.500 in
-1.000 in
-0.500 in
0.000 in
0.500 in
1.000 in
1.500 in
0 in 50 in 100 in 150 in 200 in 250 in 300 in 350 in
Purlin 1 Deflection Diagram
Positive Shear
Negative Shear
-1.000 in
-0.500 in
0.000 in
0.500 in
1.000 in
0 in 36 in 72 in 108 in 144 in 180 in 216 in 252 in
Purlin 2 Deflection Diagram
Positive Shear
Negative Shear
A =2.68 in^2
d = 5.90 in
tw = 0.17 in
bf = 3.94 in
tf = 0.22 in
Ix = 16.40 in^4
Iy = 2.20 in^4
Sx = 5.56 in^3
Sy = 1.11 in^3
rx= 2.47 in Kx*Lx/rx = 52.54
ry= 0.91 in Ky*Ly/ry = 81.94
1.12 k 11.92 k-ft 0.00 k-ft
1.12 k 11.92 k-ft 0.00 k-ft
Post 1 Max Stress Ratio
Post Section:
0.638
POST 1 GOVERNS
W6x9
Load Combo
Max Required Strength:
Post 1 Max Required Strength:
Post 2 Max Required Strength:
D+0.6W_up
D+0.6W_up
D+0.6W_up
WIDE FLANGE COLUMN ANALYSIS
Post 2 Max Stress Ratio Post 3 Max Stress Ratio
0.778 0.743
-1.78 k ←4.34 k
-1.58 k 4.58 k ←
-1.21 k 4.37 k
1.42 k ←11.92 k-ft ←
1.38 k 11.33 k-ft
1.17 k 9.71 k-ft
axial shear moment axial shear moment
Post 1 = 0.67 k 0.00 k 11.92 k-ft Post 1 = 4.34 k 0.93 k 4.77 k-ft
Post 2 = 0.81 k 0.00 k 11.33 k-ft Post 2 = 4.58 k 0.75 k 3.88 k-ft
Post 3 = 0.81 k 0.00 k 9.71 k-ft Post 3 = 4.37 k 0.63 k 3.23 k-ft
axial shear moment axial shear moment
Post 1 = -1.78 k -1.42 k -7.30 k-ft Post 1 = 3.27 k 0.00 k 0.00 k-ft
Post 2 = -1.58 k -1.38 k -7.10 k-ft Post 2 = 3.92 k 0.00 k 0.00 k-ft
Post 3 = -1.21 k -1.17 k -6.00 k-ft Post 3 = 3.92 k 0.00 k 0.00 k-ft
axial shear moment
Post 1 = 3.26 k 1.24 k 6.37 k-ft
Post 2 = 3.08 k 1.00 k 5.17 k-ft
Post 3 = 2.79 k 0.84 k 4.31 k-ft
Post 3 =
Post 2 =
Post 1 =
Max Moment
Post 3 =
Post 2 =
Post 3 =
Post 2 =
Post 1 =
Max Shear
Post 1 =
Max Uplift
Post 3 =
Post 2 =
Post 1 =
0.6D+0.6W_up (base moment) D+0.75(S+0.6W_down)
D+S
Interior Alternate Foundation Reactions
Max Down
Interior Reactions Summary
D+0.6W_down
0.6D+0.6W_up (uplift/shear)
Material = A653 Grade 55
CANTI SPAN CANTI SPAN
Lx= 19.20 in 42.13 in J= 0.0021 in^4 0.0021 in^4
Ly= 19.20 in 42.72 in Cw= 13.90 in^6 13.90 in^6
Lt= 19.20 in 42.13 in ry= 1.73 in 1.73 in
Kx= 1.20 1.20 in rx= 1.73 in 1.73 in
Ky= 2.10 1.20 in ro= 5.10 in 5.10 in
Kt= 1.20 1.20 in u= 0.20 in 0.20 in
B= 4.00 in 4.00 in a= 3.68 in 3.68 in
D= 4.75 in 4.75 in ā= 3.93 in 3.93 in
C= 0.88 in 0.88 in b= 4.43 in 4.43 in
r= 0.13 in 0.13 in ƃ= 4.68 in 4.68 in
t= 0.075 in 0.075 in c= 0.71 in 0.71 in
E= 29500 ksi 29500 ksi ć= 0.84 in 0.84 in
CANTI SPAN G= 11300.0 ksi 11300.0 ksi A= 1.105 in^2 1.105 in^2
66.5 k-in 66.5 k-in Fy= 55 ksi 55 ksi ẍc=1.98 in 1.98 in
90.0 k-in 90.0 k-in Fu= 70 ksi 70 ksi m= 2.49 in 2.49 in
1.21 in^3 1.21 in^3 Sx= 1.66 in^3 1.66 in^3 xo=-4.47 in -4.47 in
1.64 in^3 1.64 in^3 c'= 2.73 in 2.73 in βw=-3.04 -3.04
-1.00 -1.00 c''= 2.02 in 2.02 in βf=2.36 2.36
1639.7 340.6 Sy+= 1.21 in^3 1.21 in^3 βl=3.28 3.28
537.2 332.4 Sy-= 1.64 in^3 1.64 in^3 B'= 3.93 in 3.93 in
1.00 1.00 Iy= 3.315 in^4 3.315 in^4 D'= 4.68 in 4.68 in
266.14 55.93 Ix= 3.304 in^4 3.304 in^4 C'= 0.84 in 0.84 in
4.87 in 4.87 in
5.10 in 5.10 in
622.76 ksi 130.81 ksi CANTI SPAN
11236.84 ksi 2335.25 ksi 4.35 in 4.35 in
152.9 152.9 58 58
30.8 30.8 0.65 in^2 0.65 in^2
55.0 ksi 55.0 ksi 5.34 5.34
59.6 ksi 54.0 ksi 42.3 ksi 42.3 ksi
Fn1=
Fn2+=
FLEXURE
My+=
My-=
Sfy+=
Sfy-=
CS=
σex=
σey=
CTF=
σt=
j=
ro=
Fcre+=
Fcre-=
2.78*Fy=
.56*Fy=
h=
h/t=
Aw=
kv=
Fcr=
TOP CHORD SECTION:
SHEAR
ROLL-FORMED TOP CHORD ANALYSIS
SECTION PROPERTIES
FIGURE 1
C4"x4.75"x0.88"x14ga
61.0 ksi 60.7 ksi 27.62 k 27.62 k
622.8 ksi 130.8 ksi 21.53 k 21.53 k
11236.8 ksi 2335.2 ksi 0.88 0.88
55.0 ksi 54.0 ksi 21.53 k 21.53 k
55.0 ksi 55.0 ksi 19.87 k 19.87 k
66.5 k-in 65.3 k-in 13.81 k 13.81 k
90.0 k-in 90.0 k-in 19.87 k 19.87 k
141.5 ksi 141.5 ksi 1.60 1.60
46.3 ksi 46.3 ksi 12.42 k 12.42 k
31.7 ksi 31.7 ksi
171.2 k-in 171.2 k-in
62.0 k-in 62.0 k-in CANTI SPAN
0.62 0.62 1.11 in^2 1.11 in^2
1.20 1.20 60.78 k 60.78 k
66.52 k-in 65.28 k-in 1.67 1.67
75.83 k-in 74.82 k-in 36.40 k 36.40 k
90.05 k-in 90.05 k-in 1.11 in^2 1.11 in^2
67.55 k-in 67.55 k-in 77.36 k 77.36 k
66.52 k-in 65.28 k-in 2.00 2.00
67.55 k-in 67.55 k-in 38.68 k 38.68 k
1.67 1.67 36.40 k 36.40 k
39.8 k-in 39.1 k-in
40.5 k-in 40.5 k-in
39.8 k-in 39.1 k-in
CANTI SPAN
60.78 k 60.78 k
266.1 55.9
1639.7 340.6
537.2 332.4
0.23 0.23
235.69 ksi 49.46 ksi
0.48 1.05
49.88 ksi 34.53 ksi
206.7 ksi 43.4 ksi
49.9 ksi 34.5 ksi
FIGURE 2
FLEXURE CONTINUED SHEAR CONTINUED
COMPRESSION
Fn=
Py=
σt=
σex=
σey=
β=
Fcre=
λc=
Fn1=
Fn2=
Mnl1-=
Mnl2-=
Local Buckling, Mnl+=
Local Buckling, Mnl-=
Ωb=
Ma+=
Ma-=
Ma=
Fcrllip=
Fcrlweb=
Fcrlflange=
Elastic Local Buckling, Mcrl+=
Elastic Local Buckling, Mcrl-=
λl+=
λl-=
Mnl1+=
Mnl2+=
Fn2-=
Fn3+=
Fn3-=
