HomeMy WebLinkAboutPLANS REDLINED - 21-00206 - Bell Black Insurance - CarportAuthor Name Author Email Author Phone No.:
Cody Jones Cody.Jones@rexburg.org 208-372-2173
Description : Bell Black Insurance - CarportAddress : 237 N 2nd ERecord Type : Commercial Accessory StructureDocument Filename : structural plans.pdf
Comment Author Contact Information:
Corrections in the following table need to be applied before a permit can be issued
Review Report Approved
# 21-00206
Page Reference AnnotationType Author : Department Status Page Review Comments Applicant Response Comments
200776-S1-S1 Stamp Cody Jones : Building Open 1 Approved - Building Inspector
200776-S1-S1 Free text Cody Jones : Building Open 1 Mikayala with Big Dog Solar stated that Micheal Hitchkock withSTRATA will be doing special inspections.
36' frost depth
All construction and material needs to be in compliance withIBC 2018.
200776-S2-S2 Free text Cody Jones : Building Open 2 36" Frost Depth
Commercial Accessory Structure
Approval of plans does not constitute approval of variance from code
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36" Frost Depth
P R O F E S S I O N A L ENGIN
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MAS R . M O R R I S
16611
S
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ATE O F I D A H O10-09-20
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CARUSO
TURLEY
SCOTT
Job No.20-0776 Sheet
No.Cover
By PMP Date 09/2020
CLIENT:
Big Dog Solar
620 Pheasant Ridge Dr.
Pocatello, Idaho 83202
PROJECT:
Black Bell Office Solar Canopy
237 N. 2nd E.
Rexburg, ID, 83440
________________________________________________________________________________________________
GENERAL INFORMATION:
BUILDING CODE: 2015 INTERNATIONAL BUILDING CODE
YOUR VISION IS OUR MISSION
1215 W. Rio Salado Pkwy.
Suite 200
Tempe, AZ 85281
T: (480) 774-1700
F: (480) 774-1701
CALCULATION INDEX SHEET
SHEET #DESCRIPTION
1 - 7 Basis of Design
8 - 41 Purlin Design
42 - 63 Semi-Cantilever Tip Down Canopy Frame Design
64 - 72 Semi-Cantilever Tip Down Canopy Foundation Design
73 - 94 Semi-Cantilever Tip Up Canopy Frame Design
95 - 103 Semi-Cantilever Tip Up Canopy Foundation Design
104 - 107 Column-Beam Connection
Job Name Bell Black Office Solar Canopy
Job No.20-0776 Sheet No.Index
By PMP Date 09/2020
YOUR STRUCTURAL ENGINEERING EXPERTS
1215 W. Rio Salado Pkwy.
Suite 200
Tempe, AZ 85281
T: (480) 774-1700
F: (480) 774-1701
Job Name Bell Black Office Solar Canopy
Job No. 20-0776 Sheet No.
By PMP Date 09/2020
BASIS FOR DESIGN
1
1
Matt Pellow
From:CD-Inspections <inspections@rexburg.org>
Sent:Tuesday, August 4, 2020 10:09 AM
To:Matt Pellow
Subject:RE: Jurisdiction Question
Matt,
The ground snow load if 50psf and the roof snow load is 35 psf.
Thank you!
From: Matt Pellow <mpellow@ctsaz.com>
Sent: Monday, August 3, 2020 8:16 AM
To: CD-Inspections <inspections@rexburg.org>
Subject: RE: Jurisdiction Question
Good Morning Ms. Eaton,
I just wanted to follow up with you to see if the snow load in the city of Rexburg was reducible from 50psf?
Thank you,
Matt Pellow,E.I.T. | Structural Designer |480.774.1729 Direct
CARUSO TURLEY SCOTT STRUCTURAL ENGINEERS
PROFESSIONAL REGISTRATION IN 50 STATES, WASHINGTON DC, PUERTO RICO, US VIRGIN ISLANDS
From: Matt Pellow
Sent: Monday, July 20, 2020 2:32 PM
To: 'CD-Inspections'
Subject: RE: Jurisdiction Question
Good Afternoon Ms. Eaton,
No I do not believe this is in regard to Blue Max. Thank you for this information.
Is the snow load reducible by chance?
Thank you,
Matt Pellow,E.I.T. | Structural Designer |480.774.1729 Direct
CARUSO TURLEY SCOTT STRUCTURAL ENGINEERS
PROFESSIONAL REGISTRATION IN 50 STATES, WASHINGTON DC, PUERTO RICO, US VIRGIN ISLANDS
From: CD-Inspections [mailto:inspections@rexburg.org]
Sent: Wednesday, July 15, 2020 4:37 PM
To: Matt Pellow
Subject: RE: Jurisdiction Question
Matt,
2
2
Is this in regard to Blue Max? We require an Idaho licensed Engineer for all Photovoltaic systems installed in
Rexburg. Included with submitted plans, all design criteria must be designed per the 2015 IBC. This would includes:
-50 lbs ground snow load
-90 MPH wind exposure
-Seismic category D
-Structural Design (Risk Category table 1604.5) category ll
-Idaho licensed Electrical contractor for all Photovoltaic installation minus structural frame work
Please let us know if you have any additional questions.
From: Matt Pellow <mpellow@ctsaz.com>
Sent: Wednesday, July 15, 2020 11:08 AM
To: CD-Inspections <inspections@rexburg.org>
Cc: Matt Parrish <mparrish@ctsaz.com>; Diane Eisenbacher <DEisenbacher@ctsaz.com>
Subject: Jurisdiction Question
Good Morning Ms. Eaton,
My name is Matt Pellow, I am currently working with Paul Scott at Caruso Turley Scott on a solar canopy project in
Rexburg, ID. I had a few questions I was hoping you could answer for me.
The address of the project is:237 N. 2nd E, Rexburg, ID, 83440
1. Please refer to the attached drawings for a reference to the solar canopies we design.
1. Is the correct code for the structural design of this project the 2015 International Building Code?
1. We typically design these parking lot solar support structures as Risk Category I because:
These structures are uninhabitable and do not have an occupancy.
These structures represent a low hazard to human life.
In a 100 MPH wind event, persons would not likely be under these canopies.
Is using Risk Category I acceptable?
1. Can you confirm what wind speed and snow load we should use for this solar canopy?
We appreciate you reviewing the provided information and would like to request to be able to use Risk Category I when
designing solar and shade canopies in Rexburg, ID.
Thank you,
Matt Pellow, E.I.T.|Structural Designer
PROFESSIONAL REGISTRATION IN 50 STATES, WASHINGTON DC, PUERTO RICO, US VIRGIN ISLANDS
480.774.1729 Direct |mpellow@ctsaz.com
CARUSO TURLEY SCOTT STRUCTURAL ENGINEERS
1215 W. Rio Salado Pkwy, Suite 200 | Tempe, AZ 85281 | 480.774.1700 |www.ctsaz.com
Structural Solutions Since 1963
This email may contain confidential or private information, if received in error please delete and notify sender.
3
4
5
Job Name: Bell Black Office Solar Canopy .
Job No.: 20-0776 Sheet No.:.
By: PMP Date: Aug-20 .
Eqn. (27.4-3)
Velocity pressure exposure cooefficient K z =0.85
Topographic factor K zt =1
Wind directionality factor K d =0.85
Basic wind speed V =90 mph
Velocity pressure q h =14.96 psf
Gust effect factor G =0.85
Net pressure cooefficient C N = From Fig. 27.4-4
Roof Wind Direction, = 0 degrees Wind Direction, = 180 degrees
Load Case Clear Wind Flow Obstructed Wind Flow Clear Wind Flow Obstructed Wind Flow
(degree)CNW CNL CNW CNL CNW CNL CNW CNL
A -0.6 -1 -1 -1.5 0.9 1.5 -0.2 -1.2
P (psf)-7.6 -12.7 -12.7 -19.1 11.4 19.1 -2.5 -15.3
B -1.4 0 -1.7 -0.8 1.6 0.3 0.8 -0.3
P (psf)-17.8 0.0 -21.6 -10.2 20.3 3.8 10.2 -3.8
Roof Wind Direction, = 0 degrees Wind Direction, = 180 degrees
Load Case
(degree)CNW CNL CNW CNL CNW CNL CNW CNL
A -0.9 -1.3 -1.1 -1.5 1.3 1.6 0.4 -1.1
P (psf)-11.4 -16.5 -14.0 -19.1 16.5 20.3 5.1 -14.0
B -1.9 0 -2.1 -0.6 1.8 0.6 1.2 -0.3
P (psf)-24.2 0.0 -26.7 -7.6 22.9 7.6 15.3 -3.8
Roof Wind Direction, = 0 degrees Wind Direction, = 180 degrees
Load Case
(degree)CNW CNL CNW CNL CNW CNL CNW CNL
A -0.7 -1.1 -1.0 -1.5 1.0 1.5 0.0 -1.2
P (psf)-8.9 -14.0 -13.1 -19.1 13.1 19.5 0.0 -14.8
B -1.6 0.0 -1.8 -0.7 1.7 0.4 0.9 -0.3
P (psf)-19.9 0.0 -23.3 -9.3 21.2 5.1 11.9 -3.8
Sheet Updated 2/1/18
15
10.00
Eqn. (27.3-1)
Clear Wind Flow Obstructed Wind FlowObstructed Wind FlowClear Wind Flow
7.5
Main Wind Force Resisting System ( V = 90 mph; Exposure C; h = 12.1 ft; Angle = 10 deg )
Clear Wind Flow Obstructed Wind Flow Clear Wind Flow Obstructed Wind Flow
Reference: ASCE 7-10 (Section 27.4.3)
NhGCqP
200256.0 VKKKKqedztzh
6
Job Name: Bell Black Office Solar Canopy .
Job No.: 20-0776 Sheet No.:.
By: PMP Date: Aug-20 .
Eqn. (30.8-1)
Velocity pressure exposure cooefficient Kz =0.85
Topographic factor K zt =1
Wind directionality factor K d =0.85
Basic wind speed V =
Velocity pressure q h =
Gust effect factor G =0.85
Net pressure cooefficient CN =From Fig. 30.8-1
Effective wind area = EA = L ( L/3 ) [Varies with element designed.]
a =3.0 ft
a2 =9.0 ft2
4a2 =36.0 ft2
Roof CNbased on
Eff. Area (EA)Clear Wind Flow Obstructed Wind Flow
(degree)Design
Pressure Zone 3 Zone 2 Zone 1 Zone 3 Zone 2 Zone 1
3.2 -4.2 2.4 -2.1 1.6 -1.4 1.6 -5.1 1.2 -2.6 0.8 -1.7
40.7 psf -53.4 psf 30.5 psf -26.7 psf 20.3 psf -17.8 psf 20.3 psf -64.9 psf 15.3 psf -33.1 psf 10.2 psf -21.6 psf
2.4 -2.1 2.4 -2.1 1.6 -1.4 1.2 -2.6 1.2 -2.6 0.8 -1.7
30.5 psf -26.7 psf 30.5 psf -26.7 psf 20.3 psf -17.8 psf 15.3 psf -33.1 psf 15.3 psf -33.1 psf 10.2 psf -21.6 psf
1.6 -1.4 1.6 -1.4 1.6 -1.4 0.8 -1.7 0.8 -1.7 0.8 -1.7
20.3 psf -17.8 psf 20.3 psf -17.8 psf 20.3 psf -17.8 psf 10.2 psf -21.6 psf 10.2 psf -21.6 psf 10.2 psf -21.6 psf
Roof CNbased on
Eff. Area (EA)Clear Wind Flow Obstructed Wind Flow
(degree)Design
Pressure Zone 3 Zone 2 Zone 1 Zone 3 Zone 2 Zone 1
3.6 -3.8 2.7 -2.9 1.8 -1.9 2.4 -4.2 1.8 -3.2 1.2 -2.1
45.8 psf -48.3 psf 34.3 psf -36.9 psf 22.9 psf -24.2 psf 30.5 psf -53.4 psf 22.9 psf -40.7 psf 15.3 psf -26.7 psf
2.7 -2.9 2.7 -2.9 1.8 -1.9 1.8 -3.2 1.8 -3.2 1.2 -2.1
34.3 psf -36.9 psf 34.3 psf -36.9 psf 22.9 psf -24.2 psf 22.9 psf -40.7 psf 22.9 psf -40.7 psf 15.3 psf -26.7 psf
1.8 -1.9 1.8 -1.9 1.8 -1.9 1.2 -2.1 1.2 -2.1 1.2 -2.1
22.9 psf -24.2 psf 22.9 psf -24.2 psf 22.9 psf -24.2 psf 15.3 psf -26.7 psf 15.3 psf -26.7 psf 15.3 psf -26.7 psf
Roof CNbased on
Eff. Area (EA)Clear Wind Flow Obstructed Wind Flow
(degree)Design
Pressure Zone 3 Zone 2 Zone 1 Zone 3 Zone 2 Zone 1
3.3 -4.1 2.5 -2.4 1.7 -1.6 1.9 -4.8 1.4 -2.8 0.9 -1.8
42.4 psf -51.7 psf 31.8 psf -30.1 psf 21.2 psf -19.9 psf 23.7 psf -61. psf 17.8 psf -35.6 psf 11.9 psf -23.3 psf
2.5 -2.4 2.5 -2.4 1.7 -1.6 1.4 -2.8 1.4 -2.8 0.9 -1.8
31.8 psf -30.1 psf 31.8 psf -30.1 psf 21.2 psf -19.9 psf 17.8 psf -35.6 psf 17.8 psf -35.6 psf 11.9 psf -23.3 psf
1.7 -1.6 1.7 -1.6 1.7 -1.6 0.9 -1.8 0.9 -1.8 0.9 -1.8
21.2 psf -19.9 psf 21.2 psf -19.9 psf 21.2 psf -19.9 psf 11.9 psf -23.3 psf 11.9 psf -23.3 psf 11.9 psf -23.3 psf
Sheet Updated 2/1/18
90 mph
14.96 psf
Components & Cladding ( V = 90 mph; Exposure C; h = 12.1 ft; Angle = 10 deg )
EA < a2
Reference: ASCE 7-10 (Section 30.8.1)
Eqn. (30.3-1)
EA 4a2
Width of
pressure
coefficient
zone:
a2 EA < 4a2
EA 4a2
EA < a2
a2 EA < 4a2
EA < a2
a2 EA < 4a2
EA 4a2
7.5
15
10.00
NhGCqP
200256.0 VKKKKqedztzh
7
Job Name: Bell Black Office Solar Canopy .
Job No.: 20-0776 Sheet No.:.
By: PMP Date: Aug-20 .
(+) Indicates downward (towards surface for wind) loads, (-) Indicates upward (away from surface for wind) loads
Dead Load of Panels =3.0 psf Roof Live Load =20.0 psf
Dead Load of Purlins =4.0 plf Snow Load =35.0 psf
Total Dead Load (vertical) =13.8 plf Components and Cladding Wind Up =-23.3 psf
Components and Cladding Wind Down = 21.2 psf
Tributary Width To Purlin =39.3 in Angle =
Weak Axis Load: DL * Sin(Angle) * Trib =2.40 plf Strong Axis Load: DL * Cos(Angle) * Trib =13.62 plf
Weak Axis Load: Snow * Sin(Angle) * Trib =19.91 plf Strong Axis Load: Snow * Cos(Angle) * Trib =112.92 plf
Roof Live Load Down: Lr * Trib =65.52 plf
Wind Load Down: Wind Down * Trib =69.44 plf Wind Load Up: Wind Up * Trib =-76.38 plf
Tributary Width To Purlin =19.7 in
Weak Axis Load: DL * Sin(Angle) * Trib =1.55 plf Strong Axis Load: DL * Cos(Angle) * Trib =8.78 plf
Weak Axis Load: Snow * Sin(Angle) * Trib =9.96 plf Strong Axis Load: Snow * Cos(Angle) * Trib =56.46 plf
Roof Live Load Down: Lr * Trib =32.76 plf
Wind Load Down: Wind Down * Trib =34.72 plf Wind Load Up: Wind Up * Trib =-38.19 plf
Purlin Loading - Interior Purlin
Purlin Loading - Edge Purlin
Solar Canopy Loading
10.0 degrees
Page &R
8
CFS Version 12.0.2 Page 1
Section: Interior Super Purlin Strong Axis.cfss eng22
Purlin Caruso Turley Scott Inc.
Rev. Date: 8/5/2020 7:38:24 AM
By: eng22
Printed: 9/2/2020 11:10:51 AM
Section Inputs
¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯
Material: A653 HSLAS Grade 70
Apply cold work of forming strength increase.
No inelastic reserve strength increase.