Fn+=
Fn-=
Yield and LTB, Mne+=
Yield and LTB, Mne-=
Ωy=
Ta(yield)=
An=
Tn(rupture)=
Ωr=
Ta(rupture)=
Ta=
Vn2=
Vn3=
Vn=
Ωv=
Va=
TENSION
Ag=
Tn(yield)=
Vcr=
Vy=
λv=
Vn1=
55.13 k 38.16 k
0.43 0.43 Code= IBC 2018 ASCE-7-16
0.3 0.3 C dimension= 42.83 in ϴ=30.0 deg= 0.52 rad
0.68 in 0.68 in D dimension= 19.20 in ϴ1= 60.8 deg
4 4 TC clear= 24.97 in ϴ2= 60.0 deg
0.3 0.3 X1= 42.72 in ϴ3= 120.0 deg
3.60 in 3.60 in X2= 37.22 in ϴ4= 30.3 deg
4 4 X3= 42.72 in ϴ5= 59.2 deg
0.3 0.3 X4= 19.20 in ϴ6= 29.7 deg
4.35 in 4.35 in
141.5 ksi 141.5 ksi Pa= 0.82 kip global (snow and/or dead)
46.3 ksi 46.3 ksi Pb= 0.38 kip local (wind)
31.7 ksi 31.7 ksi Dead Load= 0.34 kip R1y= 2.02 kip
31.7 ksi 31.7 ksi Snow Load= 0.65 kip R2y= 0.31 kip
35.04 k 35.04 k Max Wind_up= -1.15 kip R3y= 2.02 kip
1.25 1.04 Max Wind_down= 0.84 kip
55.13 k 38.16 k
40.23 31.54
40.23 k 31.54 k
4.973 0.651
0.570 0.570
0 0
0.10667 0.03699
0.00214 0.00074
19.20 in 42.13 in
1.98 in 1.98 in
-2.69 -2.69
4.00 in 4.00 in
0.300 0.300
0.013 0.013
0 0
0.052 0.052
0.930 0.930
32.60 in 32.60 in
19.20 in 32.60 in
0.00078 0.00078
0.41 in^2 0.41 in^2
-0.064 -0.064
50.9 ksi 32.4 ksi
56.29 k 35.76 k
FIGURE 3
FIGURE 4
COMPRESSION CONTINUED
L=
Jf=
Af=
yof=
Fcrd=
Pcrd=
xof=
ho=
μ=
Ixf=
Cwf=
Ixyf=
Iyf=
Lcrd=
Pnl1=
Pnl2=
LOCAL BUCKLING, Pcrl=
kφfe=
kφwe=
kφ=
kφfg=
kφwg=
Lm=
μflange=
wflange=
Fcrllip=
Fcrlweb=
Fcrlflange=
Fcrl=
Pcrl=
λl=
hxf=
GLOBAL BUCKLING, Pne=
klip=
μlip=
wlip=
kweb=
μweb=
wweb=
kflange=
1.039 1.304 CANTI SPAN
60.8 ksi 60.8 ksi Moment Capacity, Ma =39.8 k-in 39.1 k-in
44.2 ksi 36.2 ksi Shear Capacity, Va = 12.42 k 12.42 k
44.19 k 36.17 k Compressive Capacity, Pa = 22.35 k 17.52 k
1.8 1.8 Tensile Capacity, Ta = 36.40 k 36.40 k
22.35 k 17.52 k
Max Moment Shear Axial S.R.
7.66 k-in 0.37 k 1.49 k 0.259
15.22 k-in 0.69 k -2.37 k 0.447
16.31 k-in 0.74 k -2.23 k 0.471
3.70 k-in 0.17 k -0.22 k 0.111
20.86 k-in 0.93 k -3.04 k 0.607
9.89 k-in 0.49 k 1.82 k 0.330
12.99 k-in 0.59 k -2.08 k 0.383
max 20.86 k-in 0.93 k -3.04 k 0.607
DISTORTIONAL BUCKLING, P
Ωc=
Pa=
MAXIMUM STRESSED TOP CHORD
S.R. = (P/Pnt) + (Mx/Mn)
COMPRESSION CONTINUED
λd=
Pnd1=
Pnd2=
D+0.6W_up
D+S
D+0.6W_down
0.6D+0.6W_down
Top Chord 2 Loading RFTC
0.6D+0.6W_up
D+0.75(S+0.6W_down)
D+0.75(S+0.6W_up)
D+0.75(S+0.6W_down)
Load Combo
0.0 k-in 20.9 k-in 1.9 k-in -1.0 k-in
20.9 k-in
0.0 k-in
-5.0 k-in
0.0 k-in
5.0 k-in
10.0 k-in
15.0 k-in
20.0 k-in
25.0 k-in
Moment
-1.50 kip
-1.00 kip
-0.50 kip
0.00 kip
0.50 kip
1.00 kip
1.50 kip
x=0.0 x=50.0 x=100.0 x=150.0
Shear
-4.00 k
-3.00 k
-2.00 k
-1.00 k
0.00 k
1.00 k
x=0.0 x=50.0 x=100.0 x=150.0
Axial
2 in
2 in
0.09375 in
0.065 in
6.13 ft
6.13 ft
29500 ksi
50 ksi
M 0.000 kip.ft
4.00
0.198 in
0.080 in
1.6825 in
Element L xY2 Ix'
Flanges 2.a 3.365 0.968 3.150 0.000
Web 2.b 3.365 0.000 0.000 0.794
Corners 4.u 0.793 0.922 0.674 0.000
Element L x X2 Iy'
Flanges 2.a 3.365 0.000 0.000 0.794
Web 2.b 3.365 0.968 3.150 0.000
Corners 4.u 0.793 0.922 0.674 0.000
A 0.4890 in
IX 0.3001
IY 0.3001
Sx 0.3001
SY 0.3001
rx 0.7834 in
rY 0.7834 in
Knee Brace Design - Compression Member
Input Data KNEE BRACES
Member Section 2x2x15ga
A = Tube Width
B = Tube Length
R = Corner Inner Radius
t = Thickness
KLx= Buckling around x-x
KLy= Buckling around y-y
E = Modulus of Elasticity
Fy = Yield Stress
G = Shear Modulus
Calculated Parameter Applied Forces
1- Properties of 90o corner
r = R + t/2, Centerline of Dimension
u = S r/2, Arc Length
c=0.637.r Distance of c.g. from center
2- Flat widths of flanges and webs
Flat width of Dim. a= A - (2.r + t)
Flat width of Dim. b= B - (2.r + t)
Calculation of Ix
L, Length (in) Y, Distance to the center (in)
B/2 - t/2
0
b/2 + c
7.523 1.889
Calculation of Iy
L, Length (in) X, Distance to the center (in)
0
A/2 - t/2
a/2 + c
7.523 1.889
Section Properties
L x t
t x ( L x Y +Ix')
t x (L x X +Iy')
IX /(B/2)
IY /(A/2)
(Ix /A)
(IY /A)
KLx/rx 93.92
KLy/ry 93.92
KL/r 93.92
F 33.01 ksi
OOc 1.23
26.52 ksi
w/t = a/t 25.88
OO 0.41
U 1.13
1.68 in
w/t = b/t 25.88
O 0.41
U1.13
1.68 in
Ae 0.49 in2
Pn 12.97 kips
:c 1.80
7.21 kips
Cb1 0.55
1
Element L.y L.y
C. Flanges ae 1.683 0.033 0.055 0.002
Web 2.b 3.365 1.000 3.365 3.365
C. Corners 2.u 0.397 0.113 0.045 0.005
T. Flanges ae 1.683 1.968 3.310 6.513
T.Corners 2.u 0.397 1.887 0.749 1.413
1.000 0.159 in
Nominal Buckling Stress
S2. E/(KL/r)2
(Fy/Fe)
Fn
Effective Area
effective width of compression flange
1.052/(k) x (w/t) x (Fn/E)0.5
(1-0.22 / O) / O
ae
effective width of web element
1.052/(k) x (w/t) x (Fn/E)0.5
(1-0.22 / O) / O
be
Allowable Axial Load
Ae = A - 2 x t x [(a-ae) + (b-be)]
Pn= Ae x Fn
Pa = Pn /:c
Check Compression Stresses
Loads from Wind?
Cb1=(P / Pa) NO
Allowable Stress Unity
Section is OK
Computing of Mnx
By using the effective width of compression flange and assuming
the web is fully effective, the neutral axis can be located as follow:
L, Length (in) y, Distance to top fiber (in)
t/2
B/2
c+t/2
B-t/2
B-c-t/2
7.523 5.000
ycg = L.y/ L Z=R+t
The max. stress of 50 ksi ocurs in the compression flange as assumed in the calculation
f1 42.06 ksi
f2 -42.06 ksi
\\-1.00
k 24.00
h/t 25.88
OO 0.21
U -0.23
b 1.68 in
b1 0.42 in
b 0.84 in
1.26 in
2 I 0.79 in4
11.30 4
7.52 in4
4.57 in4
0.30 in4
0.30 in3
j 0.31 in4
Sf 0.30 in4
Lu 34.95 ft
Fe 791.72 ksi
1.237 kip.ft
1.670
0.741 kip.ft
Cmx 0.60
Cb1 0.55
Cb2 0.55 1
Cb 0.55
be/(3-\)
b1+b2
2(1/12)(b)
6(Ly )
(-)(6L)(ycg)
I'x
Check the effectiveness of the Web
(ycg- Z)Fy/ycg
- (B-ycg- Z)Fy/ycg
f2/f1
4+2(1-\)3+2(1-\)
be/t
1.052/(k) x (h/t) x (f1/E)0.5
:b
Ma = Mnx /:b
Check Stresses
If((P / Pa) <= 0.15,Cb2,Cb1)Section is OK
0.6-0.4*M1/M2 Loads from Wind?
(P / Pa) + (Cmx Mx / Ma ) NO
(P / Pa) + (Mx / Ma) Allowable Stress Unity
Ix=I'x.t
Sex=Ix/ycg
Cb=1.0 for combined axial load and bending moment
2b d2t/(b+d)
fullSx
0.36CbS.(E I.G.j)0.5/(Fy. Sf)
CbS.(E I.G.j)0.5/(L. Sf)
Allowable Bending Moment
Mnx
(1-0.22 / O) / O
ARLINGTON MICROGRID RELOCATION
2330152
11/1/2023
PURLIN BRACKET CONNECTION ELEMENT
tributary area= 268.5 ft^2
tilt= 30 deg
sloped roof snow load, Ps= 11.10 psf # of purlins= 4
Seismic, Cs= 0.375 E= 29000 ksi
dead load= 5.0 psf bracket, t= 0.105 in
D + S = 16.10 psf bracket, Fy= 50 ksi
bracket, Fu= 65 ksi
FIGURE 1
1: Design of Elements in Flexure (AISC F11)
flexural yielding= (bracket leg strong axis bending)
lb= 0.00 in d= 2.50 in
lb*d/(t^2)= 0.7 < 0.08*E/Fy= 46.4
flexural LTB=
lb*d/(t^2)= 0.7 < 1.9*E/Fy= 1102
Ω= 1.67
Cb= 1.00
Sx= 0.109 in^3 My= 5.47 k-in
Zx= 0.164 in^3 Mp= 8.20 k-in
Mn= 8.20 k-in moment arm= 8.38 in
Force from D+S 0.54 k
seismic force= 0.13 k
9.82 k-in ≥4.53 k-in PASS
flexural yielding= (bracket leg weak axis bending)
Ω= 2.00 A= 0.26 in^2
Cb= 1.00 d= 1.93 in
Iy= 0.0002 in^4 Sy= 1.96 in^3 (both legs combined)
c= 0.053 in Zy= 1.01 in^3 (both legs combined)
moment arm= 8.38 in My= 97.86 k-in
Mp= 50.56 k-in
Mn= 50.56 k-in
25.28 k-in ≥1.05 k-in PASS
2: Bearing Strength at Bolt Holes (AISC J3.10)
nominal bearing= (top bolt connecting bracket to top chord)
Ω= 2.00 5.37 k
lc= 0.66 in 6.14 k
bolt ɸ= 0.38 in top bolt load= 0.63 k
Force from D+S 0.54 k
seismic force= 0.13 k
2.69 k ≥0.63 k PASS
nominal bearing= (bolts connecting purlin to bracket)
Ω= 2.00 (bearing and not tearout governs by inspection)
bolt ɸ= 0.38 in 6.14 k
force from = 1.08 k
12.29 k ≥1.08 k PASS
3: Strength of Elements in Shear (AISC J4.2)
shear yield= (shear yield of bracket legs)
Ω= 2.00
shear rupture= (shear rupture of bracket legs)
Ω= 2.00
Agv= 0.20 in^2 2 sides*Rn/Ω = 6.07 k (yield)
Anv= 0.16 in^2 2 sides*Rn/Ω = 6.10 k (rupture)
6.07 k ≥0.54 k PASS
Rn=0.60*Fu*Anv (J4-4)
2 sides*Rn/Ω (min)=
2.4*ɸ*t*Fu=
Rn/Ω=
Rn=1.2*lc*t*Fu ≥ 2.4*ɸ*t*Fu (J3-6a)
2.4*ɸ*t*Fu=
4 bolts*Rn/Ω=
Rn=0.60*Fy*Agv (J4-3)
Mn=Cb*[1.52-0.274*((lb*d)/(t^2))*(Fy/E]*My ≤ Mp (F11-2)
2 sides*Mn/Ω=
Mn = Mp = Fy*Z ≤ 1 .6*My (F11-1)
Mn/Ω=
Rn=1.2*lc*t*Fu ≥ 2.4*ɸ*t*Fu (J3-6a)
1.2*lc*t*Fu=
KNEE BRACE TO TOP CHORD SIMPLE CONNECTION
PROPERTIES
Bolt lb= 4.00 in
a= 1.00 in
E= 29000 ksi
bolt ɸ=0.75 in KNEE BRACE LOADS
Fy(steel) 55 ksi Compression Tension
Fu(steel) 70 ksi Front Knee, P1= 2.42 k 1.30 k
Fy(bolt)= 130 ksi Back Knee, P2= 4.18 k 2.25 k
Fu(bolt)= 150 ksi W=P/2= 2.09 kip 1.13 k
knee brace thickness= 0.065 in Front Knee Back Knee
top chord thickness= 0.075 in Knee Brace θ= 61 deg 30 deg
ARLINGTON MICROGRID RELOCATI
2330152
11/1/2023
FIGURE 1 FIGURE 2
FIGURE 3
1:Design of Elements in Flexure (AISC F11)
flexural yielding= (3/4" SAE Grade 8 Bolt in Flexure)
Ω= 2.00
Zx= 0.070 in^3 My= 5.38 k-in
Sx= 0.041 in^3 Mn= 8.61 k-in
Mn/Ω=4.31 k-in ≥2.09 k-in PASS
2: Bearing Strength at Bolt Holes (AISC J3.10)
nominal bearing=(bolt on 14 ga top chord)
Ω= 2.00 6.89 k
lc (tension)= 1.09 in 9.45 k
lc (compression)= 2.84 in 17.92 k
bolt ɸ= 0.75 in 9.45 k
6.89 k ≥2.25 k PASS
9.45 k ≥4.18 k PASS
3: Bearing Strength at Bolt Holes (AISC J3.10)
nominal bearing=(bolt on (15 ga) knee brace)
Ω= 2.00 3.24 k
lc (tension)= 0.59 in 8.19 k
bolt ɸ= 0.75 in 8.19 k
3.24 k ≥2.25 k PASS
8.19 k ≥4.18 k PASS
4: Bolt Shear (AISC J3.6)
shear rupture= (shear in 3/4" SAE J429 Grade 8 bolt)
Ω= 2.00
Ab= 0.44 in^2
Fn (AISC Table J3.2)= 67.5 ksi Rn= 29.82 k
29.82 k ≥4.18 k PASS
2 sides*Rn/Ω (tension)=
Mn = Mp = Fy*Z ≤ 1 .6*My (F11-1)
Rn=1.2*lc*t*Fu ≥ 2.4*ɸ*t*Fu (J3-6a)
1.2*lc*t*Fu (tension)=
2.4*ɸ*t*Fu (tension)=
1.2*lc*t*Fu (compression)=
2.4*ɸ*t*Fu (compression)=
2 sides*Rn/Ω (compression)=
Rn=Fn*Ab (J3-1)
0.45*Fu (threads included)=
2 shear planes*Rn/Ω=
2 sides*Rn/Ω (compression)=