Modulus of Elasticity, E 29500 ksi
Yield Strength, Fy 75 ksi
Tensile Strength, Fu 80 ksi
Torsion Constant Override, J 0 in
Warping Constant Override, Cw 0 in
Purlin, Thickness 0.074 in
Placement of Part from Origin:
X to center of gravity 0 in
Y to center of gravity 0 in
Outside dimensions, Open shape
Length Angle Radius Web k Hole Size Distance
(in) (deg) (in) Coef. (in) (in)
1 0.7500 270.000 0.11800 Single 0.000 0.0000 0.3750
2 2.5000 180.000 0.11800 Single 0.000 0.0000 1.2500
3 1.4062 90.000 0.11800 Single 0.000 0.0000 0.7031
4 0.2804 55.000 0.11800 None 0.000 0.0000 0.1402
5 0.5000 90.000 0.11800 None 0.000 0.0000 0.2500
6 0.2804 125.000 0.11800 None 0.000 0.0000 0.1402
7 3.2762 90.000 0.11800 Single 0.000 0.0000 1.6381
8 0.2804 55.000 0.11800 None 0.000 0.0000 0.1402
9 0.5000 90.000 0.11800 None 0.000 0.0000 0.2500
10 0.2804 125.000 0.11800 None 0.000 0.0000 0.1402
11 1.2062 90.000 0.11800 Single 0.000 0.0000 0.6031
12 1.2500 180.000 0.11800 Single 0.000 0.0000 0.6250
13 0.2080 90.000 0.03000 Single 0.000 0.0000 0.0900
14 1.1700 0.000 0.03000 Single 0.000 0.0000 0.5850
15 0.1500 315.000 0.03000 Single 0.000 0.0000 0.0750
16 1.1700 0.000 0.03000 Single 0.000 0.0000 0.5850
17 0.2080 90.000 0.03000 Single 0.000 0.0000 0.0900
18 1.2500 180.000 0.03000 Single 0.000 0.0000 0.6250
19 0.7500 90.000 0.11800 Single 0.000 0.0000 0.3750
9
CFS Version 12.0.2 Page 1
Analysis: Cantilever Analysis (Int, SA).cfsa eng22
Cantilever - Strong Caruso Turley Scott Inc.
Rev. Date: 9/2/2020 11:09:33 AM
By: eng22
Printed: 9/2/2020 11:10:51 AM
Analysis Inputs
¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯
General
Member Orientation: Horizontal
Calculate global buckling using specification equations
Do not include torsion in member checks
Members
Section File Revision Date and Time
1 Interior Super Purlin Strong Axis.cfss 8/5/2020 7:38:24 AM
Material Area Length Weight
(in²) (ft) (k)
1 A653 HSLAS Grade 70 1.1962 27.000 0.10981
Total 27.000 0.10981
Start Loc. End Loc. Braced R k Lm ex ey
(ft) (ft) Flange (k) (ft) (in) (in)
1 0.000 27.000 Top 0.0000 0.0000 27.000 0.000 0.000
Supports
Type Location Bearing Fastened K
(ft) (in)
1 XYT 0.000 1.00 Yes 1.0000
2 XT 6.000 1.00 Yes 1.0000
3 XT 12.000 1.00 Yes 1.0000
4 XYT 18.000 1.00 Yes 1.0000
5 XT 22.500 1.00 Yes 1.0000
6 XT 27.000 1.00 Yes 1.0000
Loading: D
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Distributed 90.000 0.000 27.000 -0.01362 -0.01362 k/ft
Loading: Wdn
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Distributed 90.000 0.000 27.000 -0.06940 -0.06940 k/ft
10
CFS Version 12.0.2 Page 2
Analysis: Cantilever Analysis (Int, SA).cfsa eng22
Cantilever - Strong Caruso Turley Scott Inc.
Rev. Date: 9/2/2020 11:09:33 AM
By: eng22
Printed: 9/2/2020 11:10:51 AM
Loading: Wup
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Distributed 90.000 0.000 27.000 0.07638 0.07638 k/ft
Loading: Lr
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Distributed 90.000 0.000 27.000 -0.06552 -0.06552 k/ft
Loading: S
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Distributed 90.000 0.000 27.000 -0.11292 -0.11292 k/ft
Load Combination: D+ Lr
Specification: AISI S100-12, US, ASD
Inflection Point Bracing: No
Loading Factor
1 D 1.000
2 Lr 1.000
Load Combination: D + S
Specification: AISI S100-12, US, ASD
Inflection Point Bracing: No
Loading Factor
1 D 1.000
2 S 1.000
Load Combination: D + 0.6Wdn
Specification: AISI S100-12, US, ASD
Inflection Point Bracing: No
Loading Factor
1 D 1.000
2 Wdn 0.600
Load Combination: 0.67D + 0.6Wup
Specification: AISI S100-12, US, ASD
Inflection Point Bracing: No
Loading Factor
1 D 0.670
2 Wup 0.600
Load Combination: D + S + 0.6Wdn/2
Specification: AISI S100-12, US, ASD
Inflection Point Bracing: No
Loading Factor
1 D 1.000
2 S 1.000
3 Wdn 0.300
11
CFS Version 12.0.2 Page 3
Analysis: Cantilever Analysis (Int, SA).cfsa eng22
Cantilever - Strong Caruso Turley Scott Inc.
Rev. Date: 9/2/2020 11:09:33 AM
By: eng22
Printed: 9/2/2020 11:10:51 AM
Load Combination: D + S/2 + 0.6Wdn
Specification: AISI S100-12, US, ASD
Inflection Point Bracing: No
Loading Factor
1 D 1.000
2 S 0.500
3 Wdn 0.600
Member Check - AISI S100-12, US, ASD
¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯
Load Combination: D + S + 0.6Wdn/2
Design Parameters at 18.000 ft, Left side:
Lx 18.000 ft Ly 6.000 ft Lt 6.000 ft
Kx 1.0000 Ky 1.0000 Kt 1.0000
Section: Interior Super Purlin Strong Axis.cfss
Material Type: A653 HSLAS Grade 70, Fy=75 ksi
Cbx 1.9565 Cby 1.0000 ex 0.0000 in
Cmx 1.0000 Cmy 1.0000 ey 0.0000 in
Braced Flange: Top k 0 k
Red. Factor, R: 0 Lm 27.000 ft
Loads: P Mx Vy My Vx
(k) (k-ft) (k) (k-ft) (k)
Total 0.000 -5.9680 -1.658 0.0000 0.000
Applied 0.000 -5.9680 -1.658 0.0000 0.000
Strength 8.067 6.5736 13.369 0.9790 12.727
Interaction Equations
Eq. C5.2.1-1 (P, Mx, My) 0.000 + 0.908 + 0.000 = 0.908 <= 1.0
Eq. C5.2.1-2 (P, Mx, My) 0.000 + 0.908 + 0.000 = 0.908 <= 1.0
Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.520 + 0.015)= 0.732 <= 1.0
Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0
12
CFS Version 12.0.2 Page 1
Section: Interior Super Purlin Weak Axis.cfss eng22
Purlin Caruso Turley Scott Inc.
Rev. Date: 8/5/2020 7:16:52 AM
By: eng22
Printed: 9/2/2020 11:28:36 AM
Section Inputs
¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯
Material: A653 HSLAS Grade 70
Apply cold work of forming strength increase.
No inelastic reserve strength increase.
Modulus of Elasticity, E 29500 ksi
Yield Strength, Fy 75 ksi
Tensile Strength, Fu 80 ksi
Torsion Constant Override, J 0 in
Warping Constant Override, Cw 0 in
Purlin, Thickness 0.074 in
Placement of Part from Origin:
X to center of gravity 0 in
Y to center of gravity 0 in
Outside dimensions, Open shape
Length Angle Radius Web k Hole Size Distance
(in) (deg) (in) Coef. (in) (in)
1 0.7500 180.000 0.10690 Single 0.000 0.0000 0.3750
2 2.5000 90.000 0.10690 Single 0.000 0.0000 1.2500
3 1.4062 360.000 0.10690 Single 0.000 0.0000 0.7031
4 0.2804 325.000 0.10690 None 0.000 0.0000 0.1402
5 0.5000 360.000 0.10690 None 0.000 0.0000 0.2500
6 0.2804 35.000 0.10690 None 0.000 0.0000 0.1402
7 3.2762 360.000 0.10690 Single 0.000 0.0000 1.6381
8 0.2804 325.000 0.10690 None 0.000 0.0000 0.1402
9 0.5000 360.000 0.10690 None 0.000 0.0000 0.2500
10 0.2804 35.000 0.10690 None 0.000 0.0000 0.1402
11 1.2062 360.000 0.10690 Single 0.000 0.0000 0.6031
12 1.2500 90.000 0.10690 Single 0.000 0.0000 0.6250
13 0.2100 360.000 0.03000 Single 0.000 0.0000 0.1020
14 1.1700 270.000 0.03000 Single 0.000 0.0000 0.5850
15 0.1500 225.000 0.03000 Single 0.000 0.0000 0.0750
16 1.1700 270.000 0.03000 Single 0.000 0.0000 0.5850
17 0.2100 360.000 0.03000 Single 0.000 0.0000 0.1020
18 1.2500 90.000 0.03000 Single 0.000 0.0000 0.6250
19 0.7500 360.000 0.10690 Single 0.000 0.0000 0.3750
13
CFS Version 12.0.2 Page 1
Analysis: Cantilever Analysis (Int, WA).cfsa eng22
Simple Span - Strong Caruso Turley Scott Inc.
Rev. Date: 9/2/2020 11:27:50 AM
By: eng22
Printed: 9/2/2020 11:28:36 AM
Analysis Inputs
¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯
General
Member Orientation: Horizontal
Calculate global buckling using specification equations
Do not include torsion in member checks
Members
Section File Revision Date and Time
1 Interior Super Purlin Weak Axis.cfss 8/5/2020 7:16:52 AM
Material Area Length Weight
(in²) (ft) (k)
1 A653 HSLAS Grade 70 1.1980 27.000 0.10998
Total 27.000 0.10998
Start Loc. End Loc. Braced R k Lm ex ey
(ft) (ft) Flange (k) (ft) (in) (in)
1 0.000 27.000 None 0.0000 0.0000 27.000 0.000 0.000
Supports
Type Location Bearing Fastened K
(ft) (in)
1 XYT 0.000 1.00 Yes 1.0000
2 YT 6.000 1.00 Yes 1.0000
3 YT 12.000 1.00 Yes 1.0000
4 XYT 18.000 1.00 Yes 1.0000
5 YT 22.500 1.00 Yes 1.0000
6 T 27.000 1.00 Yes 1.0000
Loading: D
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Distributed 90.000 0.000 27.000 -0.002400 -0.002400 k/ft
Loading: S
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Distributed 90.000 0.000 27.000 -0.019910 -0.019910 k/ft
14
CFS Version 12.0.2 Page 2
Analysis: Cantilever Analysis (Int, WA).cfsa eng22
Simple Span - Strong Caruso Turley Scott Inc.
Rev. Date: 9/2/2020 11:27:50 AM
By: eng22
Printed: 9/2/2020 11:28:36 AM
Load Combination: D + S + 0.6Wdn
Specification: AISI S100-12, US, ASD
Inflection Point Bracing: No
Loading Factor
1 D 1.000
2 S 1.000
Member Check - AISI S100-12, US, ASD
¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯
Load Combination: D + S + 0.6Wdn
Design Parameters at 18.000 ft, Left side:
Lx 6.000 ft Ly 18.000 ft Lt 6.000 ft
Kx 1.0000 Ky 1.0000 Kt 1.0000
Section: Interior Super Purlin Weak Axis.cfss
Material Type: A653 HSLAS Grade 70, Fy=75 ksi
Cbx 1.0000 Cby 1.0000 ex 0.0000 in
Cmx 1.0000 Cmy 1.0000 ey 0.0000 in
Braced Flange: None k 0 k
Red. Factor, R: 0 Lm 27.000 ft
Loads: P Mx Vy My Vx
(k) (k-ft) (k) (k-ft) (k)
Total 0.000 -0.0111 -0.056 0.0000 0.000
Applied 0.000 -0.0111 -0.056 0.0000 0.000
Strength 8.100 0.9816 12.819 2.8875 13.499
Interaction Equations
Eq. C5.2.1-1 (P, Mx, My) 0.000 + 0.011 + 0.000 = 0.011 <= 1.0
Eq. C5.2.1-2 (P, Mx, My) 0.000 + 0.011 + 0.000 = 0.011 <= 1.0
Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.000 + 0.000)= 0.010 <= 1.0
Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0
15
CFS Version 12.0.2 Page 1
Section: Interior Super Purlin Strong Axis.cfss eng22
Purlin Caruso Turley Scott Inc.
Rev. Date: 8/5/2020 7:38:24 AM
By: eng22
Printed: 9/2/2020 11:15:01 AM
Section Inputs
¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯
Material: A653 HSLAS Grade 70
Apply cold work of forming strength increase.
No inelastic reserve strength increase.
Modulus of Elasticity, E 29500 ksi
Yield Strength, Fy 75 ksi
Tensile Strength, Fu 80 ksi
Torsion Constant Override, J 0 in
Warping Constant Override, Cw 0 in
Purlin, Thickness 0.074 in
Placement of Part from Origin:
X to center of gravity 0 in
Y to center of gravity 0 in
Outside dimensions, Open shape
Length Angle Radius Web k Hole Size Distance
(in) (deg) (in) Coef. (in) (in)
1 0.7500 270.000 0.11800 Single 0.000 0.0000 0.3750
2 2.5000 180.000 0.11800 Single 0.000 0.0000 1.2500
3 1.4062 90.000 0.11800 Single 0.000 0.0000 0.7031
4 0.2804 55.000 0.11800 None 0.000 0.0000 0.1402
5 0.5000 90.000 0.11800 None 0.000 0.0000 0.2500
6 0.2804 125.000 0.11800 None 0.000 0.0000 0.1402
7 3.2762 90.000 0.11800 Single 0.000 0.0000 1.6381
8 0.2804 55.000 0.11800 None 0.000 0.0000 0.1402
9 0.5000 90.000 0.11800 None 0.000 0.0000 0.2500
10 0.2804 125.000 0.11800 None 0.000 0.0000 0.1402
11 1.2062 90.000 0.11800 Single 0.000 0.0000 0.6031
12 1.2500 180.000 0.11800 Single 0.000 0.0000 0.6250
13 0.2080 90.000 0.03000 Single 0.000 0.0000 0.0900
14 1.1700 0.000 0.03000 Single 0.000 0.0000 0.5850
15 0.1500 315.000 0.03000 Single 0.000 0.0000 0.0750
16 1.1700 0.000 0.03000 Single 0.000 0.0000 0.5850
17 0.2080 90.000 0.03000 Single 0.000 0.0000 0.0900
18 1.2500 180.000 0.03000 Single 0.000 0.0000 0.6250
19 0.7500 90.000 0.11800 Single 0.000 0.0000 0.3750
16
CFS Version 12.0.2 Page 1
Analysis: SS Analysis (Int, SA).cfsa eng22
Simple Span - Strong Caruso Turley Scott Inc.
Rev. Date: 9/2/2020 11:14:07 AM
By: eng22
Printed: 9/2/2020 11:15:01 AM
Analysis Inputs
¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯
General
Member Orientation: Horizontal
Calculate global buckling using specification equations
Do not include torsion in member checks
Members
Section File Revision Date and Time
1 Interior Super Purlin Strong Axis.cfss 8/5/2020 7:38:24 AM
Material Area Length Weight
(in²) (ft) (k)
1 A653 HSLAS Grade 70 1.1962 18.000 0.073208
Total 18.000 0.073208
Start Loc. End Loc. Braced R k Lm ex ey
(ft) (ft) Flange (k) (ft) (in) (in)
1 0.000 18.000 Top 0.0000 0.0000 18.000 0.000 0.000
Supports
Type Location Bearing Fastened K
(ft) (in)
1 XYT 0.000 1.00 Yes 1.0000
2 XT 6.000 1.00 Yes 1.0000
3 XT 12.000 1.00 Yes 1.0000
4 XYT 18.000 1.00 Yes 1.0000
Loading: D
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Distributed 90.000 0.000 18.000 -0.01362 -0.01362 k/ft
Loading: Wdn
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Distributed 90.000 0.000 18.000 -0.06944 -0.06944 k/ft
17
CFS Version 12.0.2 Page 2
Analysis: SS Analysis (Int, SA).cfsa eng22
Simple Span - Strong Caruso Turley Scott Inc.