Rn=1.2*lc*t*Fu ≥ 2.4*ɸ*t*Fu (J3-6a)
1.2*lc*t*Fu (tension)=
2.4*ɸ*t*Fu (tension)=
2.4*ɸ*t*Fu (compression)=
2 sides*Rn/Ω (tension)=
ARLINGTON MICROGRI
2330152
11/1/2023
Compressive P Tension P θ from
Horizontal
Front Knee Brace:2.42 k 1.30 k 31 deg
Back Knee Brace:4.18 k 2.25 k 60 deg
Bracket thickness, t(10ga)=0.134 in Bracket Fy= 50 ksi Bracket Fu= 65 ksi
Column Section= W6x9 Column Fy= 50 ksi Column Fu= 65 ksi
Column tf= 0.215 in Knee Brace Fy= 50 ksi Knee Brace Fu= 65 ksi
Column tw= 0.170 in Knee Brace, t= 0.065 in (15 ga)
Column k= 0.465 in
Column d= 5.900 in
FIGURE 2
KNEE BRACE TO COLUMN CONNECTION ELEMENT CALCULATIONS
FIGURE 1
1: Bracket Plate in Compression (AISC J4.4)
Pn=Fy*Ag (J4-6) for KL/r < 25
Ω= 2.00 r =(Ix/A)^.5= 0.82 in
L= 1.88 in A= 0.27 in^2
width= 2.00 in K= 2.00
d= 1.07 in Imin= 0.179 in^4
Iy=[2*(b*h^3/12)+(A*d^2)]= 0.307 in^4 KL/r= 4.6 ← Eqn J4-6 Applies
Ix=2*(h*b^3/12)= 0.179 in^4 Pn/Ω= 13.4 k ≥2.07 kip PASS
2: Bracket Plate in Tension AISC J4.1)
tensile yielding= Rn=Fy*Ag (J4-1) Ag= 0.27 in^2
Ω= 2.00 Ae= 0.19 in^2
tensile rupture= Rn=Fu*Ae (J4-2) 2 sides*Rn/Ω = 13.40 k (yield)
Ω= 2.00 2 sides*Rn/Ω = 12.52 k (rupture)
hole ɸ=0.56 in
12.52 k ≥1.12 k PASS
3: Bearing Strength at Bolt Holes (AISC J3.10)
nominal bearing= (bolts at bracket tongues)
Ω= 2.00 4.90 k
lc (tension)= 0.47 in 10.45 k
lc (compression)= 1.59 in 16.66 k
bolt ɸ= 0.50 in 10.45 k
4.90 k ≥2.25 k PASS
10.45 k ≥4.18 k PASS
nominal bearing= (bolts at column)
Ω= 2.00 5.23 k
lc = 0.50 in 7.84 k
bolt ɸ= 0.38 in
10.45 k ≥3.63 k PASS
4: Flange and Web with Concentrated Forces (AISC J10)
concentrated tensile component:(flange local bending)
Ω= 2.00
Rn/Ω=7.22 k ≥1.12 k PASS
concentrated compressive component:(web local yielding)
Ω= 2.00
lb= 5.13 in
Rn/Ω= 31.66 k ≥2.07 k PASS
concentrated compressive component:(web local crippling)
Ω= 2.00
E= 29000 ksi
Rn/Ω= 44.34 k ≥2.07 k PASS
4 bolts*Rn/Ω=
2 sides*Rn/Ω (min)=
Rn=1.2*lc*t*Fu ≥ 2.4*ɸ*t*Fu (J3-6a)
1.2*lc*t*Fu (tension)=
2.4*ɸ*t*Fu (tension)=
1.2*lc*t*Fu (compression)=
2.4*ɸ*t*Fu (compression)=
2 sides*Rn/Ω (tension)=
2 sides*Rn/Ω (compression)=
Rn=1.2*lc*t*Fu ≥ 2.4*ɸ*t*Fu (J3-6a)
1.2*lc*t*Fu=
2.4*ɸ*t*Fu=
Rn=6.25*Fyf*tf^2 (J10-1)
Rn=Fyw*tw*(5*k+lb) (J10-2)
Rn=0.80*tw^2*[1+3*(lb/d)*(tw/tf)^1.5]*((E*Fyw*tf)/tw)^0.5 (J10-4)
5: Strength of Elements in Shear (AISC J4.2)
shear yield= (shear yield of bracket tongues parallel to column flange)
Ω= 2.00
shear rupture= (shear rupture of bracket tongues parallel to column flange)
Ω= 2.00 2 sides*Rn/Ω = 8.04 k (yield)
Agv= 0.27 in^2 2 sides*Rn/Ω = 7.51 k (rupture)
Anv= 0.19 in^2
7.51 k ≥3.63 k PASS
6: Block Shear (AISC J4.2)
shear rupture= (block shear in bracket tongue from bolt tension)
Ω= 2.00
Anv= 0.13 in^2 Rn/Ω = 2.45 k
4.90 k ≥1.12 k PASS
7: Design of Elements in Flexure (AISC F11)
flexural yielding=
lb*d/(t^2)= 208.8 > 0.08*E/Fy= 46.4
flexural LTB=
lb*d/(t^2)= 208.8 < 1.9*E/Fy= 1102
Ω= 2.00
Cb= 1.00
Sx= 0.0893 in^3 My= 4.47 k-in
Zx= 0.134 in^3 Mp= 6.70 k-in
Mn= 6.35 k-in
2 sides*Mn/Ω= 6.35 k-in ≥6.33 k-in PASS
8: Bearing Strength at Bolt Holes (AISC J3.10)
nominal bearing=
Ω= 2.00 4.56 k
lc (tension)= 0.72 in 6.34 k
bolt ɸ= 0.50 in 6.34 k
4.56 k ≥2.25 k PASS
6.34 k ≥4.18 k PASS
9: Bolt Shear (AISC J3.6)
shear rupture= (shear in 1/2" SAE J429 Grade 5 bolt)
Ω= 2.00
Ab= 0.20 in^2
SAE J429 Grade 5, Fu= 120 ksi
Fn (AISC Table J3.2)= 54.0 ksi Rn= 10.60 k
10.60 k ≥4.18 k PASS
1.5*lc*t*Fu (tension)=
Rn=0.60*Fy*Agv (J4-3)
Rn=0.60*Fu*Anv (J4-4)
2 sides*Rn/Ω (min)=
Rn=0.60*Fu*Anv (J4-4)
2 sides*Rn/Ω =
flexural yielding not applicable (F11.1)
Mn=Cb*[1.52-0.274*((lb*d)/(t^2))*(Fy/E]*My ≤ Mp (F11-2)
Rn=1.5*lc*t*Fu ≥ 3.0*ɸ*t*Fu (J3-6b)
Rn=Fn*Ab (J3-1)
0.45*Fu (threads included)=
2 shear planes*Rn/Ω=
3.0*ɸ*t*Fu (tension)=
3.0*ɸ*t*Fu (compression)=
2 sides*Rn/Ω (tension)=
2 sides*Rn/Ω (compression)=
POST TO TOP CHORD CONNECTION ELEMENT CALCULATIONS
APPLIED LOADING
1: Bracket Plate in Tension AISC J4.1)(Top Chord U Bracket)
Rn=Fy*Ag (J4-1) 0.60 in^2
1.67 0.54 in^2
Rn=Fu*Ae (J4-2) 39.72 k (yield)
2.00 38.11 k (rupture)
0.44 inhole ɸ=
PASS0.06 k≥38.11 k2 sides*Rn/Ω (min)=
bracket width= 4.50 in
0.34 k
2 sides*Rn/Ω =
Ag=
Ae=Ω=
tensile rupture=
Ω=
FIGURE 1
tensile yielding=
2 sides*Rn/Ω =
29000 ksi
55 ksi
70 ksi
50 ksi
65 ksi
55 ksi
70 ksi Top Chord, Fu=
0.134 in
0.134 in
0.170 in
0.075 in
SAE J429 Grade 5
Bracket, Fu=
W6x9, Fy=
W6x9, Fu=
Top Chord, Fy=
ARLINGTON MICROGRID RELOCATION
2330152
11/1/2023
Top Chord U Bracket, t=
Post Top Bracket, t=
Post Web, t=
Bracket, Fy=
92 ksi
120 ksi
Top Chord, t=
Bolt=
Bolt, Fy=
Bolt, Fu= E=
0.06 k 0.13 k 0.19 k
Compression Tension Shear, Fz Shear Fx
2: Bracket Plate in Tension AISC J4.1)(Standard Post Top Bracket)
Rn=Fy*Ag (J4-1) 0.62 in^2
1.67 0.50 in^2
Rn=Fu*Ae (J4-2) 40.82 k (yield)
2.00 35.18 k (rupture)
0.44 in
3: Bracket Plate in Tension AISC J4.1)(Extended Post Top Bracket)
Rn=Fy*Ag (J4-1) 0.66 in^2
1.67 0.54 in^2
Rn=Fu*Ae (J4-2) 43.20 k (yield)
2.00 37.71 k (rupture)
0.44 in
4: Bracket Plate in Compression (AISC J4.4)(Top Chord U Bracket)
b=
K= h=
L= A=
d=
I =
Pn=
5: Bracket Plate in Compression (AISC J4.4)(Standard Post Top Bracket)
b=
K= h=
L= A=
d=
I =
Pn= 34.09 k
2 sides*Pn/Ω = 34.09 k ≥0.34 k PASS
Ix=(h*b^3/12)= 1.10 in^4 0.02 in^4
r =(Imin/A)^.5=0.16 in KL/r= 21.52
1.00 0.13 in
3.38 in 0.62 in^2
Iy=(b*h^3/12)+(A*d^2)= 0.02 in^4 0.15 in
PASS
Pn=Fy*Ag (J4-6) for KL/r < 25
Ω= 2.00 4.63 in
r =(Imin/A)^.5=1.30 in KL/r= 3.03
33.17 k
2 sides*Pn/Ω = 33.17 k ≥0.34 k
2.00
1.00
3.94 in
2.58 in^4
1.02 in^4 1.02 in^4
PASS
Pn=Fy*Ag (J4-6) for KL/r < 25
Iy=(b*h^3/12)+(A*d^2)=
Ix=(h*b^3/12)=
Ω= 4.50 in
0.13 in
0.60 in^2
2.07 in
Ω= 2 sides*Rn/Ω =
hole ɸ=
bracket width= 4.90 in
2 sides*Rn/Ω (min)= 37.71 k ≥0.06 k
PASS
tensile yielding= Ag=
Ω= Ae=
tensile rupture= 2 sides*Rn/Ω =
Ω= 2 sides*Rn/Ω =
hole ɸ=
bracket width= 4.63 in
2 sides*Rn/Ω (min)= 35.18 k ≥0.06 k
tensile yielding= Ag=
Ω= Ae=
tensile rupture= 2 sides*Rn/Ω =
6: Bracket Plate in Compression (AISC J4.4)(Extended Post Top Bracket)
K= Iy=
L= A=
d=
I =
Pn=
7: Strength of Elements in Shear (AISC J4.2)
8: Strength of Elements in Shear (AISC J4.2)
9: Strength of Elements in Shear (AISC J4.2)
yield, Rn/Ω=
Ω= 2.00
1.50
Agv=
Anv=
0.60 in^2
0.54 in^2
PASS
shear yield= Rn=0.60*Fy*Agv (J4-3)(shear yield of top chord U bracket)
shear rupture= Rn=0.60*Fu*Anv (J4-4)(shear rupture of top chord U bracket)
Ω=
r =(Imin/A)^.5=0.43 in KL/r= 7.77
52.03 k
2 sides*Pn/Ω = 52.03 k ≥0.34 k
3.38 in 0.95 in^2
Iy=(Iy)+(A*d^2)= 0.18 in^4 0.27 in
Ix= 3.03 in^4 0.18 in^4
Pn=Fy*Ag (J4-6) for KL/r < 25
Ω= 2.00
1.00 0.112 in^4
rupture, Rn/Ω=
13.27 k
11.43 k
min, Rn/Ω= 11.43 k
2 sides*Rn/Ω = 22.86 k ≥0.19 k PASS
shear yield= Rn=0.60*Fy*Agv (J4-3)(shear yield of standard post top bracket)
Ω= 1.50
shear rupture= Rn=0.60*Fu*Anv (J4-4)(shear rupture of standard post top bracket)
Ω= 2.00
Agv= 0.62 in^2
Anv= 0.50 in^2
yield, Rn/Ω= 13.63 k
rupture, Rn/Ω= 10.55 k
min, Rn/Ω= 10.55 k
2 sides*Rn/Ω = 21.11 k ≥0.19 k PASS
shear yield= Rn=0.60*Fy*Agv (J4-3)(shear yield of extended post top bracket)
Ω= 1.50
shear rupture= Rn=0.60*Fu*Anv (J4-4)(shear rupture of extended post top bracket)
Ω= 2.00
Agv= 0.66 in^2
Anv= 0.54 in^2
yield, Rn/Ω= 14.43 k
rupture, Rn/Ω= 11.31 k
min, Rn/Ω= 11.31 k
2 sides*Rn/Ω = 22.62 k ≥0.19 k PASS
10: Block Shear (AISC J4.2)
11: Bearing Strength at Bolt Holes (AISC J3.10)
t=
12: Bearing Strength at Bolt Holes (AISC J3.10)
t=
13: Bearing Strength at Bolt Holes (AISC J3.10)
t=
(block shear in top chord U bracket from tension at bolt)
shear rupture= Rn=0.60*Fu*Anv (J4-4)
0.15 in^2Anv=
nominal bearing= Rn=1.2*lc*t*Fu ≥ 2.4*ɸ*t*Fu (J3-6a)(bolt connecting top chord to top
chord U bracket on bracket)Ω= 2.00
lc, tension= 0.34 in
Ω= 2.00
Rn/Ω= 3.16 k
2 sides*Rn/Ω = 6.32 k ≥0.06 k PASS
3.86 ktension, Rn=1.2*lc*t*Fu=
shear, Rn=1.2*lc*t*Fu= 22.86 k
8.44 kRn=2.4*φ*t*Fu=
compression, 2 sides*Rn/Ω = 8.44 k ≥0.34 k PASS
bolt φ= 0.38 in
0.134 in
lc, shear= 2.03 in
tension, 2 sides*Rn/Ω = 3.86 k ≥0.06 k PASS
shear, 2 sides*Rn/Ω = 8.44 k ≥0.19 k PASS
nominal bearing= Rn=1.2*lc*t*Fu ≥ 2.4*ɸ*t*Fu (J3-6a)(Tek connecting standard post
top bracket to post on bracket)Ω= 2.00
lc, tension= 0.61 in
lc, shear= 1.67 in tension, Rn=1.2*lc*t*Fu= 6.87 k
Tek φ= 0.22 in shear, Rn=1.2*lc*t*Fu= 18.83 k
0.134 in Rn=2.4*φ*t*Fu= 4.86 k
compression, Rn/Ω = 2.43 k ≥0.08 k PASS
tension, Rn/Ω = 2.43 k ≥0.01 k PASS
shear, Rn/Ω = 2.43 k ≥0.05 k PASS
nominal bearing= Rn=1.2*lc*t*Fu ≥ 2.4*ɸ*t*Fu (J3-6a)(Tek connecting extended post
top bracket to post on bracket)Ω= 2.00
lc, tension= 0.36 in
lc, shear= 1.67 in tension, Rn=1.2*lc*t*Fu= 4.05 k
Tek φ= 0.22 in shear, Rn=1.2*lc*t*Fu= 18.83 k
0.134 in Rn=2.4*φ*t*Fu= 4.86 k
compression, Rn/Ω = 2.43 k ≥0.04 k PASS
tension, Rn/Ω = 2.03 k ≥0.01 k PASS
shear, Rn/Ω = 2.43 k ≥0.02 k PASS
14: Bearing Strength at Bolt Holes (AISC J3.10)
15: Bearing Strength at Bolt Holes (AISC J3.10)
2.60 in
nominal bearing= Rn=1.2*lc*t*Fu ≥ 2.4*ɸ*t*Fu (J3-6a)(bolt connecting top chord to top
chord U bracket on to chord)Ω= 2.00
bolt φ= 0.38 in
Rn=2.4*φ*t*Fu= 4.73 k
compression, 2 sides*Rn/Ω = 2.36 k ≥0.17 k PASS
(no edge distance applicable)
Ω= 2.00
Tek φ= 0.22 in
Rn=2.4*φ*t*Fu= 5.73 k
tension, 2 sides*Rn/Ω = 2.36 k ≥0.03 k PASS
shear, 2 sides*Rn/Ω = 2.36 k ≥0.10 k PASS
shear, sides*Rn/Ω = 5.73 k ≥0.19 k PASS
tension, Rn=1.2*lc*t*Fu= 34.49 k
tension, lc=
t= 0.170 in
compression, sides*Rn/Ω = 5.73 k ≥0.34 k PASS
tension, sides*Rn/Ω = 5.73 k ≥0.06 k PASS
nominal bearing= Rn=1.2*lc*t*Fu ≥ 2.4*ɸ*t*Fu (J3-6a)(Tek connecting standard post
top bracket to post on post)