Rev. Date: 9/2/2020 11:14:07 AM
By: eng22
Printed: 9/2/2020 11:15:01 AM
Loading: Wup
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Distributed 90.000 0.000 18.000 0.07638 0.07638 k/ft
Loading: Lr
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Distributed 90.000 0.000 18.000 -0.06552 -0.06552 k/ft
Loading: S
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Distributed 90.000 0.000 18.000 -0.11292 -0.11292 k/ft
Load Combination: D+ Lr
Specification: AISI S100-12, US, ASD
Inflection Point Bracing: No
Loading Factor
1 D 1.000
2 Lr 1.000
Load Combination: D + S
Specification: AISI S100-12, US, ASD
Inflection Point Bracing: No
Loading Factor
1 D 1.000
2 S 1.000
Load Combination: D + 0.6Wdn
Specification: AISI S100-12, US, ASD
Inflection Point Bracing: No
Loading Factor
1 D 1.000
2 Wdn 0.600
Load Combination: 0.67D + 0.6Wup
Specification: AISI S100-12, US, ASD
Inflection Point Bracing: No
Loading Factor
1 D 0.670
2 Wup 0.600
Load Combination: D + S + 0.6Wdn/2
Specification: AISI S100-12, US, ASD
Inflection Point Bracing: No
Loading Factor
1 D 1.000
2 S 1.000
3 Wdn 0.300
18
CFS Version 12.0.2 Page 3
Analysis: SS Analysis (Int, SA).cfsa eng22
Simple Span - Strong Caruso Turley Scott Inc.
Rev. Date: 9/2/2020 11:14:07 AM
By: eng22
Printed: 9/2/2020 11:15:01 AM
Load Combination: D + S/2 + 0.6Wdn
Specification: AISI S100-12, US, ASD
Inflection Point Bracing: No
Loading Factor
1 D 1.000
2 S 0.500
3 Wdn 0.600
Member Check - AISI S100-12, US, ASD
¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯
Load Combination: D + S + 0.6Wdn/2
Design Parameters at 9.000 ft:
Lx 18.000 ft Ly 6.000 ft Lt 6.000 ft
Kx 1.0000 Ky 1.0000 Kt 1.0000
Section: Interior Super Purlin Strong Axis.cfss
Material Type: A653 HSLAS Grade 70, Fy=75 ksi
Cbx 1.0000 Cby 1.0000 ex 0.0000 in
Cmx 1.0000 Cmy 1.0000 ey 0.0000 in
Braced Flange: Top k 0 k
Red. Factor, R: 0 Lm 18.000 ft
Loads: P Mx Vy My Vx
(k) (k-ft) (k) (k-ft) (k)
Total 0.000 5.9686 0.000 0.0000 0.000
Applied 0.000 5.9686 0.000 0.0000 0.000
Strength 8.067 9.6762 13.369 0.9790 12.727
Interaction Equations
Eq. C5.2.1-1 (P, Mx, My) 0.000 + 0.617 + 0.000 = 0.617 <= 1.0
Eq. C5.2.1-2 (P, Mx, My) 0.000 + 0.617 + 0.000 = 0.617 <= 1.0
Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.380 + 0.000)= 0.617 <= 1.0
Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0
19
CFS Version 12.0.2 Page 1
Section: Interior Super Purlin Weak Axis.cfss eng22
Purlin Caruso Turley Scott Inc.
Rev. Date: 8/5/2020 7:16:52 AM
By: eng22
Printed: 9/2/2020 11:26:21 AM
Section Inputs
¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯
Material: A653 HSLAS Grade 70
Apply cold work of forming strength increase.
No inelastic reserve strength increase.
Modulus of Elasticity, E 29500 ksi
Yield Strength, Fy 75 ksi
Tensile Strength, Fu 80 ksi
Torsion Constant Override, J 0 in
Warping Constant Override, Cw 0 in
Purlin, Thickness 0.074 in
Placement of Part from Origin:
X to center of gravity 0 in
Y to center of gravity 0 in
Outside dimensions, Open shape
Length Angle Radius Web k Hole Size Distance
(in) (deg) (in) Coef. (in) (in)
1 0.7500 180.000 0.10690 Single 0.000 0.0000 0.3750
2 2.5000 90.000 0.10690 Single 0.000 0.0000 1.2500
3 1.4062 360.000 0.10690 Single 0.000 0.0000 0.7031
4 0.2804 325.000 0.10690 None 0.000 0.0000 0.1402
5 0.5000 360.000 0.10690 None 0.000 0.0000 0.2500
6 0.2804 35.000 0.10690 None 0.000 0.0000 0.1402
7 3.2762 360.000 0.10690 Single 0.000 0.0000 1.6381
8 0.2804 325.000 0.10690 None 0.000 0.0000 0.1402
9 0.5000 360.000 0.10690 None 0.000 0.0000 0.2500
10 0.2804 35.000 0.10690 None 0.000 0.0000 0.1402
11 1.2062 360.000 0.10690 Single 0.000 0.0000 0.6031
12 1.2500 90.000 0.10690 Single 0.000 0.0000 0.6250
13 0.2100 360.000 0.03000 Single 0.000 0.0000 0.1020
14 1.1700 270.000 0.03000 Single 0.000 0.0000 0.5850
15 0.1500 225.000 0.03000 Single 0.000 0.0000 0.0750
16 1.1700 270.000 0.03000 Single 0.000 0.0000 0.5850
17 0.2100 360.000 0.03000 Single 0.000 0.0000 0.1020
18 1.2500 90.000 0.03000 Single 0.000 0.0000 0.6250
19 0.7500 360.000 0.10690 Single 0.000 0.0000 0.3750
20
CFS Version 12.0.2 Page 1
Analysis: SS Analysis (Int, WA).cfsa eng22
Simple Span - Strong Caruso Turley Scott Inc.
Rev. Date: 9/2/2020 11:25:09 AM
By: eng22
Printed: 9/2/2020 11:26:21 AM
Analysis Inputs
¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯
General
Member Orientation: Horizontal
Calculate global buckling using specification equations
Do not include torsion in member checks
Members
Section File Revision Date and Time
1 Interior Super Purlin Weak Axis.cfss 8/5/2020 7:16:52 AM
Material Area Length Weight
(in²) (ft) (k)
1 A653 HSLAS Grade 70 1.1980 18.000 0.073320
Total 18.000 0.073320
Start Loc. End Loc. Braced R k Lm ex ey
(ft) (ft) Flange (k) (ft) (in) (in)
1 0.000 18.000 None 0.0000 0.0000 18.000 0.000 0.000
Supports
Type Location Bearing Fastened K
(ft) (in)
1 XYT 0.000 1.00 Yes 1.0000
2 YT 6.000 1.00 Yes 1.0000
3 YT 12.000 1.00 Yes 1.0000
4 XYT 18.000 1.00 Yes 1.0000
Loading: D
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Distributed 90.000 0.000 18.000 -0.002400 -0.002400 k/ft
Loading: S
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Distributed 90.000 0.000 18.000 -0.019910 -0.019910 k/ft
21
CFS Version 12.0.2 Page 2
Analysis: SS Analysis (Int, WA).cfsa eng22
Simple Span - Strong Caruso Turley Scott Inc.
Rev. Date: 9/2/2020 11:25:09 AM
By: eng22
Printed: 9/2/2020 11:26:21 AM
Load Combination: D + S + 0.3Wup
Specification: AISI S100-12, US, ASD
Inflection Point Bracing: No
Loading Factor
1 D 1.000
2 S 1.000
Member Check - AISI S100-12, US, ASD
¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯
Load Combination: D + S + 0.3Wup
Design Parameters at 9.000 ft:
Lx 6.000 ft Ly 18.000 ft Lt 6.000 ft
Kx 1.0000 Ky 1.0000 Kt 1.0000
Section: Interior Super Purlin Weak Axis.cfss
Material Type: A653 HSLAS Grade 70, Fy=75 ksi
Cbx 1.0000 Cby 1.0000 ex 0.0000 in
Cmx 1.0000 Cmy 1.0000 ey 0.0000 in
Braced Flange: None k 0 k
Red. Factor, R: 0 Lm 18.000 ft
Loads: P Mx Vy My Vx
(k) (k-ft) (k) (k-ft) (k)
Total 0.000 0.0201 0.000 0.0000 0.000
Applied 0.000 0.0201 0.000 0.0000 0.000
Strength 8.100 1.2197 12.819 2.8875 13.499
Interaction Equations
Eq. C5.2.1-1 (P, Mx, My) 0.000 + 0.016 + 0.000 = 0.016 <= 1.0
Eq. C5.2.1-2 (P, Mx, My) 0.000 + 0.016 + 0.000 = 0.016 <= 1.0
Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.000 + 0.000)= 0.016 <= 1.0
Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0
22
CFS Version 12.0.2 Page 1
Section: Exterior Super Purlin Strong Axis.cfss eng22
Purlin Caruso Turley Scott Inc.
Rev. Date: 7/11/2018 2:08:59 PM
By: eng15
Printed: 9/2/2020 1:00:14 PM
Section Inputs
¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯
Material: A653 HSLAS Grade 70
Apply cold work of forming strength increase.
No inelastic reserve strength increase.
Modulus of Elasticity, E 29500 ksi
Yield Strength, Fy 75 ksi
Tensile Strength, Fu 80 ksi
Torsion Constant Override, J 0 in
Warping Constant Override, Cw 0 in
Purlin, Thickness 0.058 in
Placement of Part from Origin:
X to center of gravity 0 in
Y to center of gravity 0 in
Outside dimensions, Open shape
Length Angle Radius Web k Hole Size Distance
(in) (deg) (in) Coef. (in) (in)
1 1.0000 270.000 0.11800 Single 0.000 0.0000 0.5000
2 2.5000 180.000 0.11800 Single 0.000 0.0000 1.2500
3 7.6250 90.000 0.11800 Single 0.000 0.0000 3.8125
4 1.2500 0.000 0.11800 Single 0.000 0.0000 0.6250
5 0.1560 90.000 0.00010 None 0.000 0.0000 0.0570
6 1.2500 180.000 0.00010 None 0.000 0.0000 0.6250
7 0.7500 90.000 0.11800 None 0.000 0.0000 0.3750
23
CFS Version 12.0.2 Page 1
Analysis: Cantilever Analysis (Ext, SA).cfsa eng22
Cantilever Strong Caruso Turley Scott Inc.
Rev. Date: 9/2/2020 12:58:51 PM
By: eng22
Printed: 9/2/2020 1:00:15 PM
Analysis Inputs
¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯
General
Member Orientation: Horizontal
Calculate global buckling using specification equations
Do not include torsion in member checks
Members
Section File Revision Date and Time
1 Exterior Super Purlin Strong Axis.cfss 7/11/2018 2:08:59 PM
Material Area Length Weight
(in²) (ft) (k)
1 A653 HSLAS Grade 70 0.80653 27.000 0.074039
Total 27.000 0.074039
Start Loc. End Loc. Braced R k Lm ex ey
(ft) (ft) Flange (k) (ft) (in) (in)
1 0.000 27.000 Top 0.0000 0.0000 27.000 0.000 0.000
Supports
Type Location Bearing Fastened K
(ft) (in)
1 XYT 0.000 1.00 Yes 1.0000
2 XT 6.000 1.00 Yes 1.0000
3 XT 12.000 1.00 Yes 1.0000
4 XYT 18.000 1.00 Yes 1.0000
5 XT 22.500 1.00 Yes 1.0000
6 XT 27.000 1.00 Yes 1.0000
Loading: D
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Distributed 90.000 0.000 27.000 -0.008780 -0.008780 k/ft
Loading: Wdn
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Distributed 90.000 0.000 27.000 -0.034720 -0.034720 k/ft
24
CFS Version 12.0.2 Page 2
Analysis: Cantilever Analysis (Ext, SA).cfsa eng22
Cantilever Strong Caruso Turley Scott Inc.
Rev. Date: 9/2/2020 12:58:51 PM
By: eng22
Printed: 9/2/2020 1:00:15 PM
Loading: Wup
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Distributed 90.000 0.000 27.000 0.038190 0.038190 k/ft
Loading: Lr
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Distributed 90.000 0.000 27.000 -0.032760 -0.032760 k/ft
Loading: S
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Distributed 90.000 0.000 27.000 -0.056460 -0.056460 k/ft
Load Combination: D+ Lr
Specification: AISI S100-12, US, ASD
Inflection Point Bracing: No
Loading Factor
1 D 1.000
2 Lr 1.000
Load Combination: D + S
Specification: AISI S100-12, US, ASD
Inflection Point Bracing: No
Loading Factor
1 D 1.000
2 S 1.000
Load Combination: D + 0.6Wdn
Specification: AISI S100-12, US, ASD
Inflection Point Bracing: No
Loading Factor
1 D 1.000
2 Wdn 0.600
Load Combination: 0.67D + 0.6Wup
Specification: AISI S100-12, US, ASD
Inflection Point Bracing: No
Loading Factor
1 D 0.670
2 Wup 0.600
Load Combination: D + S + 0.6Wdn/2
Specification: AISI S100-12, US, ASD
Inflection Point Bracing: No
Loading Factor
1 D 1.000
2 S 1.000
3 Wdn 0.300
25
CFS Version 12.0.2 Page 3
Analysis: Cantilever Analysis (Ext, SA).cfsa eng22
Cantilever Strong Caruso Turley Scott Inc.
Rev. Date: 9/2/2020 12:58:51 PM
By: eng22
Printed: 9/2/2020 1:00:15 PM
Load Combination: D + S/2 + 0.6Wdn
Specification: AISI S100-12, US, ASD
Inflection Point Bracing: No
Loading Factor
1 D 1.000
2 S 0.500
3 Wdn 0.600
Member Check - AISI S100-12, US, ASD
¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯
Load Combination: D + S + 0.6Wdn/2
Design Parameters at 18.0000 ft, Right side:
Lx 9.0000 ft Ly 4.5000 ft Lt 4.5000 ft
Kx 2.0000 Ky 1.0000 Kt 1.0000
Section: Exterior Super Purlin Strong Axis.cfss
Material Type: A653 HSLAS Grade 70, Fy=75 ksi
Cbx 1.4286 Cby 1.0000 ex 0.0000 in
Cmx 1.0000 Cmy 1.0000 ey 0.0000 in
Braced Flange: Top k 0 k
Red. Factor, R: 0 Lm 27.0000 ft
Loads: P Mx Vy My Vx
(k) (k-ft) (k) (k-ft) (k)
Total 0.0000 -3.0641 0.6809 0.0000 0.0000
Applied 0.0000 -3.0641 0.6809 0.0000 0.0000
Strength 4.4322 4.4188 3.7314 0.6169 5.1611
Interaction Equations
Eq. C5.2.1-1 (P, Mx, My) 0.000 + 0.693 + 0.000 = 0.693 <= 1.0
Eq. C5.2.1-2 (P, Mx, My) 0.000 + 0.693 + 0.000 = 0.693 <= 1.0
Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.288 + 0.033)= 0.567 <= 1.0
Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0
26
CFS Version 12.0.2 Page 1
Section: Exterior Super Purlin Weak Axis.cfss eng22
Purlin Caruso Turley Scott Inc.
Rev. Date: 7/11/2018 2:10:57 PM
By: eng15
Printed: 9/2/2020 1:06:49 PM
Section Inputs
¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯
Material: A653 HSLAS Grade 70
Apply cold work of forming strength increase.
No inelastic reserve strength increase.
Modulus of Elasticity, E 29500 ksi
Yield Strength, Fy 75 ksi
Tensile Strength, Fu 80 ksi
Torsion Constant Override, J 0 in
Warping Constant Override, Cw 0 in
Purlin, Thickness 0.058 in
Placement of Part from Origin:
X to center of gravity 0 in
Y to center of gravity 0 in
Outside dimensions, Open shape
Length Angle Radius Web k Hole Size Distance
(in) (deg) (in) Coef. (in) (in)
1 1.0000 180.000 0.11800 Single 0.000 0.0000 0.5000
2 2.5000 90.000 0.11800 Single 0.000 0.0000 1.2500
3 7.6250 0.000 0.11800 Single 0.000 0.0000 3.8125
4 1.2500 270.000 0.11800 Single 0.000 0.0000 0.6250
5 0.1560 0.000 0.00100 Single 0.000 0.0000 0.0550
6 1.2500 90.000 0.00100 Single 0.000 0.0000 0.6250
7 0.7500 0.000 0.11800 Single 0.000 0.0000 0.3750
27
CFS Version 12.0.2 Page 1
Analysis: Cantilever Analysis (Ext, WA).cfsa eng22
Simple Span - Strong Caruso Turley Scott Inc.