2 Tek in Double Shear = 2k * 2 = 4k.
Safety Factor = 2, So Allowable Shear =
4k/2 = 2k. 2k > 0.34 k So OK
1.
2.
3.
4.
(Uplift Side Resistance of Pile After 90 Days At A 3.5 ft Embed Depth Neglecting Frost Layer (lbs) + Dead
Load (lbs))/ (Pile Effective Perimeter (ft) x Frost Depth (ft) x Adfreeze Unit Force (psf))
It is worth noting that per the exception in IBC Section 1809.5; Frost protection is not required by code for a building
assigned to Risk Category I.
analysis is above and beyond basic code compliance.
does not require frost heave loads to be combined with any other load types such as wind uplift.
Assumed
Potential Peak Adfreeze=20.84 psi (10.42 psi
average)
3823.5 lbs
SAFETY FACTOR=
TOTAL PILE DEPTH BELOW GRADE TO RESIST ADFREEZE FORCE=3.50 ft
(2x depth + 2x width)
(Pile Effective Perimeter (ft) x Frost Depth (ft) x Adfreeze Unit Force
(psf) x Safety Factor) - Dead Load
1.93 ftDepth Below Frost Depth Required to Resist Factored Adfreeze Force=
ARLINGTON MICROGRID RELOCATION
2330152
10/31/2023
15.00 inPotential Frost Depth=
FROST HEAVE ANALYSIS ON DRIVEN STEEL PILES
W6x9
1.64 ft
Pile Section=
Pile Effective Perimeter=
U.S. Department of Commerce, City of Seattle
Average per pull test = Heave/ (Pile effective
perimeter*Depth)
Uplift Side Resistance=745.0 psf
Dead Load=
1.68
(Rounded Up to Nearest 6" Increment)
Building codes do not address analyzing piles for resisting frost heave forces. Nowhere is a safety factor specific to this type
of loading detailed and RBI Solar considers the above referenced safety factor to be acceptable, in the absence of direction
from building codes, per industry standards.
UPLIFT SIDE RESISTANCE OF PILE AFTER 90 DAYS AT A 3.5 FT
EMBED DEPTH (NEGLECTING FROST LAYER)=
Qt=Axial capacity at time t after driving.
Qo=Axial capacity at time to after driving.
A=
o
A=
o
Set-up is recognized as occurring for virtually all driven pile types, in organic and inorganic saturated clay, and loose to
medium dense silt, sandy silt, silty sand, and fine sand.
NOTES:
An emperical value measured in days of the time at
which the rate of excess porewater pressure
dissipation becomes uniform. A value of 1 was
emperically determined by Camp and Parmar (1999)
to be a reasonable assumption in practice.
A majority of pile set-up is likely related primarily to dissipation of excess porewater pressures within, and subsequent
remolding and reconsolidation of, soil which is displaced and disturbed as the pile is driven.
Soil/pile set-up is time dependent increase in pile capacity.
Set-up has long been recognized, and can contribute significantly to long-term pile capacity.
Set-up is predominately associated with an increase in soil resistance acting on the sides of the pile.
Time elapsed after pile driving in days.
Initial Pile Uplift Side Resistance (psf) x Pile Effective
Perimeter (ft) x Pile Depth Below Grade (ft)
Initial Pile Uplift Side Resistance=
Pile Effective Perimeter=
745.0 psf
1.64 ft
INCREASE IN PILE CAPACITY OVER TIME DUE TO PILE SETUP (Skov and Denver 1988)
Qt=Qo*[A*log(t/t o)+1]
A constant depending on soil type. A value of 0.2 can
be used as a conservative assumption in the absence
of set-up testing for all depth of soils (Bullock, 1999).
0.0 lbs
1000.0 lbs
2000.0 lbs
3000.0 lbs
4000.0 lbs
5000.0 lbs
6000.0 lbs
7000.0 lbs
1 480 980 1480 1980 2480 2980 3480 3980 4480 4980 5480
Ax
i
a
l
C
a
p
a
c
i
t
y
,
Q
t
(
l
b
s
)
Uplift Axial Capacity vs Time Graph
Job Number
Customer
Project Name Embedment 6.0 Feet
Project Location Post Type W6x9
Test Date
Depth
(ft)
A1 C8x3 6.0 1300 1300
A2 W6x9 6.0 1500 1500
B C8x3 8.0 1400 1400
C C8x3 8.0 STUCK STUCK
D C8x3 8.0 1900 1900
A3 C8x3 8.0 1700 1700
0 0 0.0 0 0
0 0 0.0 0 0
0 0 0.0 0 0
0 0 0.0 0 0
0 0 0.0 0 0
0 0 0.0 0 0
0 0 0.0 0 0
0 0 0.0 0 0
0 0 0.0 0 0
0 0 0.0 0 0
0 0 0.0 0 0
0 0 0.0 0 0
0 0 0.0 0 0
0 0 0.0 0 0
0 0 0.0 0 0
0 0 0.0 0 0
0 0 0.0 0 0
0 0 0.0 0 0
0 0 0.0 0 0
0 0 0.0 0 0 Cantilever Edge Span Center Span Cantilever Edge Span Center Span Cantilever Edge Span Center Span
0 0 0.0 0 0 2 modules 6 modules 6 modules 2 modules 6 modules 6 modules 2 modules 6 modules 6 modules
0 0 0.0 0 0 Reactions Post 3
0 0 0.0 0 0 Force (Unfactored)1.21 kips
0 0 0.0 0 0 Force (Factored)1.82 kips
0 0 0.0 0 0 Pressure (Factored)280 psi
2330152
Post 1 Post 2 Post 1
Arlington Microgrid
Relocation
17601 59th Ave. NE |
Arlington, WA 98223
Uplift Test Results
Test Location Pile Type
Force (Factored) = Force (Unfactored) x 1.5 GRT Pressure Conversion: 6.48 kips = 1000 psi
North South Interior
02/15/19
A&R Solar
1.78 kips 1.82 kips 1.78 kips
2.67 kips 2.73 kips 2.67 kips
412 psi 421 psi 412 psi
"Heave" represents the pressure at which the test pile
shifted upward 1/2" or greater.
Posts that are "STUCK" could not be removed with the
maximum measurable hydraulic pressure applied in uplift.
No refusal was encountered on site.
Release
(psi)
Heave
(psi)
"N/A" signifies no data recorded at that test location.