Rev. Date: 9/2/2020 1:06:12 PM
By: eng22
Printed: 9/2/2020 1:06:49 PM
Analysis Inputs
¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯
General
Member Orientation: Horizontal
Calculate global buckling using specification equations
Do not include torsion in member checks
Members
Section File Revision Date and Time
1 Exterior Super Purlin Weak Axis.cfss 7/11/2018 2:10:57 PM
Material Area Length Weight
(in²) (ft) (k)
1 A653 HSLAS Grade 70 0.80648 27.000 0.074035
Total 27.000 0.074035
Start Loc. End Loc. Braced R k Lm ex ey
(ft) (ft) Flange (k) (ft) (in) (in)
1 0.000 27.000 None 0.0000 0.0000 27.000 0.000 0.000
Supports
Type Location Bearing Fastened K
(ft) (in)
1 XYT 0.000 1.00 Yes 1.0000
2 YT 6.000 1.00 Yes 1.0000
3 YT 12.000 1.00 Yes 1.0000
4 XYT 18.000 1.00 Yes 1.0000
5 YT 22.500 1.00 Yes 1.0000
6 T 27.000 1.00 Yes 1.0000
Loading: D
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Distributed 90.000 0.000 27.000 -0.0015500 -0.0015500 k/ft
Loading: S
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Distributed 90.000 0.000 27.000 -0.0099600 -0.0099600 k/ft
28
CFS Version 12.0.2 Page 2
Analysis: Cantilever Analysis (Ext, WA).cfsa eng22
Simple Span - Strong Caruso Turley Scott Inc.
Rev. Date: 9/2/2020 1:06:12 PM
By: eng22
Printed: 9/2/2020 1:06:49 PM
Load Combination: D + S + 0.6Wdn/2
Specification: AISI S100-12, US, ASD
Inflection Point Bracing: No
Loading Factor
1 D 1.000
2 S 1.000
Member Check - AISI S100-12, US, ASD
¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯
Load Combination: D + S + 0.6Wdn/2
Design Parameters at 18.0000 ft, Right side:
Lx 4.5000 ft Ly 9.0000 ft Lt 4.5000 ft
Kx 1.0000 Ky 2.0000 Kt 1.0000
Section: Exterior Super Purlin Weak Axis.cfss
Material Type: A653 HSLAS Grade 70, Fy=75 ksi
Cbx 1.0000 Cby 1.0000 ex 0.0000 in
Cmx 1.0000 Cmy 1.0000 ey 0.0000 in
Braced Flange: None k 0 k
Red. Factor, R: 0 Lm 27.0000 ft
Loads: P Mx Vy My Vx
(k) (k-ft) (k) (k-ft) (k)
Total 0.0000 -0.0057 0.0013 0.0000 0.0000
Applied 0.0000 -0.0057 0.0013 0.0000 0.0000
Strength 4.4296 0.6168 6.8154 1.4414 4.7297
Interaction Equations
Eq. C5.2.1-1 (P, Mx, My) 0.000 + 0.009 + 0.000 = 0.009 <= 1.0
Eq. C5.2.1-2 (P, Mx, My) 0.000 + 0.009 + 0.000 = 0.009 <= 1.0
Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.000 + 0.000)= 0.007 <= 1.0
Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0
29
CFS Version 12.0.2 Page 1
Section: Exterior Super Purlin Strong Axis.cfss eng22
Purlin Caruso Turley Scott Inc.
Rev. Date: 7/11/2018 2:08:59 PM
By: eng15
Printed: 9/2/2020 1:04:24 PM
Section Inputs
¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯
Material: A653 HSLAS Grade 70
Apply cold work of forming strength increase.
No inelastic reserve strength increase.
Modulus of Elasticity, E 29500 ksi
Yield Strength, Fy 75 ksi
Tensile Strength, Fu 80 ksi
Torsion Constant Override, J 0 in
Warping Constant Override, Cw 0 in
Purlin, Thickness 0.058 in
Placement of Part from Origin:
X to center of gravity 0 in
Y to center of gravity 0 in
Outside dimensions, Open shape
Length Angle Radius Web k Hole Size Distance
(in) (deg) (in) Coef. (in) (in)
1 1.0000 270.000 0.11800 Single 0.000 0.0000 0.5000
2 2.5000 180.000 0.11800 Single 0.000 0.0000 1.2500
3 7.6250 90.000 0.11800 Single 0.000 0.0000 3.8125
4 1.2500 0.000 0.11800 Single 0.000 0.0000 0.6250
5 0.1560 90.000 0.00010 None 0.000 0.0000 0.0570
6 1.2500 180.000 0.00010 None 0.000 0.0000 0.6250
7 0.7500 90.000 0.11800 None 0.000 0.0000 0.3750
30
CFS Version 12.0.2 Page 1
Analysis: SS Analysis (Ext, SA).cfsa eng22
Simple Span - Strong Caruso Turley Scott Inc.
Rev. Date: 9/2/2020 1:02:48 PM
By: eng22
Printed: 9/2/2020 1:04:24 PM
Analysis Inputs
¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯
General
Member Orientation: Horizontal
Calculate global buckling using specification equations
Do not include torsion in member checks
Members
Section File Revision Date and Time
1 Exterior Super Purlin Strong Axis.cfss 7/11/2018 2:08:59 PM
Material Area Length Weight
(in²) (ft) (k)
1 A653 HSLAS Grade 70 0.80653 18.000 0.049359
Total 18.000 0.049359
Start Loc. End Loc. Braced R k Lm ex ey
(ft) (ft) Flange (k) (ft) (in) (in)
1 0.000 18.000 Top 0.0000 0.0000 18.000 0.000 0.000
Supports
Type Location Bearing Fastened K
(ft) (in)
1 XYT 0.000 1.00 Yes 1.0000
2 XT 6.000 1.00 Yes 1.0000
3 XT 12.000 1.00 Yes 1.0000
4 XYT 18.000 1.00 Yes 1.0000
Loading: D
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Distributed 90.000 0.000 18.000 -0.008780 -0.008780 k/ft
Loading: Wdn
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Distributed 90.000 0.000 18.000 -0.034720 -0.034720 k/ft
31
CFS Version 12.0.2 Page 2
Analysis: SS Analysis (Ext, SA).cfsa eng22
Simple Span - Strong Caruso Turley Scott Inc.
Rev. Date: 9/2/2020 1:02:48 PM
By: eng22
Printed: 9/2/2020 1:04:24 PM
Loading: Wup
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Distributed 90.000 0.000 18.000 0.038190 0.038190 k/ft
Loading: Lr
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Distributed 90.000 0.000 18.000 -0.032760 -0.032760 k/ft
Loading: S
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Distributed 90.000 0.000 18.000 -0.056460 -0.056460 k/ft
Load Combination: D+ Lr
Specification: AISI S100-12, US, ASD
Inflection Point Bracing: No
Loading Factor
1 D 1.000
2 Lr 1.000
Load Combination: D + S
Specification: AISI S100-12, US, ASD
Inflection Point Bracing: No
Loading Factor
1 D 1.000
2 S 1.000
Load Combination: D + 0.6Wdn
Specification: AISI S100-12, US, ASD
Inflection Point Bracing: No
Loading Factor
1 D 1.000
2 Wdn 0.600
Load Combination: 0.67D + 0.6Wup
Specification: AISI S100-12, US, ASD
Inflection Point Bracing: No
Loading Factor
1 D 0.670
2 Wup 0.600
Load Combination: D + S + 0.6Wdn/2
Specification: AISI S100-12, US, ASD
Inflection Point Bracing: No
Loading Factor
1 D 1.000
2 S 1.000
3 Wdn 0.300
32
CFS Version 12.0.2 Page 3
Analysis: SS Analysis (Ext, SA).cfsa eng22
Simple Span - Strong Caruso Turley Scott Inc.
Rev. Date: 9/2/2020 1:02:48 PM
By: eng22
Printed: 9/2/2020 1:04:24 PM
Load Combination: D + S/2 + 0.6Wdn
Specification: AISI S100-12, US, ASD
Inflection Point Bracing: No
Loading Factor
1 D 1.000
2 S 0.500
3 Wdn 0.600
Member Check - AISI S100-12, US, ASD
¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯
Load Combination: D + S + 0.6Wdn/2
Design Parameters at 9.000 ft:
Lx 18.000 ft Ly 6.000 ft Lt 6.000 ft
Kx 1.0000 Ky 1.0000 Kt 1.0000
Section: Exterior Super Purlin Strong Axis.cfss
Material Type: A653 HSLAS Grade 70, Fy=75 ksi
Cbx 1.0000 Cby 1.0000 ex 0.0000 in
Cmx 1.0000 Cmy 1.0000 ey 0.0000 in
Braced Flange: Top k 0 k
Red. Factor, R: 0 Lm 18.000 ft
Loads: P Mx Vy My Vx
(k) (k-ft) (k) (k-ft) (k)
Total 0.0000 3.0641 0.0000 0.0000 0.0000
Applied 0.0000 3.0641 0.0000 0.0000 0.0000
Strength 3.4176 4.7532 3.7314 0.5491 5.1611
Interaction Equations
Eq. C5.2.1-1 (P, Mx, My) 0.000 + 0.645 + 0.000 = 0.645 <= 1.0
Eq. C5.2.1-2 (P, Mx, My) 0.000 + 0.645 + 0.000 = 0.645 <= 1.0
Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.310 + 0.000)= 0.557 <= 1.0
Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0
33
CFS Version 12.0.2 Page 1
Section: Exterior Super Purlin Weak Axis.cfss eng22
Purlin Caruso Turley Scott Inc.
Rev. Date: 7/11/2018 2:10:57 PM
By: eng15
Printed: 9/2/2020 1:08:27 PM
Section Inputs
¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯
Material: A653 HSLAS Grade 70
Apply cold work of forming strength increase.
No inelastic reserve strength increase.
Modulus of Elasticity, E 29500 ksi
Yield Strength, Fy 75 ksi
Tensile Strength, Fu 80 ksi
Torsion Constant Override, J 0 in
Warping Constant Override, Cw 0 in
Purlin, Thickness 0.058 in
Placement of Part from Origin:
X to center of gravity 0 in
Y to center of gravity 0 in
Outside dimensions, Open shape
Length Angle Radius Web k Hole Size Distance
(in) (deg) (in) Coef. (in) (in)
1 1.0000 180.000 0.11800 Single 0.000 0.0000 0.5000
2 2.5000 90.000 0.11800 Single 0.000 0.0000 1.2500
3 7.6250 0.000 0.11800 Single 0.000 0.0000 3.8125
4 1.2500 270.000 0.11800 Single 0.000 0.0000 0.6250
5 0.1560 0.000 0.00100 Single 0.000 0.0000 0.0550
6 1.2500 90.000 0.00100 Single 0.000 0.0000 0.6250
7 0.7500 0.000 0.11800 Single 0.000 0.0000 0.3750
34
CFS Version 12.0.2 Page 1
Analysis: SS Analysis (Ext, WA).cfsa eng22
Simple Span - Strong Caruso Turley Scott Inc.
Rev. Date: 9/2/2020 1:08:01 PM
By: eng22
Printed: 9/2/2020 1:08:27 PM
Analysis Inputs
¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯
General
Member Orientation: Horizontal
Calculate global buckling using specification equations
Do not include torsion in member checks
Members
Section File Revision Date and Time
1 Exterior Super Purlin Weak Axis.cfss 7/11/2018 2:10:57 PM
Material Area Length Weight
(in²) (ft) (k)
1 A653 HSLAS Grade 70 0.80648 18.000 0.049357
Total 18.000 0.049357
Start Loc. End Loc. Braced R k Lm ex ey
(ft) (ft) Flange (k) (ft) (in) (in)
1 0.000 18.000 None 0.0000 0.0000 18.000 0.000 0.000
Supports
Type Location Bearing Fastened K
(ft) (in)
1 XYT 0.000 1.00 Yes 1.0000
2 YT 6.000 1.00 Yes 1.0000
3 YT 12.000 1.00 Yes 1.0000
4 XYT 18.000 1.00 Yes 1.0000
Loading: D
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Distributed 90.000 0.000 18.000 -0.0015500 -0.0015500 k/ft
Loading: S
Type Angle Start Loc. End Loc. Start End
(deg) (ft) (ft) Magnitude Magnitude
1 Distributed 90.000 0.000 18.000 -0.0099600 -0.0099600 k/ft
35
CFS Version 12.0.2 Page 2
Analysis: SS Analysis (Ext, WA).cfsa eng22
Simple Span - Strong Caruso Turley Scott Inc.
Rev. Date: 9/2/2020 1:08:01 PM
By: eng22
Printed: 9/2/2020 1:08:27 PM
Load Combination: D + S + 0.6Wdn/2
Specification: AISI S100-12, US, ASD
Inflection Point Bracing: No
Loading Factor
1 D 1.000
2 S 1.000
Member Check - AISI S100-12, US, ASD
¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯
Load Combination: D + S + 0.6Wdn/2
Design Parameters at 9.000 ft:
Lx 6.000 ft Ly 18.000 ft Lt 6.000 ft
Kx 1.0000 Ky 1.0000 Kt 1.0000
Section: Exterior Super Purlin Weak Axis.cfss
Material Type: A653 HSLAS Grade 70, Fy=75 ksi
Cbx 1.0000 Cby 1.0000 ex 0.0000 in
Cmx 1.0000 Cmy 1.0000 ey 0.0000 in
Braced Flange: None k 0 k
Red. Factor, R: 0 Lm 18.000 ft
Loads: P Mx Vy My Vx
(k) (k-ft) (k) (k-ft) (k)
Total 0.0000 0.01036 0.0000 0.00000 0.0000
Applied 0.0000 0.01036 0.0000 0.00000 0.0000
Strength 2.8009 0.83865 6.8154 0.83379 4.7297
Interaction Equations
Eq. C5.2.1-1 (P, Mx, My) 0.000 + 0.012 + 0.000 = 0.012 <= 1.0
Eq. C5.2.1-2 (P, Mx, My) 0.000 + 0.012 + 0.000 = 0.012 <= 1.0
Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.000 + 0.000)= 0.012 <= 1.0
Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0
36
Job Name: Bell Black Office Solar Canopy .
Job No.: 20-0776 Sheet No.:.
By: PMP Date: Sep-20 .
Simple Span Length of Purlin =18 ft Cantilever Length of Purlin =9 ft
Tributary Width to Purlin =63 in
Effective Wind Area = Trib to Connection =93.9 Ft2 > 4a2 = 36 Ft2 where a=3' min.
Components & Cladding Downward Wind =21.2 psf
Components & Cladding Uplift Wind =-23.3 psf
Dead Load to Purlin =19.65 plf
Find Maximum Uplift Reaction.
Maximum Reaction for Simple Spans = 0.6DL+0.6W =-1101 lb
Maximum Reaction for Cantilever = 0.6DL+0.6W =-1238 lb
Design Screw Connection for Purlin to Beam
Maximum Reaction for Design =1238 lb
Capacity of Screw in Tension =861 lb/screw
# of screws required =1.4 screws
Use 6
DESIGN SINGLE SCREW CONNECTION FOR LATERAL
Maximum Lateral Reaction for Design =325 lb
Capacity of Screw in Shear =676 lb/screw
# of screws required =0.5 screws
Use 2
Sheet Updated 5/6/20
Purlin to Beam Connection Design
#14 SCREWS TO CONNECT PURLIN TO BEAM
#14 SCREWS TO CONNECT PURLIN TO BEAM
37
Job Name: Bell Black Office Solar Canopy .
Job No.: 20-0776 Sheet No.:.
By: PMP Date: Sep-20 .
Simple Span Length of Purlin =18 ft Cantilever Length of Purlin =9 ft
Tributary Width to Purlin =63 in
Effective Wind Area = Trib to Connection =93.9 Ft2 > 4a2 = 36 Ft2 where a=3' min.
Components & Cladding Downward Wind =21.2 psf
Components & Cladding Uplift Wind =-23.3 psf
Dead Load to Purlin =19.65 plf
Find Maximum Downward Reaction. (Design for purlins that aren't fully seated on beam.)
Maximum Reaction for Simple Spans = DL+0.6W =1548 lb
Maximum Reaction for Cantilever = DL+0.6W =1742 lb
Find Maximum Uplift Reaction.
Maximum Reaction for Simple Spans = 0.6DL+0.6W =-1101 lb
Maximum Reaction for Cantilever = 0.6DL+0.6W =-1238 lb
DESIGN SCREW CONNECTION FOR PURLIN TO CLIP
Maximum Reaction for Design =1742 lb
Capacity of Screw in Shear =627 lb/screw
# of screws required =2.8 screws
Use 6
DESIGN SCREW CONNECTION FOR CLIP TO BEAM
Maximum Uplift Reaction for Design =1238 lb
Capacity of Screw in Tension =676 lb/screw
# of screws required =1.8 screws
Use 6
DESIGN WELDED CONNECTION FOR CLIP TO BEAM
Transverse Weld Loading:Length of weld= 6 in
For t > 0.10 in, also check:
Allowable Weld Capacity =17047 lb Okay to weld clip to beam!