1300
1400
1900
1700
1500
0
100
200
300
400
500
600
700
800
900
1000
1100
1200
1300
1400
1500
1600
1700
1800
1900
2000
5.0 5.5 6.0 6.5 7.0 7.5 8.0 8.5 9.0
He
a
v
e
(
p
s
i
)
Depth (ft)
Uplift Test Results
C8x3
W6x9
Depth Push Depth Push
A1 C8x3 6.0 0.5 1200
A2 W6x9 6.0 0.5 1200
B C8x3 8.0 1.5 1200
C C8x3 8.0 2.5 1200
D C8x3 8.0 0.5 1200
A3 C8x3 8.0 0.5 1200
0 0 0.0 0.0 0
0 0 0.0 0.0 0
0 0 0.0 0.0 0
0 0 0.0 0.0 0
0 0 0.0 0.0 0
0 0 0.0 0.0 0
0 0 0.0 0.0 0
0 0 0.0 0.0 0
0 0 0.0 0.0 0
0 0 0.0 0.0 0
0 0 0.0 0.0 0
0 0 0.0 0.0 0
0 0 0.0 0.0 0
0 0 0.0 0.0 0
0 0 0.0 0.0 0
0 0 0.0 0.0 0
0 0 0.0 0.0 0
0 0 0.0 0.0 0
0 0 0.0 0.0 0
0 0 0.0 0.0 0 Cantilever Edge Span Center Span Cantilever Edge Span Center Span Cantilever Edge Span Center Span
0 0 0.0 0.0 0 2 modules 6 modules 6 modules 2 modules 6 modules 6 modules 2 modules 6 modules 6 modules
0 0 0.0 0.0 0 Reactions Post 3
0 0 0.0 0.0 0 Force (Unfactored)4.37 kips
0 0 0.0 0.0 0 Force (Factored)6.56 kips
0 0 0.0 0.0 0 Pressure (Factored)1012 psi
North South Interior
Test Location Pile Type
Force (Factored) = Force (Unfactored) x 1.5 GRT Pressure Conversion: 6.48 kips = 1000 psi
Post 2 Post 2 Post 2
4.67 kips 4.76 kips 4.58 kips
7.01 kips 7.14 kips 6.87 kips
1081 psi 1102 psi 1060 psi
"Push Depth" represents the initial depth the pile was
embedded with hydraulic pressure prior to engaging the
hammer on the pile driver.
No refusal was encountered on site.
Compression Test Notes
Although the full factored design load was not achieved (due to equipment limits), Terrasmart is confident
that the piles are sufficient in compression given that 1700 psi was resisted at 1' - 0" embedment with 0 slip. A
minimum embedment of 8' - 0" shall be provided.
1200 12001200
0
200
400
600
800
1000
1200
1400
1600
1800
2000
2200
5.0 5.5 6.0 6.5 7.0 7.5 8.0 8.5 9.0
Pu
s
h
(
p
s
i
)
Depth (ft)
Compression Test Results
C8x3
W6x9
Depth
(ft) 1000 lbs 2000 lbs 3000 lbs 4000 lbs
A1 C8x3 6.0 0.250 0.500 0.750 1.250
A2 W6x9 6.0 0.000 0.125 0.250 0.375
B C8x3 8.0 0.125 0.250 0.375 0.750
C C8x3 8.0 0.125 0.250 0.375 1.000
D C8x3 8.0 0.125 0.250 0.500 0.625
A3 C8x3 8.0 0.000 0.375 0.375 0.500
Cantilever Edge Span Center Span Cantilever Edge Span Center Span Cantilever Edge Span Center Span
2 modules 6 modules 6 modules 2 modules 6 modules 6 modules 2 modules 6 modules 6 modules
Reactions Post 3
Force (Unfactored)1.17 kips
Force (Factored)2.34 kips
OK as per IBC 2012, Section 1810.3.3.2, in lateral deflection
Test Location Pile Type
North South
No refusal was encountered on site.
"N/A" signifies no data recorded at that test location.
Lateral deflections were measured at grade.
Lateral loads were applied to the post at 4' above grade.
Lateral Test Notes
Lateral Test Results
Force (Factored) = Force (Unfactored) x 2
Post 2 Post 2 Post 1
1.44 kips 1.51 kips 1.42 kips
2.88 kips 3.02 kips 2.84 kips
Interior
Image 6.1: Map of Test Locations
6. Map of Test Locations and Site Images
North
0.67 kip post 1
0.00 kip
11.92 k-ft
18.00 in 1.77 ft^2
0 in 4.71 ft
3000 psf
0.00 k
500 psf
500 psf
0.28 ft
200 psf/ft
5.1 ft
2.00
2.31 kip
6.99 ft
18 in
7.00 ft
7.00 ft
PIER DIAMETER=
AXIAL=
GOVERNING LOAD COMBINATION: 0.6D+0.6W_up (base moment)
REQUIRED PIER DEPTH=
(AXIAL COMPRESSION)
MOMENT=
SHEAR=
THE LATERAL ANALYSIS CONSIDERS
BOTH THE SHEAR AND MOMENT AS
AN EQUIVALENT SHEAR AT THE
HEIGHT OF THE POLE.
LATERAL DESIGN: (IBC SECTION 1807.3.2.1)
IBC 1810.3.3.1.4 does not allow end bearing and
shaft resistance to act simultaneously. Shaft
resistance is 1/6 of bearing but does not exceed 500
psf per IBC 1810.3.3.1.4. Class 3 Soil Assumed
POST SHALL BE EMBEDDED INTO CONCRETE A MINIMUM OF 6FT
NOTE FOR REVIEWER:LATERAL BEARING CAPACITY=
HEIGHT OF POLE=
ISOLATED POLE FACTOR=
EQUIVALENT SHEAR AT POLE HEIGHT=
REQUIRED PIER DEPTH=
FINAL PIER DESIGN:
ALLOWABLE BEARING CAPACITY=
PIER DEPTH=
PIER DEPTH + FILL DEPTH=
ALLOWABLE BEARING=
ALLOWABLE SKIN FRICTION (COMPRESSION)=
ALLOWABLE SKIN FRICTION (UPLIFT)=
CONCRETE PIER DESIGN
PIER DIAMETER=
AXIAL DESIGN:
FILL DEPTH=
BEARING AREA=
PILE PERIMETER=
LOADING ZONE:
South
0.81 kip post 2
0.00 kip
12.05 k-ft
18.00 in 1.77 ft^2
0 in 4.71 ft
3000 psf
0.00 k
500 psf
500 psf
0.34 ft
200 psf/ft
5.1 ft
2.00
2.34 kip
7.02 ft
18 in
7.50 ft
7.50 ft
PIER DIAMETER=
AXIAL=
GOVERNING LOAD COMBINATION: 0.6D+0.6W_up (base moment)
REQUIRED PIER DEPTH=
(AXIAL COMPRESSION)
MOMENT=
SHEAR=
THE LATERAL ANALYSIS CONSIDERS
BOTH THE SHEAR AND MOMENT AS
AN EQUIVALENT SHEAR AT THE
HEIGHT OF THE POLE.
LATERAL DESIGN: (IBC SECTION 1807.3.2.1)
IBC 1810.3.3.1.4 does not allow end bearing and
shaft resistance to act simultaneously. Shaft
resistance is 1/6 of bearing but does not exceed 500
psf per IBC 1810.3.3.1.4. Class 3 Soil Assumed
POST SHALL BE EMBEDDED INTO CONCRETE A MINIMUM OF 6.5FT
NOTE FOR REVIEWER:LATERAL BEARING CAPACITY=
HEIGHT OF POLE=
ISOLATED POLE FACTOR=
EQUIVALENT SHEAR AT POLE HEIGHT=
REQUIRED PIER DEPTH=
FINAL PIER DESIGN:
ALLOWABLE BEARING CAPACITY=
PIER DEPTH=
PIER DEPTH + FILL DEPTH=
ALLOWABLE BEARING=
ALLOWABLE SKIN FRICTION (COMPRESSION)=
ALLOWABLE SKIN FRICTION (UPLIFT)=
CONCRETE PIER DESIGN
PIER DIAMETER=
AXIAL DESIGN:
FILL DEPTH=
BEARING AREA=
PILE PERIMETER=
LOADING ZONE:
Interior
0.67 kip post 1
0.00 kip
11.92 k-ft
18.00 in 1.77 ft^2
0 in 4.71 ft
3000 psf
0.00 k
500 psf
500 psf
0.28 ft
200 psf/ft
5.1 ft
2.00
2.31 kip
6.99 ft
18 in
7.00 ft
7.00 ft
PIER DIAMETER=
AXIAL=
GOVERNING LOAD COMBINATION: 0.6D+0.6W_up (base moment)
REQUIRED PIER DEPTH=
(AXIAL COMPRESSION)
MOMENT=
SHEAR=
THE LATERAL ANALYSIS CONSIDERS
BOTH THE SHEAR AND MOMENT AS
AN EQUIVALENT SHEAR AT THE
HEIGHT OF THE POLE.
LATERAL DESIGN: (IBC SECTION 1807.3.2.1)
IBC 1810.3.3.1.4 does not allow end bearing and
shaft resistance to act simultaneously. Shaft
resistance is 1/6 of bearing but does not exceed 500
psf per IBC 1810.3.3.1.4. Class 3 Soil Assumed
POST SHALL BE EMBEDDED INTO CONCRETE A MINIMUM OF 6FT
NOTE FOR REVIEWER:LATERAL BEARING CAPACITY=
HEIGHT OF POLE=
ISOLATED POLE FACTOR=
EQUIVALENT SHEAR AT POLE HEIGHT=
REQUIRED PIER DEPTH=
FINAL PIER DESIGN:
ALLOWABLE BEARING CAPACITY=
PIER DEPTH=
PIER DEPTH + FILL DEPTH=
ALLOWABLE BEARING=
ALLOWABLE SKIN FRICTION (COMPRESSION)=
ALLOWABLE SKIN FRICTION (UPLIFT)=
CONCRETE PIER DESIGN
PIER DIAMETER=
AXIAL DESIGN:
FILL DEPTH=
BEARING AREA=
PILE PERIMETER=
LOADING ZONE:
Project:
Customer
6.00 ft -1.78 k
6.00 ft -1.42 k
1.50 ft -7.30 k-ft
0.00 ft
2.50 ksi 3000 psf
110 pcf 1.50
54.00 ft^3 0.50
150 pcf 0.00 k
8.10 kip 0.00 k
24.30 k-ft
OK
OK
OK
SLIDING ANALYSIS:
1.64
SAFETY FACTOR=
3.16 kip
2.23
NAGATIVE SLIDING FORCE=
SHEAR=
OVERTURNING ANALYSIS:
APPLIED UPLIFT=
FOOTING WEIGHT=
RESISTING MOMENT=
OVERTURNING MOMENT=
OVERTURNING SAFETY FACTOR=
24.30 k-ft
14.78 k-ft
1.42 kip
RESISTING MOMENT=
CONCRETE DENSITY:
1.78 kip
FOOTING WEGHT:
UPLIFT ANALYSIS:
SAFETY FACTOR= 4.54
8.10 kip
PASSIVE PRESSURE=
SOIL WT=
ALLOWABLE BEARING=
MIN SAFETY FACTOR=
SLIDING COEFF=
ALTERNATE SPREAD FOOTING DESIGN
RACKING REACTIONS:
CONCRETE STRENGTH:
AXIAL (P)=
SOIL DENSITY:
VOLUME:
LOADING ZONE:
LENGTH:
WIDTH:
THICKNESS:
DEPTH BELOW GRADE:
SHEAR (V)=
MOMENT (M)=
0.6D+0.6W_up (uplift/shear)
<post 1>North
ARLINGTON MICROGRID RELOCATION
A&R SOLAR
Qmax ≤OK
(6)
OR (5)#5 BAR TOP AND BOTTOM, LONGITUDINAL AND TRANSVERSE
REINFORCEMENT:
BEARING PRESSURE:
3.000 ksf
ALLOWABLE BEARING
6.32 kip
-7.30 k-ft
1.16
0.381 ksf
#4 BAR TOP AND BOTTOM, LONGITUDINAL AND TRANSVERSE
AXIAL=
MOMENT=
e=
Qmax=
ALLOWABLE BEARING=
Project:
Customer
6.00 ft -1.82 k
6.00 ft -1.51 k
1.50 ft -7.80 k-ft
0.00 ft
2.50 ksi 3000 psf
110 pcf 1.50
54.00 ft^3 0.50
150 pcf 0.00 k
8.10 kip 0.00 k
24.30 k-ft
OK
OK
OK
SLIDING ANALYSIS:
1.57
SAFETY FACTOR=
3.14 kip
2.08
NAGATIVE SLIDING FORCE=
SHEAR=
OVERTURNING ANALYSIS:
APPLIED UPLIFT=
FOOTING WEIGHT=
RESISTING MOMENT=
OVERTURNING MOMENT=
OVERTURNING SAFETY FACTOR=
24.30 k-ft
15.52 k-ft
1.51 kip
RESISTING MOMENT=
CONCRETE DENSITY:
1.82 kip
FOOTING WEGHT:
UPLIFT ANALYSIS:
SAFETY FACTOR= 4.46
8.10 kip
PASSIVE PRESSURE=
SOIL WT=
ALLOWABLE BEARING=
MIN SAFETY FACTOR=
SLIDING COEFF=
ALTERNATE SPREAD FOOTING DESIGN
RACKING REACTIONS:
CONCRETE STRENGTH:
AXIAL (P)=
SOIL DENSITY:
VOLUME:
LOADING ZONE:
LENGTH:
WIDTH:
THICKNESS:
DEPTH BELOW GRADE:
SHEAR (V)=
MOMENT (M)=
0.6D+0.6W_up (uplift/shear)
<post 2>South
ARLINGTON MICROGRID RELOCATION
A&R SOLAR
Qmax ≤OK
(6)
OR (5)#5 BAR TOP AND BOTTOM, LONGITUDINAL AND TRANSVERSE
REINFORCEMENT:
BEARING PRESSURE:
3.000 ksf
ALLOWABLE BEARING
6.28 kip
-7.80 k-ft
1.24
0.397 ksf
#4 BAR TOP AND BOTTOM, LONGITUDINAL AND TRANSVERSE
AXIAL=
MOMENT=
e=
Qmax=
ALLOWABLE BEARING=
Project:
Customer
6.00 ft -1.78 k
6.00 ft -1.42 k
1.50 ft -7.30 k-ft
0.00 ft
2.50 ksi 3000 psf
110 pcf 1.50
54.00 ft^3 0.50
150 pcf 0.00 k
8.10 kip 0.00 k
24.30 k-ft
OK
OK
OK
SLIDING ANALYSIS:
1.64
SAFETY FACTOR=
3.16 kip
2.23
NAGATIVE SLIDING FORCE=
SHEAR=
OVERTURNING ANALYSIS:
APPLIED UPLIFT=
FOOTING WEIGHT=
RESISTING MOMENT=
OVERTURNING MOMENT=
OVERTURNING SAFETY FACTOR=
24.30 k-ft
14.78 k-ft
1.42 kip
RESISTING MOMENT=
CONCRETE DENSITY:
1.78 kip
FOOTING WEGHT:
UPLIFT ANALYSIS:
SAFETY FACTOR= 4.54
8.10 kip
PASSIVE PRESSURE=
SOIL WT=
ALLOWABLE BEARING=
MIN SAFETY FACTOR=
SLIDING COEFF=
ALTERNATE SPREAD FOOTING DESIGN
RACKING REACTIONS:
CONCRETE STRENGTH:
AXIAL (P)=
SOIL DENSITY:
VOLUME:
LOADING ZONE:
LENGTH:
WIDTH:
THICKNESS:
DEPTH BELOW GRADE:
SHEAR (V)=
MOMENT (M)=
0.6D+0.6W_up (uplift/shear)
<post 1>Interior
ARLINGTON MICROGRID RELOCATION
A&R SOLAR
Qmax ≤OK
(6)
OR (5)#5 BAR TOP AND BOTTOM, LONGITUDINAL AND TRANSVERSE
REINFORCEMENT:
BEARING PRESSURE:
3.000 ksf
ALLOWABLE BEARING
6.32 kip
-7.30 k-ft
1.16
0.381 ksf
#4 BAR TOP AND BOTTOM, LONGITUDINAL AND TRANSVERSE
AXIAL=
MOMENT=
e=
Qmax=
ALLOWABLE BEARING=
APPENDIX