Sheet Updated 3/6/20
17047 lb
#12 SCREWS TO CONNECT PLATE TO BEAM
#12 SCREWS TO CONNECT CLIP TO BEAM
28187 lb
Purlin to Beam Connection Design
28187 lb
38
Job Name: Bell Black Office Solar Canopy .
Job No.: 20-0776 Sheet No.:.
By: PMP Date: Sep-20 .
Design Screw Size =#12 Thickness of Material in Connection =0.138 in
d = nominal screw diameter (in.)= 0.216
dw = larger of head or washer diameter, not larger than 5/16" (in.)= 0.415
= factor of safety = 3.00
Pns =nominal shear strength of sheet per screw
Pss =nominal shear strength of screw (lb/screw)= 1880 (Worst case for ESR-2196, 1271, 1976)
Pnot =nominal pull-out strength of sheet per screw
Pnov=nominal pull-over strength of sheet per screw
Pts =nominal tension strength of screw (lb/screw)= 2325 (Worst case for ESR-2196, 1271, 1976)
t1=thickness of member in contact with screw head = 0.138 in
t2=thickness of member not in contact with screw head = 0.138 in
tc= Lesser of depth of penetration and thickness t2 = 0.138 in
Fu1 =tensile strength of member in contact with screw or washer (psi)= 80000
Fu2 =tensile strength of member not in contact with screw or washer (psi) = 80000
For t2 / t1 1.0, Pns shall be taken as the smallest of:For t2 / t1 > 2.5, Pns shall be taken as the smaller of:
Pns =4.2 (t23d)(1/2)Fu2 (Eq. E4.3.1-1)= 8005 lb Pns =2.7 t1 d Fu1 (Eq. E4.3.1-4)= 6439 lb
Pns =2.7 t1 d Fu1 (Eq. E4.3.1-2)= 6439 lb Pns =2.7 t2 d Fu2 (Eq. E4.3.1-5)= 6439 lb
Pns =2.7 t2 d Fu2 (Eq. E4.3.1-3)= 6439 lb Min = 6439 lb
For 1.0< t2 / t1 > 2.5, Pns shall be determined by linear interpolation between the above two cases.
For t2 / t1 =1.00 Pns =6439 lb 2146 lb
Pns =Pss / =627 lb
Shear Capacity = P/ =627 lb / screw
Pnot= 0.85 tc d Fu2 (Eq. E4.4.1-1) =2026.9 lb / =
Pnov=1.5 t1 d'w Fu1 (Eq. E4.4.2-1) =6872.4 lb / =where dw shall be taken not larger than 3/4 in.
Pts =Pts / =775 lb
Tension Capacity = P/ =676 lb / screw
NOTE: 1. Based on the 2012 Edition of AISI "North American Specification for the Design of Cold-Formed Steel Structural Members" AISI S100-12.
2. Minimum spacing of screws shall not be less than 3d. Minimum edge distance of screws shall not be less than 1.5d.Template Updated 2/9/17
Sheet Updated 3/6/20
Screw Connection: Definitions and Design Values (CLIP TO BEAM)
3. The head of the screw or the washer shall have a diameter, dw of not less than 5/16 inch. Washers shall be at least 0.050 inch thick for t1 greater
than 0.027 in and at least 0.024 in for t1 equal to or less than 0.027 in. The washer shall be at least 0.063 in thick when 5/8 < dw < 3/4 in.
0.138 in connected to
Min = 6439 lb
lb / =
676 lb
2291 lb
Section E4.4.3 Tension in Screws
Section E4.4.1 Pull-Out
Section E4.3.2 Shear in Screws
Section E4.3.1 Connection Shear Limited by Tilting and Bearing
Section E4.4.2 Pull-Over
&R
39
Job Name: Bell Black Office Solar Canopy .
Job No.: 20-0776 Sheet No.:.
By: PMP Date: Sep-20 .
Design Screw Size =#14 Thickness of Material in Connection =0.135 in
d = nominal screw diameter (in.)= 0.25
dw = larger of head or washer diameter, not larger than 5/16" (in.)= 0.5
= factor of safety = 3.00
Pns =nominal shear strength of sheet per screw
Pss =nominal shear strength of screw (lb/screw)= 2440 (Worst case for ESR-2196, 1271, 1976)
Pnot =nominal pull-out strength of sheet per screw
Pnov=nominal pull-over strength of sheet per screw
Pts =nominal tension strength of screw (lb/screw)= 3658 (Worst case for ESR-2196, 1271, 1976)
t1 =thickness of member in contact with screw head = 0.058 in
t2=thickness of member not in contact with screw head = 0.135 in
tc= Lesser of depth of penetration and thickness t2 = 0.135 in
Fu1 =tensile strength of member in contact with screw or washer (psi) = 85000
Fu2 =tensile strength of member not in contact with screw or washer (psi)= 90000
For t2 / t1 1.0, Pns shall be taken as the smallest of:For t2 / t1 > 2.5, Pns shall be taken as the smaller of:
Pns =4.2 (t23d)(1/2)Fu2 (Eq. E4.3.1-1)= 9375 lb Pns =2.7 t1d Fu1 (Eq. E4.3.1-4)= 3328 lb
Pns =2.7 t1 d Fu1 (Eq. E4.3.1-2)= 3328 lb Pns =2.7 t2d Fu2 (Eq. E4.3.1-5)= 8201 lb
Pns =2.7 t2 d Fu2 (Eq. E4.3.1-3)= 8201 lb Min = 3328 lb
For 1.0< t2 / t1 > 2.5, Pns shall be determined by linear interpolation between the above two cases.
For t2 / t1 =2.33 Pns =3328 lb 1109 lb
Pns =Pss / =813 lb
Shear Capacity = P/ =813 lb / screw
Pnot= 0.85 tc d Fu2 (Eq. E4.4.1-1) =2581.9 lb / =
Pnov=1.5 t1 d'w Fu1 (Eq. E4.4.2-1) =3697.5 lb / =where dw shall be taken not larger than 3/4 in.
Pts =Pts / =1219 lb
Tension Capacity = P/ =861 lb / screw
NOTE: 1. Based on the 2012 Edition of AISI "North American Specification for the Design of Cold-Formed Steel Structural Members" AISI S100-12.
2. Minimum spacing of screws shall not be less than 3d. Minimum edge distance of screws shall not be less than 1.5d.
Sheet Updated 3/6/20
3. The head of the screw or the washer shall have a diameter, dw of not less than 5/16 inch. Washers shall be at least 0.050 inch thick for t1 greater than
0.027 in and at least 0.024 in for t1 equal to or less than 0.027 in. The washer shall be at least 0.063 in thick when 5/8 < dw < 3/4 in.
Screw Connection: Definitions and Design Values (PURLIN TO BEAM DIRECT CONNECT)
0.058 in connected to
Section E4.3.1 Connection Shear Limited by Tilting and Bearing
Min = 3328 lb
lb / =
Section E4.3.2 Shear in Screws
Section E4.4.1 Pull-Out
861 lb
Section E4.4.2 Pull-Over
1233 lb
Section E4.4.3 Tension in Screws
&R
40
Job Name: Bell Black Office Solar Canopy .
Job No.: 20-0776 Sheet No.:.
By: PMP Date: Sep-20 .
Design Screw Size =#12 Thickness of Material in Connection =0.074 in
d = nominal screw diameter (in.)= 0.216
dw = larger of head or washer diameter, not larger than 5/16" (in.)= 0.415
= factor of safety = 3.00
Pns =nominal shear strength of sheet per screw
Pss =nominal shear strength of screw (lb/screw)= 1880 (Worst case for ESR-2196, 1271, 1976)
Pnot =nominal pull-out strength of sheet per screw
Pnov=nominal pull-over strength of sheet per screw
Pts =nominal tension strength of screw (lb/screw)= 2325 (Worst case for ESR-2196, 1271, 1976)
t1 =thickness of member in contact with screw head = 0.138 in
t2=thickness of member not in contact with screw head = 0.074 in
tc= Lesser of depth of penetration and thickness t2 = 0.074 in
Fu1 =tensile strength of member in contact with screw or washer (psi) = 80000
Fu2 =tensile strength of member not in contact with screw or washer (psi)= 85000
For t2 / t1 1.0, Pns shall be taken as the smallest of:For t2 / t1 > 2.5, Pns shall be taken as the smaller of:
Pns =4.2 (t23d)(1/2)Fu2 (Eq. E4.3.1-1)= 3340 lb Pns =2.7 t1d Fu1 (Eq. E4.3.1-4)= 6439 lb
Pns =2.7 t1 d Fu1 (Eq. E4.3.1-2)= 6439 lb Pns =2.7 t2d Fu2 (Eq. E4.3.1-5)= 3668 lb
Pns =2.7 t2 d Fu2 (Eq. E4.3.1-3)= 3668 lb Min = 3340 lb
For 1.0< t2 / t1 > 2.5, Pns shall be determined by linear interpolation between the above two cases.
For t2 / t1 =0.54 Pns =3340 lb 1113 lb
Pns =Pss / =627 lb
Shear Capacity = P/ =627 lb / screw
Pnot= 0.85 tc d Fu2 (Eq. E4.4.1-1) =1154.8 lb / =
Pnov=1.5 t1 d'w Fu1 (Eq. E4.4.2-1) =6872.4 lb / =where dw shall be taken not larger than 3/4 in.
Pts =Pts / =775 lb
Tension Capacity = P/ =385 lb / screw
NOTE: 1. Based on the 2012 Edition of AISI "North American Specification for the Design of Cold-Formed Steel Structural Members" AISI S100-12.
2. Minimum spacing of screws shall not be less than 3d. Minimum edge distance of screws shall not be less than 1.5d.
Sheet Updated 3/6/20
3. The head of the screw or the washer shall have a diameter, dw of not less than 5/16 inch. Washers shall be at least 0.050 inch thick for t1 greater than
0.027 in and at least 0.024 in for t1 equal to or less than 0.027 in. The washer shall be at least 0.063 in thick when 5/8 < dw < 3/4 in.
Min = 3668 lb
Section E4.4.3 Tension in Screws
Screw Connection: Definitions and Design Values (CLIP TO PURLIN)
0.138 in connected to
lb / =
385 lb
2291 lb
Section E4.3.1 Connection Shear Limited by Tilting and Bearing
Section E4.3.2 Shear in Screws
Section E4.4.1 Pull-Out
Section E4.4.2 Pull-Over
&R
41
Job Name: Bell Black Office Solar Canopy .
Job No.: 20-0776 Sheet No.:.
By: PMP Date: Aug-20 .
Label X (ft)Y (ft)
1 0 0
2 0 11.14
3 -14.084 8.657
4 8.5 12.639
Label i-Node j-Node
1 1 2
2 3 2
3 2 4
X (kips)Y (kips)
0 2.58
0 6.497
0 4.177
0 14.228
-1.169 -6.626
1.168 6.628
-1.518 -8.092
1.427 8.609
-1.151 0
0 0
0.67DL+0.6WL(7)
0.856 0.67DL+0.6WL(14)
Max Value Load Combination
DL+SL(4)+0.3WL(13)-3.126 0.67DL+0.6WL(14)19.391
Moment (k-ft)-53.673 DL+SL(4)+0.3WL(10)3.549
Seismic Load Z 0
Seismic Load X 11.692
-28.918
Components and Cladding Max 7.474
Snow Load -39.849
MWFRS Min -24.348
MWFRS Max 13.197
Components and Cladding Min -7.951
Unbalanced Live Load
Live Load -18.197
Basic Load Case Moment (k-ft)
Y (kips)
Min Value Load Combination
Dead Load -6.52 X (kips)-0.911 DL+0.6WL(13)
Reactions MWFRS Maximum Reactions
Steel Frame Model Info and Base Reactions
Nodes
Members
1
2
3
1
2
3
4X
Y
0
5
10
15
-15 -10 -5 0 5 10 15
Page &R
42
Job Name: Bell Black Office Solar Canopy .
Job No.: 20-0776 Sheet No.:.
By: PMP Date: Aug-20 .
Applicable Code:ASCE 7-10
Structure Frame Shape Type:Semi-Cantilever Number of Panels Parallel to Beam:7
Horizontal Width:22.6 ft Length of Panel Parallel to Beam:39.0625 in
Mean Roof Height:12.1 ft Spacing Between Solar Panels:0.25 in
Eave Height:8 ft
Column Spacing / Tributary to Frame:18 ft
Roof Slope:10 degrees
Column Location from End of Beam:169.006783532047 in
Purlin Type:Solar Purlin Dead Load of Panels =
Purlin Depth from Base of Roof:8 in Dead Load of Purlins =
Number of Purlins at each frame:8
Dead Load of Solar Panel:3 psf
Dead Load of Purlins:4 plf
Risk Category:II Roof Live Load on Solar Panel:20 psfBasic Wind Speed:90 mph Live Load Reducible to:15.74 psf
Wind Exposure Category:C Ground Snow Load:35 psf
MWFRS Velocity Pressure Coeffecient:0.85 Snow Load is Unreducible 35 psf
CC Velocity Pressure Coeffecient:0.85 Snow Importance Factor:1
Topographic Factor:1 Snow Exposure:Fully Exposed
Wind Directionality Factor:0.85
Gust Effect Factor:0.85
Short Period Spectral Response Acceleration Ss:0.446
1 Second Spectral Response Acceleration S1:0.157
Soil Site Class:D
Short Period Site Coefficient (at 0.2 sec period) Fa:1.443
Long Period Site Coefficient (at 1.0 sec period) Fv:2.172
Spectral Response Acceleration at short Periods Sms:0.64358
Spectral Response Acceleration at a Period of 1 sec Sm1:0.341
Spectral Response Acceleration Parameter at Short Periods Sds:0.429
Spectral Response Acceleration Parameter of 1 sec Sd1:0.227
Redundancy Factor 1 Perpendicular to the Frame:1
Redundancy Factor 2 Parallel to the Frame:1.3
Response Modification Factor R:1.25
Overstrength Factor o:1.25
Deflection Amplification Factor Cd:1.25
Seismic Importance Factor Ie:1
Long Period Transition Period TL:8
Purlins are even spaced along frame
Gravity Loads
Solar Canopy Frame Description and Loads
Structure Description Solar Panel Description
Lateral Loads
Wind
Seismic
Page &R
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
Reaction Type Reaction Proportion Modified Reaction Capacity Ratio
Axial (A)16.965 K 1.0000 16.965 K 76.699 K 0.2212
Strong Axis Moment (Mz)-56.966 K-FT 1.0000 -56.966 K-FT 90.285 K-FT 0.6310
H (Height of Column)Strong Axis Shear (Vy)-1.034 K 1.0000 -1.034 K 31.236 K 0.0331
11.14 ft Weak Axis Moment (My)0.000 K-FT 1.0000 0.000 K-FT 36.791 K-FT 0.0000
12 ft Weak Axis Shear (Vz)0.000 K 1.0000 0.000 K 53.389 K 0.0000
Torsion (T)0.000 K-FT 1.0000 0.000 K-FT 19.140 K-FT 0.0000
Inside Box Strong Axis Moment (Mz)-56.966 K-FT 0.4301 -24.501 K-FT 75.861 K-FT 0.3230
Strong Axis Shear (Vy)-1.034 K 0.5310 -0.549 K 35.369 K 0.0155
Weak Axis Moment (My)0.000 K-FT 0.4529 0.000 K-FT 33.362 K-FT 0.0000
Weak Axis Shear (Vz)0.000 K 0.4798 0.000 K 49.249 K 0.0000
Torsion (T)0.000 K-FT 0.4540 0.000 K-FT 20.403 K-FT 0.0000
Reaction Type Reaction Proportion Modified Reaction Capacity Ratio
Axial (A)16.965 K 1.0000 16.965 K 76.699 K 0.2212
Strong Axis Moment (Mz)-48.495 K-FT 1.0000 -48.495 K-FT 90.285 K-FT 0.5371
H (Height of Column)Strong Axis Shear (Vy)-0.191 K 1.0000 -0.191 K 31.236 K 0.0061
11.14 ft Weak Axis Moment (My)7.055 K-FT 1.0000 7.055 K-FT 36.791 K-FT 0.1918
12 ft Weak Axis Shear (Vz)-0.689 K 1.0000 -0.689 K 53.389 K 0.0129
Torsion (T)-1.567 K-FT 1.0000 -1.567 K-FT 19.140 K-FT 0.0819
Section: 15 3/4" x 8" x 3/4" (t = 0.138" - 1' Weld Spacing- No Concrete) Strong Axis
Section: 15 3/4" x 8" x 3/4" (t = 0.138" - 1' Weld Spacing- No Concrete) Weak Axis
62
0.0000 1.000 AISI S100-16 Equation H1.1-1
0.8521 1.000 AISI S100-16 Equation H1.2-1
0.6318 1.000 AISI S100-16 Equation H2-1
0.0000 1.000 AISI S100-16 Equation H2-1
0.4214 0.782 AISI S100-16 Equation H3-1a
0.0000 0.782 AISI S100-16 Equation H3-1a
0.8532 1.000 AISC A360-16 Equation H3-6
0.0000 1.000 AISI S100-16 Equation H1.1-1
0.3230 1.000 AISI S100-16 Equation H1.2-1
0.3233 1.000 AISI S100-16 Equation H2-1
0.0000 1.000 AISI S100-16 Equation H2-1
0.2152 0.782 AISI S100-16 Equation H3-1a
0.0000 0.782 AISI S100-16 Equation H3-1a
0.3232 1.000 AISC A360-16 Equation H3-6
0.0000 1.000 AISI S100-16 Equation H1.1-1
0.9501 1.000 AISI S100-16 Equation H1.2-1
0.5372 1.000 AISI S100-16 Equation H2-1
0.1922 1.000 AISI S100-16 Equation H2-1
0.3297 0.782 AISI S100-16 Equation H3-1a
0.1337 0.782 AISI S100-16 Equation H3-1a
0.9603 1.000 AISC A360-16 Equation H3-6
[(Mz/Maloz)2 + (Vy/Vay)2]
Interaction Equations Per AISI S100-16 and AISC A-360-16
Box Column Section
Mz/Mazt + My/Mayt + T/Ta
Mz/Maz + My/May + (-T or C) / (Ta or Ca)
0.91(P/Pn) + (Mz/Mnloz)
[(My/Maloy)2 + (Vz/Vaz)2]
0.91(P/Pn) + (Mz/Mnloz)
0.91(P/Pn) + (My/Mnloy)
(Pr/P(t or c) + Mrz/Mcz + Mry/Mcy) + (Vry/Vcy + Vrz/Vcz + Tr/Tc)2
Inside Box
Mz/Mazt + My/Mayt + T/Ta
Mz/Maz + My/May + (-T or C) / (Ta or Ca)
[(Mz/Maloz)2 + (Vy/Vay)2]
[(My/Maloy)2 + (Vz/Vaz)2]
Strong Axis Design OK
0.91(P/Pn) + (Mz/Mnloz)
0.91(P/Pn) + (My/Mnloy)
0.91(P/Pn) + (My/Mnloy)
(Pr/P(t or c) + Mrz/Mcz + Mry/Mcy) + (Vry/Vcy + Vrz/Vcz + Tr/Tc)2
Box Column Section
Mz/Mazt + My/Mayt + T/Ta
Mz/Maz + My/May + (-T or C) / (Ta or Ca)
[(Mz/Maloz)2 + (Vy/Vay)2]
[(My/Maloy)2 + (Vz/Vaz)2]
Strong Axis Design OK
Interaction Equations Per AISI S100-16 and AISC A-360-16
(Pr/P(t or c) + Mrz/Mcz + Mry/Mcy) + (Vry/Vcy + Vrz/Vcz + Tr/Tc)2
Weak Axis Design OK
Inside Box
63
Job Name: Bell Black Office Solar Canopy .
Job No.: 20-0776 Sheet No.:.
By: PMP Date: Oct-20 .
Maximum Moment =56966 lb-ft Maximum Axial Load =18795 lb
Allowable Lateral Soil Bearing Pressure = R =150 psf/ft Skin Friction = Allow bearing / 6 = 333 psf/ft
Is Multiplier of 2 permitted on Allowable Lateral Soil Bearing Pressure?Yes R design =300 psf/ft
Assumed Caisson Diameter = b =2.50 ft
Minimum Depth of Drilled Pier for Axial Load =7.18 ft
Mo = moment per foot of pile diameter, applied at the resisting surface = M / d =22786.4 lb-ft / ft
L = depth of pile =11.27 ft
Maximum Moment =56966 k-ft
S3 = (Depth of Embedment) x (Allow. Lateral Soil Bearing Pressure)
where d = depth of embedment .
Combine equations and solve for "d":
6.86 ft
Average =9.06 ft
Use 30 in diameter x 9.06 ft deep concrete drilled pier
DRILLED PIER DESIGN FOR SHADE AND SOLAR CANOPIES
UNCONSTRAINED ANALYSIS (CZERNIAK)
CONSTRAINED ANALYSIS (IBC)
AVERAGE OF UNCONSTRAINED AND CONSTRAINED ANALYSIS FOR ASPHALT
Use 30 in diameter x 11.27 ft deep concrete drilled pier
Use 30 in diameter x 7.18 ft deep concrete drilled pier
366.2 R
ML o
bS
Md
3
25.4
3 25.4
bR
Md
64
Job Name: Bell Black Office Solar Canopy .
Job No.: 20-0776 Sheet No.:.
By: PMP Date: Oct-20 .
Drilled Pier Diameter = 30 in
Moment at Base of Column, M = 56.966 k-ft 7.055 k-ft
Depth of Drilled Pier Per Constrained Design Equation =9.57 ft 9.57 ft
Minimum Thickness of Asphalt =2 in 2 in
Moment Arm, d = Pier Depth - 24"/2 - Thickness of Asphalt/2 =8.49 ft 8.49 ft
Ph = Force at Top or Bottom of Drilled Pier = M/d =6.71 k 0.83 k
Asphalt Class B Compressive Strength = 0.246 ksi 0.246 ksi
Factor of Safety =2.0 2.0
Constrainment Pad Length, L =27.3 in 3.4 in
Strong Axis Weak Axis
Use 30 in Long x 30 in Wide Constrainment Pad to use Constrained Drilled Pier Embedment Depth in Asphalt
Constrainment Pad on Top of Drilled Pier in Asphalt Areas
65
Job Name: Bell Black Office Solar Canopy .
Job No.: 20-0776 Sheet No.:.
By: PMP Date: Oct-20 .
f'c =2500 psi
Fy =60000 psi
h =0.8D
h =24.0 in
db =
d =20.5 in
D =30 in
Ag =707 in2
MAXIMUM MU FROM STRENGTH DESIGN LOAD COMBOS ==60927 LB*FT
L = drilled pier embedment (ft) =9.57 <--- Reinforcing only valid for this drilled pier depth
x = column embedment into drilled pier (ft) =4
Minimum depth (x) of embedment (ft) = L/3 =3.19
=48710 ft*lb
No. of Bars Bar #As (in2)
1 5 0.31
1 6 0.44
.1 7 0.60
1 8 0.79
1 9 0.99
3 5 0.92
2 6 0.88
2 7 1.20
1 8 0.79
1 9 0.99
0.0012
0.0012
As req' per side =bd =0.71 in2 Use 2 # 6 each side of column
Sheet Updated 4/17/18
0.0033
Design Code is 2015 IBC
52.5
0.0113
DRILLED PIER REINFORCING DESIGN
Transform area of circle into equivalent rectangle.
Diameter = D
=29.5 in
Diameter of reinforcing bars
0.0009
A r e a
p e r
b a r
s i z e
R e q u i r e d
#
o f
b a r s
p e r
s i z e
h=0.8D
D
Abg
8.0
43
341 L
x
L
xMMox
229.0
)12(
bd
M
bd
MK ft
in
uu
u
y
c
F
f '319.0 1max
yy
c
FF
f 200;'3maxmin
calc3
4
min
2
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y
c
uc
F
f
Kf '425.011')85.0(
66
67
General Footing
CARUSO TURLEY SCOTTLic. # : KW-06000624
DESCRIPTION:Wind Up
Caruso Turley Scott, Inc.
1215 W. Rio Salado Parkway #200
Tempe, AZ 85281
(480) 774-1700
(480) 774-1701
www.ctsaz.com
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17
File: Spread Footing.ec6
Project Title:Engineer:Project ID:
Printed: 2 SEP 2020, 10:26AM
Project Descr:
Code References
Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used : IBC 2015
General Information
Material Properties Soil Design Values 1.50
Analysis Settings
150.0ksiYes ksfAllowable Soil Bearing ==2.5060.03,122.0145.0 =0.30
Flexure =0.90
Shear =
Values
0.00180
2.0
Soil Passive Resistance (for Sliding)
1.0 =
Increases based on footing plan dimension
Add Pedestal Wt for Soil Pressure No:
Use Pedestal wt for stability, mom & shear No:
Allowable pressure increase per foot of depth
=ksfwhen max. length or width is greater than =ft
:
=
Add Ftg Wt for Soil Pressure Yes
Yes:Use ftg wt for stability, moments & shears
when footing base is below ft
pcf
Increase Bearing By Footing Weight =pcf
Min. Overturning Safety Factor =: 1
Increases based on footing Depth0.750
=
Soil/Concrete Friction Coeff.Ec : Concrete Elastic Modulus
=
=Footing base depth below soil surface ft=Allow press. increase per foot of depth ksf
=
: 11.0Min. Sliding Safety Factor =
=
Concrete Density
=
Min Allow % Temp Reinf.
ksif'c : Concrete 28 day strengthfy : Rebar Yield ksi
Min Steel % Bending Reinf.
#
Dimensions
Width parallel to X-X Axis 11.0 ft
Length parallel to Z-Z Axis
=
5.0 ft
Load location offset from footing center...
ex : Prll to X-X Axis 42 in=
in=
=Pedestal dimensions...px : parallel to X-X Axis 15.750 inpz : parallel to Z-Z Axis 8.0 inHeight==
0.50 in
Footing Thickness
=
24.0 in=
Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0
Reinforcing
#
Bars parallel to X-X Axis
Reinforcing Bar Size
=
6Number of Bars =6
Bars parallel to Z-Z Axis
Reinforcing Bar Size =6Number of Bars =13
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
Bars along Z-Z Axis
# Bars required within zone 62.5 %
# Bars required on each side of zone 37.5 %
Applied Loads
2.579 6.497 14.226 -6.626 -0.2210
D Lr
ksf
L S
P : Column LoadOB : Overburden =k
W E
M-zz
V-x ==k-1.169 -1.151V-z k-0.8850
-41.085 -24.742M-xx =-6.553 k-ft=-29.133 k-ft-8.989
H
=
68
General Footing
CARUSO TURLEY SCOTTLic. # : KW-06000624
DESCRIPTION:Wind Up
Caruso Turley Scott, Inc.
1215 W. Rio Salado Parkway #200
Tempe, AZ 85281
(480) 774-1700
(480) 774-1701
www.ctsaz.com
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17
File: Spread Footing.ec6
Project Title:Engineer:Project ID:
Printed: 2 SEP 2020, 10:26AM
Project Descr:
PASS 5.193 Sliding - X-X 0.7014 k 3.643 k +0.60D+0.60W
PASS 10.636 Sliding - Z-Z 0.6195 k 6.589 k +0.60D+0.70E
DESIGN SUMMARY Design OK
Governing Load CombinationMin. Ratio Item Applied Capacity
PASS 0.3940 Soil Bearing 0.7053 ksf 1.790 ksf +D+S about Z-Z axis
PASS 3.499 Overturning - X-X 7.944 k-ft 27.794 k-ft +0.60D+0.70E
PASS 1.189 Overturning - Z-Z 55.989 k-ft 66.562 k-ft +0.60D+0.60W
PASS 2.796 Uplift -3.976 k 11.117 k +0.60D+0.60W
PASS 0.01163 Z Flexure (+X)0.5632 k-ft/ft 48.420 k-ft/ft +1.20D+1.60S
PASS 0.3238 Z Flexure (-X)15.677 k-ft/ft 48.420 k-ft/ft +1.20D+1.60S+0.50W
PASS 0.02313 X Flexure (+Z)1.103 k-ft/ft 47.708 k-ft/ft +1.20D+1.60S
PASS 0.02313 X Flexure (-Z)1.103 k-ft/ft 47.708 k-ft/ft +1.20D+1.60S
PASS n/a 1-way Shear (+X)0.0 psi 75.0 psi n/a
PASS 0.1546 1-way Shear (-X)11.593 psi 75.0 psi +1.20D+1.60S+0.50W
PASS 0.009950 1-way Shear (+Z)0.7462 psi 75.0 psi +1.20D+1.60S
PASS 0.009950 1-way Shear (-Z)0.7462 psi 75.0 psi +1.20D+1.60S
PASS 0.05403 2-way Punching 8.105 psi 150.0 psi +1.20D+1.60S
69
General Footing
CARUSO TURLEY SCOTTLic. # : KW-06000624
DESCRIPTION:Wind Down
Caruso Turley Scott, Inc.
1215 W. Rio Salado Parkway #200
Tempe, AZ 85281
(480) 774-1700
(480) 774-1701
www.ctsaz.com
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17
File: Spread Footing.ec6
Project Title:Engineer:
Project ID:
Printed: 2 SEP 2020, 10:22AM
Project Descr:
Code References
Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used : IBC 2015
General Information
Material Properties Soil Design Values 1.50
Analysis Settings
150.0ksiYes ksfAllowable Soil Bearing ==2.5060.03,122.0145.0 =0.30
Flexure =0.90
Shear =
Values
0.00180
2.0
Soil Passive Resistance (for Sliding)
1.0 =
Increases based on footing plan dimension
Add Pedestal Wt for Soil Pressure No:
Use Pedestal wt for stability, mom & shear No:
Allowable pressure increase per foot of depth
=ksfwhen max. length or width is greater than =ft
:
=
Add Ftg Wt for Soil Pressure Yes
Yes:Use ftg wt for stability, moments & shears
when footing base is below ft
pcf
Increase Bearing By Footing Weight
=pcf
Min. Overturning Safety Factor =: 1
Increases based on footing Depth0.750
=
Soil/Concrete Friction Coeff.
Ec : Concrete Elastic Modulus
=
=Footing base depth below soil surface ft=Allow press. increase per foot of depth ksf
=
: 11.0Min. Sliding Safety Factor =
=
Concrete Density
=
Min Allow % Temp Reinf.
ksif'c : Concrete 28 day strengthfy : Rebar Yield ksi
Min Steel % Bending Reinf.
#
Dimensions
Width parallel to X-X Axis 7.0 ft
Length parallel to Z-Z Axis
=
4.0 ft
Load location offset from footing center...ex : Prll to X-X Axis 18 in=
in=
=Pedestal dimensions...px : parallel to X-X Axis 15.750 inpz : parallel to Z-Z Axis 8.0 inHeight==
0.50 in
Footing Thickness
=
24.0 in=
Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0
Reinforcing
#
Bars parallel to X-X Axis
Reinforcing Bar Size
=
6Number of Bars =5
Bars parallel to Z-Z Axis
Reinforcing Bar Size =6Number of Bars =9
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
Bars along Z-Z Axis
# Bars required within zone 72.7 %
# Bars required on each side of zone 27.3 %
Applied Loads
2.579 6.497 14.228 6.628
D Lr
ksf
L S
P : Column LoadOB : Overburden =k
W E
M-zz
V-x ==k1.168V-z k
-41.085 12.901M-xx =-6.553 k-ft=-29.133 k-ft11.693
H
=
70
General Footing
CARUSO TURLEY SCOTTLic. # : KW-06000624
DESCRIPTION:Wind Down
Caruso Turley Scott, Inc.
1215 W. Rio Salado Parkway #200
Tempe, AZ 85281
(480) 774-1700
(480) 774-1701
www.ctsaz.com
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17
File: Spread Footing.ec6
Project Title:Engineer:
Project ID:
Printed: 2 SEP 2020, 10:22AM
Project Descr:
PASS 6.163 Sliding - X-X 0.7008 k 4.319 k +0.60D+0.60W
PASS n/a Sliding - Z-Z 0.0k 0.0k No Sliding
DESIGN SUMMARY Design OK
Governing Load CombinationMin. Ratio Item Applied Capacity
PASS 0.8771 Soil Bearing 1.570 ksf 1.790 ksf +D+S about Z-Z axis
PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning
PASS 2.068 Overturning - Z-Z 35.686 k-ft 73.80 k-ft +D+Lr
PASS n/a Uplift 0.0k 0.0k No Uplift
PASS 0.01683 Z Flexure (+X)0.8477 k-ft/ft 50.374 k-ft/ft +0.90D+W
PASS 0.290 Z Flexure (-X)14.607 k-ft/ft 50.374 k-ft/ft +1.20D+1.60S
PASS 0.02795 X Flexure (+Z)1.447 k-ft/ft 51.766 k-ft/ft +1.20D+1.60S+0.50W
PASS 0.02795 X Flexure (-Z)1.447 k-ft/ft 51.766 k-ft/ft +1.20D+1.60S+0.50W
PASS n/a 1-way Shear (+X)0.0 psi 75.0 psi n/a
PASS 0.2186 1-way Shear (-X)16.392 psi 75.0 psi +1.20D+1.60S
PASS n/a 1-way Shear (+Z)0.0 psi 75.0 psi n/a
PASS n/a 1-way Shear (-Z)0.0 psi 75.0 psi n/a
PASS 0.05226 2-way Punching 7.839 psi 150.0 psi +1.20D+1.60S+0.50W
71
Job Name: Bell Black Office Solar Canopy .
Job No.: 20-0776 Sheet No.:.
By: PMP Date: Oct-20 .
Axial (lb)Moment (lb-ft)
DL Maximum =2579 6553
Lr Maximum =6497 29133
S Maximum =14228 41085
W Maximum =6628 12901
W Uplift Maximum =-6626 -24742
Column Dimension (Moment)=15.75 in
Column Dimension (Rebar Length)=8 in
Axial (lb)Moment (lb-ft)
1.2D + 1.6(Lr or S)+0.5W=29174 80050.1
1.2D + 0.5(Lr or S)+1.0W=16837 41307.1
0.9D-1.0W =-4305 1477.7
Governing =29174 80050.1 = 1.0 for normal weight concrete
t = > 12” of fresh concrete below,t = 1.3. For all others,t = 1.0.
75577 lb e = for uncoated and zinc-coated (galvanized) reinforcement,e = 1.0.
s = For #6 and smaller bars and deformed wires,s = 0.8.
Avf = Vu =75577 lb = 0.60 in2 s = For #7 and larger bars,s = 1.0.f'c =2500 psi
2 fy (2)(0.75)(fy)(1.4)t e = need not be greater than 1.7.fy =60000 psi
2.5 (Based on commentary R12.2)
4 4 0.79 14 6
2 5 0.61 18 8
2 6 0.88 22 11
1 7 0.60 32 15
1 8 0.79 36 19
1 9 0.99 41 24
SPREAD FOOTING REINFORCING DESIGN
Hooked Bar Length
Beyond Face of Column
(in)
Strength Design Load Combinations
63
57
No. of Bars per Column
Side (Total is double
this amount)Bar #As (in2)ld (in)Min Length of Straight Bar
reduced by Asreqd/Asprovided (in)
30
43
37
71
USE 4 #5 x 43" LONG BARS (2 BARS PER SIDE OF COLUMN)
b
b
trb
set
c
y
d d
d
Kcf
fl '40
3
&R
72
Job Name: Bell Black Office Solar Canopy .
Job No.: 20-0776 Sheet No.:.
By: PMP Date: Aug-20 .
Label X (ft)Y (ft)
1 0 0
2 0 10.155
3 -8.5 8.657
4 14.084 12.639
Label i-Node j-Node
1 1 2
2 3 2
3 2 4
X (kips)Y (kips)
0 2.58
0 6.497
0 4.177
0 14.228
-1.169 -6.626
1.168 6.628
-1.518 -8.092
1.427 8.609
-1.151 0
0 0
Reactions MWFRS Maximum Reactions
Steel Frame Model Info and Base Reactions
Nodes
Members
Min Value Load Combination
Dead Load -6.52 X (kips)-0.911 DL+0.6WL(13)
Live Load -18.197
Basic Load Case Moment (k-ft)
Y (kips)
Seismic Load Z 0
Seismic Load X 11.692
-28.918
Components and Cladding Max 7.474
Snow Load -39.849
MWFRS Min -24.348
MWFRS Max 13.197
Components and Cladding Min -7.951
Unbalanced Live Load
-3.126 0.67DL+0.6WL(14)19.391
Moment (k-ft)-53.673 DL+SL(4)+0.3WL(10)3.549
0.856 0.67DL+0.6WL(14)
Max Value Load Combination
DL+SL(4)+0.3WL(13)
0.67DL+0.6WL(7)
1
2
3
1
2
3
4X
Y
0
5
10
15
-15 -10 -5 0 5 10 15
Page &R
73
Job Name: Bell Black Office Solar Canopy .
Job No.: 20-0776 Sheet No.:.
By: PMP Date: Aug-20 .
Applicable Code:ASCE 7-10
Structure Frame Shape Type:Semi-Cantilever Number of Panels Parallel to Beam:7
Horizontal Width:22.6 ft Length of Panel Parallel to Beam:39.0625 in
Mean Roof Height:12.1 ft Spacing Between Solar Panels:0.25 in
Eave Height:8 ft
Column Spacing / Tributary to Frame:18 ft
Roof Slope:10 degrees
Column Location from End of Beam:102 in
Purlin Type:Solar Purlin Dead Load of Panels =
Purlin Depth from Base of Roof:8 in Dead Load of Purlins =
Number of Purlins at each frame:8
Dead Load of Solar Panel:3 psf
Dead Load of Purlins:4 plf
Risk Category:II Roof Live Load on Solar Panel:20 psf
Basic Wind Speed:90 mph Live Load Reducible to:15.74 psf
Wind Exposure Category:C Ground Snow Load:35 psf
MWFRS Velocity Pressure Coeffecient:0.85 Snow Load is Unreducible 35 psf
CC Velocity Pressure Coeffecient:0.85 Snow Importance Factor:1
Topographic Factor:1 Snow Exposure:Fully Exposed
Wind Directionality Factor:0.85
Gust Effect Factor:0.85
Short Period Spectral Response Acceleration Ss:0.446
1 Second Spectral Response Acceleration S1:0.157
Soil Site Class:D
Short Period Site Coefficient (at 0.2 sec period) Fa:1.443
Long Period Site Coefficient (at 1.0 sec period) Fv:2.172
Spectral Response Acceleration at short Periods Sms:0.64358
Spectral Response Acceleration at a Period of 1 sec Sm1:0.341
Spectral Response Acceleration Parameter at Short Periods Sds:0.429
Spectral Response Acceleration Parameter of 1 sec Sd1:0.227
Redundancy Factor 1 Perpendicular to the Frame:1
Redundancy Factor 2 Parallel to the Frame:1.3
Response Modification Factor R:1.25
Overstrength Factor o:1.25
Deflection Amplification Factor Cd:1.25
Seismic Importance Factor Ie:1
Long Period Transition Period TL:8
Purlins are even spaced along frame
Gravity Loads
Solar Canopy Frame Description and Loads
Structure Description Solar Panel Description
Lateral Loads
Wind
Seismic
Page &R
74
75
76
77
78
79
80
81
82
83
84
CFS Version 12.0.2 Page 1
Section: 15.75x8 10ga Box Section (Beam).cfss eng22
Box 15.75x4x0.75x0.135 Caruso Turley Scott Inc.
Rev. Date: 8/10/2020 10:52:56 AM
By: eng22
Printed: 9/29/2020 8:16:41 AM
Section Inputs
¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯
Material: A653 HSLAS Grade 80
Apply cold work of forming strength increase.
No inelastic reserve strength increase.
Modulus of Elasticity, E 29500 ksi
Yield Strength, Fy 80 ksi
Tensile Strength, Fu 90 ksi
Torsion Constant Override, J 173.44 in
Warping Constant Override, Cw 217.02 in
Connector Spacing 0 in
Left Channel, Thickness 0.138 in
Placement of Part from Origin:
X to right edge 0 in
Y to center of gravity 0 in
Outside dimensions, Open shape
Length Angle Radius Web k Hole Size Distance
(in) (deg) (in) Coef. (in) (in)
1 0.750 270.000 0.25000 None 0.000 0.000 0.375
2 4.000 180.000 0.25000 Single 0.000 0.000 2.000
3 15.750 90.000 0.25000 Cee 0.000 0.000 7.875
4 4.000 0.000 0.25000 Single 0.000 0.000 2.000
5 0.750 -90.000 0.25000 None 0.000 0.000 0.375
Right Channel, Thickness 0.138 in
Placement of Part from Origin:
X to left edge 0 in
Y to center of gravity 0 in
Outside dimensions, Open shape
Length Angle Radius Web k Hole Size Distance
(in) (deg) (in) Coef. (in) (in)
1 0.750 -90.000 0.25000 None 0.000 0.000 0.375
2 4.000 0.000 0.25000 Single 0.000 0.000 2.000
3 15.750 90.000 0.25000 Cee 0.000 0.000 7.875
4 4.000 180.000 0.25000 Single 0.000 0.000 2.000
5 0.750 270.000 0.25000 None 0.000 0.000 0.375
85
CFS Version 12.0.2 Page 2
Section: 15.75x8 10ga Box Section (Beam).cfss eng22
Box 15.75x4x0.75x0.135 Caruso Turley Scott Inc.
Rev. Date: 8/10/2020 10:52:56 AM
By: eng22
Printed: 9/29/2020 8:16:41 AM
Member Check - AISI S100-16/S1-18, US, ASD
¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯
Material Type: A653 HSLAS Grade 80, Fy=80 ksi
Design Parameters:
Lx 14.301 ft Ly 14.301 ft Lt 14.301 ft
Kx 2.1000 Ky 1.2000 Kt 1.2000
Cbx 1.0000 Cby 1.0000 ex 0.0000 in
Cmx 1.0000 Cmy 1.0000 ey 0.0000 in
Braced Flange: None k 0 k
Red. Factor, R: 0 Lm 1.000 ft
Loads: P Mx Vy My Vx
(k) (k-ft) (k) (k-ft) (k)
Entered 1.85 84.955 11.94 0.000 0.00
Applied 1.85 85.446 11.94 0.000 0.00
Strength 106.26 90.285 31.24 36.791 53.39
Interaction Equations
Eq. H1.2-1 (P, Mx, My) 0.017 + 0.946 + 0.000 = 0.964 <= 1.0
Eq. H2-1 (Mx, Vy) Sqrt(0.807 + 0.146)= 0.976 <= 1.0
Eq. H2-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0
86
87
CFS Version 12.0.2 Page 1
Section: 15.75x8 10ga Box Section (Beam).cfss eng22
Box 15.75x4x0.75x0.135 Caruso Turley Scott Inc.
Rev. Date: 8/10/2020 10:52:56 AM
By: eng22
Printed: 9/29/2020 8:18:44 AM
Section Inputs
¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯
Material: A653 HSLAS Grade 80
Apply cold work of forming strength increase.
No inelastic reserve strength increase.
Modulus of Elasticity, E 29500 ksi
Yield Strength, Fy 80 ksi
Tensile Strength, Fu 90 ksi
Torsion Constant Override, J 173.44 in
Warping Constant Override, Cw 217.02 in
Connector Spacing 0 in
Left Channel, Thickness 0.138 in
Placement of Part from Origin:
X to right edge 0 in
Y to center of gravity 0 in
Outside dimensions, Open shape
Length Angle Radius Web k Hole Size Distance
(in) (deg) (in) Coef. (in) (in)
1 0.750 270.000 0.25000 None 0.000 0.000 0.375
2 4.000 180.000 0.25000 Single 0.000 0.000 2.000
3 15.750 90.000 0.25000 Cee 0.000 0.000 7.875
4 4.000 0.000 0.25000 Single 0.000 0.000 2.000
5 0.750 -90.000 0.25000 None 0.000 0.000 0.375
Right Channel, Thickness 0.138 in
Placement of Part from Origin:
X to left edge 0 in
Y to center of gravity 0 in
Outside dimensions, Open shape
Length Angle Radius Web k Hole Size Distance
(in) (deg) (in) Coef. (in) (in)
1 0.750 -90.000 0.25000 None 0.000 0.000 0.375
2 4.000 0.000 0.25000 Single 0.000 0.000 2.000
3 15.750 90.000 0.25000 Cee 0.000 0.000 7.875
4 4.000 180.000 0.25000 Single 0.000 0.000 2.000
5 0.750 270.000 0.25000 None 0.000 0.000 0.375
88
CFS Version 12.0.2 Page 2
Section: 15.75x8 10ga Box Section (Beam).cfss eng22
Box 15.75x4x0.75x0.135 Caruso Turley Scott Inc.
Rev. Date: 8/10/2020 10:52:56 AM
By: eng22
Printed: 9/29/2020 8:18:44 AM
Member Check - AISI S100-16/S1-18, US, ASD
¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯
Material Type: A653 HSLAS Grade 80, Fy=80 ksi
Design Parameters:
Lx 10.155 ft Ly 10.155 ft Lt 10.155 ft
Kx 2.1000 Ky 1.2000 Kt 1.2000
Cbx 1.0000 Cby 1.0000 ex 0.0000 in
Cmx 1.0000 Cmy 1.0000 ey 0.0000 in
Braced Flange: None k 0 k
Red. Factor, R: 0 Lm 1.000 ft
Loads: P Mx Vy My Vx
(k) (k-ft) (k) (k-ft) (k)
Entered 18.78 60.489 0.59 0.000 0.00
Applied 18.78 62.327 0.59 0.000 0.00
Strength 120.92 90.285 31.24 36.791 53.39
Interaction Equations
Eq. H1.2-1 (P, Mx, My) 0.155 + 0.690 + 0.000 = 0.846 <= 1.0
Eq. H2-1 (Mx, Vy) Sqrt(0.429 + 0.000)= 0.655 <= 1.0
Eq. H2-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0
89
90
CFS Version 12.0.2 Page 1
Section: 15.75x8 10ga Box Section (Beam).cfss eng22
Box 15.75x4x0.75x0.135 Caruso Turley Scott Inc.
Rev. Date: 8/10/2020 10:52:56 AM
By: eng22
Printed: 9/29/2020 8:20:07 AM
Section Inputs
¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯
Material: A653 HSLAS Grade 80
Apply cold work of forming strength increase.
No inelastic reserve strength increase.
Modulus of Elasticity, E 29500 ksi
Yield Strength, Fy 80 ksi
Tensile Strength, Fu 90 ksi
Torsion Constant Override, J 173.44 in
Warping Constant Override, Cw 217.02 in
Connector Spacing 0 in
Left Channel, Thickness 0.138 in
Placement of Part from Origin:
X to right edge 0 in
Y to center of gravity 0 in
Outside dimensions, Open shape
Length Angle Radius Web k Hole Size Distance
(in) (deg) (in) Coef. (in) (in)
1 0.750 270.000 0.25000 None 0.000 0.000 0.375
2 4.000 180.000 0.25000 Single 0.000 0.000 2.000
3 15.750 90.000 0.25000 Cee 0.000 0.000 7.875
4 4.000 0.000 0.25000 Single 0.000 0.000 2.000
5 0.750 -90.000 0.25000 None 0.000 0.000 0.375
Right Channel, Thickness 0.138 in
Placement of Part from Origin:
X to left edge 0 in
Y to center of gravity 0 in
Outside dimensions, Open shape
Length Angle Radius Web k Hole Size Distance
(in) (deg) (in) Coef. (in) (in)
1 0.750 -90.000 0.25000 None 0.000 0.000 0.375
2 4.000 0.000 0.25000 Single 0.000 0.000 2.000
3 15.750 90.000 0.25000 Cee 0.000 0.000 7.875
4 4.000 180.000 0.25000 Single 0.000 0.000 2.000
5 0.750 270.000 0.25000 None 0.000 0.000 0.375
91
CFS Version 12.0.2 Page 2
Section: 15.75x8 10ga Box Section (Beam).cfss eng22
Box 15.75x4x0.75x0.135 Caruso Turley Scott Inc.
Rev. Date: 8/10/2020 10:52:56 AM
By: eng22
Printed: 9/29/2020 8:20:07 AM
Member Check - AISI S100-16/S1-18, US, ASD
¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯
Material Type: A653 HSLAS Grade 80, Fy=80 ksi
Design Parameters:
Lx 10.155 ft Ly 10.155 ft Lt 10.155 ft
Kx 2.1000 Ky 1.2000 Kt 1.2000
Cbx 1.0000 Cby 1.0000 ex 0.0000 in
Cmx 1.0000 Cmy 1.0000 ey 0.0000 in
Braced Flange: None k 0 k
Red. Factor, R: 0 Lm 1.000 ft
Loads: P Mx Vy My Vx
(k) (k-ft) (k) (k-ft) (k)
Entered 16.94 48.638 0.18 6.905 -0.68
Applied 16.94 49.968 0.18 7.089 -0.68
Strength 120.92 90.285 31.24 36.791 53.39
Interaction Equations
Eq. H1.2-1 (P, Mx, My) 0.140 + 0.553 + 0.193 = 0.886 <= 1.0
Eq. H2-1 (Mx, Vy) Sqrt(0.276 + 0.000)= 0.525 <= 1.0
Eq. H2-1 (My, Vx) Sqrt(0.037 + 0.000)= 0.193 <= 1.0
Shear flow between parts due to: Vertical Shear Horizontal Shear
Between parts 1 and 2 0.0000 k/ft 1.1132 k/ft
92
Reaction Type Reaction Proportion Modified Reaction Capacity Ratio
Axial (A)18.773 K 1.0000 18.773 K 86.022 K 0.2182
Strong Axis Moment (Mz)60.489 K-FT 1.0000 60.489 K-FT 90.285 K-FT 0.6700
H (Height of Column)Strong Axis Shear (Vy)0.587 K 1.0000 0.587 K 31.236 K 0.0188
10.155 ft Weak Axis Moment (My)0.000 K-FT 1.0000 0.000 K-FT 36.791 K-FT 0.0000
11 ft Weak Axis Shear (Vz)0.000 K 1.0000 0.000 K 53.389 K 0.0000
Torsion (T)0.000 K-FT 1.0000 0.000 K-FT 19.140 K-FT 0.0000
Inside Box Strong Axis Moment (Mz)60.489 K-FT 0.4301 26.016 K-FT 75.861 K-FT 0.3429
Strong Axis Shear (Vy)0.587 K 0.5310 0.312 K 35.369 K 0.0088
Weak Axis Moment (My)0.000 K-FT 0.4529 0.000 K-FT 33.362 K-FT 0.0000
Weak Axis Shear (Vz)0.000 K 0.4798 0.000 K 49.249 K 0.0000
Torsion (T)0.000 K-FT 0.4540 0.000 K-FT 20.403 K-FT 0.0000
Reaction Type Reaction Proportion Modified Reaction Capacity Ratio
Axial (A)16.942 K 1.0000 16.942 K 86.022 K 0.1969
Strong Axis Moment (Mz)48.638 K-FT 1.0000 48.638 K-FT 90.285 K-FT 0.5387
H (Height of Column)Strong Axis Shear (Vy)0.175 K 1.0000 0.175 K 31.236 K 0.0056
10.155 ft Weak Axis Moment (My)6.905 K-FT 1.0000 6.905 K-FT 36.791 K-FT 0.1877
11 ft Weak Axis Shear (Vz)-0.679 K 1.0000 -0.679 K 53.389 K 0.0127
Torsion (T)1.635 K-FT 1.0000 1.635 K-FT 19.140 K-FT 0.0854
Section: 15 3/4" x 8" x 3/4" (t = 0.138" - 1' Weld Spacing- No Concrete) Weak Axis
Section: 15 3/4" x 8" x 3/4" (t = 0.138" - 1' Weld Spacing- No Concrete) Strong Axis
93
0.0000 1.000 AISI S100-16 Equation H1.1-1
0.8882 1.000 AISI S100-16 Equation H1.2-1
0.6702 1.000 AISI S100-16 Equation H2-1
0.0000 1.000 AISI S100-16 Equation H2-1
0.4259 0.782 AISI S100-16 Equation H3-1a
0.0000 0.782 AISI S100-16 Equation H3-1a
0.8886 1.000 AISC A360-16 Equation H3-6
0.0000 1.000 AISI S100-16 Equation H1.1-1
0.3429 1.000 AISI S100-16 Equation H1.2-1
0.3431 1.000 AISI S100-16 Equation H2-1
0.0000 1.000 AISI S100-16 Equation H2-1
0.2177 0.782 AISI S100-16 Equation H3-1a
0.0000 0.782 AISI S100-16 Equation H3-1a
0.3430 1.000 AISC A360-16 Equation H3-6
0.0000 1.000 AISI S100-16 Equation H1.1-1
0.9233 1.000 AISI S100-16 Equation H1.2-1
0.5387 1.000 AISI S100-16 Equation H2-1
0.1881 1.000 AISI S100-16 Equation H2-1
0.3300 0.782 AISI S100-16 Equation H3-1a
0.1310 0.782 AISI S100-16 Equation H3-1a
0.9341 1.000 AISC A360-16 Equation H3-6(Pr/P(t or c) + Mrz/Mcz + Mry/Mcy) + (Vry/Vcy + Vrz/Vcz + Tr/Tc)2
Weak Axis Design OK
Inside Box
0.91(P/Pn) + (Mz/Mnloz)
0.91(P/Pn) + (My/Mnloy)
0.91(P/Pn) + (My/Mnloy)
(Pr/P(t or c) + Mrz/Mcz + Mry/Mcy) + (Vry/Vcy + Vrz/Vcz + Tr/Tc)2
Box Column Section
Mz/Mazt + My/Mayt + T/Ta
Mz/Maz + My/May + (-T or C) / (Ta or Ca)
[(Mz/Maloz)2 + (Vy/Vay)2]
[(My/Maloy)2 + (Vz/Vaz)2]
Strong Axis Design OK
Interaction Equations Per AISI S100-16 and AISC A-360-16
0.91(P/Pn) + (Mz/Mnloz)
[(My/Maloy)2 + (Vz/Vaz)2]
0.91(P/Pn) + (Mz/Mnloz)
0.91(P/Pn) + (My/Mnloy)
(Pr/P(t or c) + Mrz/Mcz + Mry/Mcy) + (Vry/Vcy + Vrz/Vcz + Tr/Tc)2
Inside Box
Mz/Mazt + My/Mayt + T/Ta
Mz/Maz + My/May + (-T or C) / (Ta or Ca)
[(Mz/Maloz)2 + (Vy/Vay)2]
[(My/Maloy)2 + (Vz/Vaz)2]
Strong Axis Design OK
[(Mz/Maloz)2 + (Vy/Vay)2]
Interaction Equations Per AISI S100-16 and AISC A-360-16
Box Column Section
Mz/Mazt + My/Mayt + T/Ta
Mz/Maz + My/May + (-T or C) / (Ta or Ca)
94
Job Name: Bell Black Office Solar Canopy .
Job No.: 20-0776 Sheet No.:.
By: PMP Date: Oct-20 .
Maximum Moment =60489 lb-ft Maximum Axial Load =18773 lb
Allowable Lateral Soil Bearing Pressure = R =150 psf/ft Skin Friction = Allow bearing / 6 = 333 psf/ft
Is Multiplier of 2 permitted on Allowable Lateral Soil Bearing Pressure?Yes R design =300 psf/ft
Assumed Caisson Diameter = b =2.50 ft
Minimum Depth of Drilled Pier for Axial Load =7.17 ft
Mo = moment per foot of pile diameter, applied at the resisting surface = M / d =24195.6 lb-ft / ft
L = depth of pile =11.49 ft
Maximum Moment =60489 k-ft
S3 = (Depth of Embedment) x (Allow. Lateral Soil Bearing Pressure)
where d = depth of embedment .
Combine equations and solve for "d":
7.00 ft
Average =9.25 ft
Use 30 in diameter x 9.25 ft deep concrete drilled pier
DRILLED PIER DESIGN FOR SHADE AND SOLAR CANOPIES
UNCONSTRAINED ANALYSIS (CZERNIAK)
CONSTRAINED ANALYSIS (IBC)
AVERAGE OF UNCONSTRAINED AND CONSTRAINED ANALYSIS FOR ASPHALT
Use 30 in diameter x 11.49 ft deep concrete drilled pier
Use 30 in diameter x 7.17 ft deep concrete drilled pier
366.2 R
ML o
bS
Md
3
25.4
3 25.4
bR
Md
95
Job Name: Bell Black Office Solar Canopy .
Job No.: 20-0776 Sheet No.:.
By: PMP Date: Oct-20 .
Drilled Pier Diameter = 30 in
Moment at Base of Column, M = 60.489 k-ft 6.905 k-ft
Depth of Drilled Pier Per Constrained Design Equation =9.56 ft 9.56 ft
Minimum Thickness of Asphalt =2 in 2 in
Moment Arm, d = Pier Depth - 24"/2 - Thickness of Asphalt/2 =8.48 ft 8.48 ft
Ph = Force at Top or Bottom of Drilled Pier = M/d =7.14 k 0.81 k
Asphalt Class B Compressive Strength = 0.246 ksi 0.246 ksi
Factor of Safety =2.0 2.0
Constrainment Pad Length, L =29.0 in 3.3 in
Strong Axis Weak Axis
Use 30 in Long x 30 in Wide Constrainment Pad to use Constrained Drilled Pier Embedment Depth in Asphalt
Constrainment Pad on Top of Drilled Pier in Asphalt Areas
96
Job Name: Bell Black Office Solar Canopy .
Job No.: 20-0776 Sheet No.:.
By: PMP Date: Oct-20 .
f'c =2500 psi
Fy =60000 psi
h =0.8D
h =24.0 in
db =
d =20.5 in
D =30 in
Ag =707 in2
MAXIMUM MU FROM STRENGTH DESIGN LOAD COMBOS ==74098 LB*FT
L = drilled pier embedment (ft) =9.56 <--- Reinforcing only valid for this drilled pier depth
x = column embedment into drilled pier (ft) =4
Minimum depth (x) of embedment (ft) = L/3 =3.19
=59200 ft*lb
No. of Bars Bar #As (in2)
1 5 0.31
1 6 0.44
.1 7 0.60
1 8 0.79
1 9 0.99
3 5 0.92
2 6 0.88
2 7 1.20
2 8 1.57
1 9 0.99
0.0014
0.0014
As req' per side =bd =0.87 in2 Use 2 # 6 each side of column
Sheet Updated 4/17/18
0.0033
Design Code is 2015 IBC
63.8
0.0113
DRILLED PIER REINFORCING DESIGN
Transform area of circle into equivalent rectangle.
Diameter = D
=29.5 in
Diameter of reinforcing bars
0.0011
A r e a
p e r
b a r
s i z e
R e q u i r e d
#
o f
b a r s
p e r
s i z e
h=0.8D
D
Abg
8.0
43
341 L
x
L
xMMox
229.0
)12(
bd
M
bd
MK ft
in
uu
u
y
c
F
f '319.0 1max
yy
c
FF
f 200;'3maxmin
calc3
4
min
2
""3 bdhd
y
c
uc
F
f
Kf '425.011')85.0(
97
98
General Footing
CARUSO TURLEY SCOTTLic. # : KW-06000624
DESCRIPTION:Wind Up
Caruso Turley Scott, Inc.
1215 W. Rio Salado Parkway #200
Tempe, AZ 85281
(480) 774-1700
(480) 774-1701
www.ctsaz.com
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17
File: Spread Footing.ec6
Project Title:Engineer:Project ID:
Printed: 29 SEP 2020, 9:01AM
Project Descr:
Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2015
General Information
Material Properties Soil Design Values 1.50
Analysis Settings
150.0ksiYes ksfAllowable Soil Bearing ==2.5060.03,122.0145.0 =0.30
Flexure =0.90
Shear =
Values
0.00180
2.0
Soil Passive Resistance (for Sliding)
1.0 =
Increases based on footing plan dimension
Add Pedestal Wt for Soil Pressure No:
Use Pedestal wt for stability, mom & shear No:
Allowable pressure increase per foot of depth
=ksfwhen max. length or width is greater than =ft
:
=
Add Ftg Wt for Soil Pressure Yes
Yes:Use ftg wt for stability, moments & shears
when footing base is below ft
pcf
Increase Bearing By Footing Weight =pcf
Min. Overturning Safety Factor =: 1
Increases based on footing Depth0.750
=
Soil/Concrete Friction Coeff.Ec : Concrete Elastic Modulus
=
=Footing base depth below soil surface ft=Allow press. increase per foot of depth ksf
=
: 11.0Min. Sliding Safety Factor =
=
Concrete Density
=
Min Allow % Temp Reinf.
ksif'c : Concrete 28 day strengthfy : Rebar Yield ksi
Min Steel % Bending Reinf.
#
Dimensions
Width parallel to X-X Axis 11.0 ft
Length parallel to Z-Z Axis
=
6.0 ft
Load location offset from footing center...
ex : Prll to X-X Axis -42 in=
in=
=Pedestal dimensions...px : parallel to X-X Axis 15.750 inpz : parallel to Z-Z Axis 8.0 inHeight==
0.50 in
Footing Thickness
=
24.0 in=
Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0
Reinforcing
#
Bars parallel to X-X Axis
Reinforcing Bar Size
=
6Number of Bars =8
Bars parallel to Z-Z Axis
Reinforcing Bar Size =6Number of Bars =13.0
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
Bars along Z-Z Axis
# Bars required within zone 70.6 %
# Bars required on each side of zone 29.4 %
Applied Loads
2.557 6.497 14.226 -6.626 -0.2190
D Lr
ksf
L S
P : Column LoadOB : Overburden =k
W E
M-zz
V-x ==k-1.169 -1.141V-z k-0.8780
41.145 -42.496M-xx =6.530 k-ft=29.207 k-ft-0.5560-8.908
H
=
99
General Footing
CARUSO TURLEY SCOTTLic. # : KW-06000624
DESCRIPTION:Wind Up
Caruso Turley Scott, Inc.
1215 W. Rio Salado Parkway #200
Tempe, AZ 85281
(480) 774-1700
(480) 774-1701
www.ctsaz.com
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17
File: Spread Footing.ec6
Project Title:Engineer:Project ID:
Printed: 29 SEP 2020, 9:01AM
Project Descr:
PASS 6.434 Sliding - X-X 0.7014 k 4.513 k +0.60D+0.60W
PASS 11.649 Sliding - Z-Z 0.6146 k 7.159 k +0.60D+0.70E
DESIGN SUMMARY Design OK
Governing Load CombinationMin. Ratio Item Applied Capacity
PASS 0.3546 Soil Bearing 0.6348 ksf 1.790 ksf +D+S about Z-Z axis
PASS 4.912 Overturning - X-X 7.950 k-ft 39.055 k-ft +0.60D+0.70E
PASS 2.011 Overturning - Z-Z 34.881 k-ft 70.148 k-ft +0.60D+0.60W
PASS 3.275 Uplift -3.976 k 13.018 k +0.60D+0.60W
PASS 0.2097 Z Flexure (+X)11.243 k-ft/ft 53.618 k-ft/ft +1.20D+1.60S
PASS 0.009267 Z Flexure (-X)0.4969 k-ft/ft 53.618 k-ft/ft +1.20D+1.60S+0.50W
PASS 0.02916 X Flexure (+Z)1.391 k-ft/ft 47.708 k-ft/ft +1.20D+1.60S
PASS 0.02916 X Flexure (-Z)1.391 k-ft/ft 47.708 k-ft/ft +1.20D+1.60S
PASS 0.1173 1-way Shear (+X)8.801 psi 75.0 psi +1.20D+1.60S
PASS 0.0 1-way Shear (-X)0.0 psi 0.0 psi n/a
PASS 0.01864 1-way Shear (+Z)1.398 psi 75.0 psi +1.20D+1.60S
PASS 0.01864 1-way Shear (-Z)1.398 psi 75.0 psi +1.20D+1.60S
PASS n/a 2-way Punching 8.306 psi 75.0 psi +1.20D+1.60S
100
General Footing
CARUSO TURLEY SCOTTLic. # : KW-06000624
DESCRIPTION:Wind Down
Caruso Turley Scott, Inc.
1215 W. Rio Salado Parkway #200
Tempe, AZ 85281
(480) 774-1700
(480) 774-1701
www.ctsaz.com
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17
File: Spread Footing.ec6
Project Title:Engineer:
Project ID:
Printed: 29 SEP 2020, 8:56AM
Project Descr:
Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2015
General Information
Material Properties Soil Design Values 1.50
Analysis Settings
150.0ksiYes ksfAllowable Soil Bearing ==2.5060.03,122.0145.0 =0.30
Flexure =0.90
Shear =
Values
0.00180
2.0
Soil Passive Resistance (for Sliding)
1.0 =
Increases based on footing plan dimension
Add Pedestal Wt for Soil Pressure No:
Use Pedestal wt for stability, mom & shear No:
Allowable pressure increase per foot of depth
=ksfwhen max. length or width is greater than =ft
:
=
Add Ftg Wt for Soil Pressure Yes
Yes:Use ftg wt for stability, moments & shears
when footing base is below ft
pcf
Increase Bearing By Footing Weight
=pcf
Min. Overturning Safety Factor =: 1
Increases based on footing Depth0.750
=
Soil/Concrete Friction Coeff.
Ec : Concrete Elastic Modulus
=
=Footing base depth below soil surface ft=Allow press. increase per foot of depth ksf
=
: 11.0Min. Sliding Safety Factor =
=
Concrete Density
=
Min Allow % Temp Reinf.
ksif'c : Concrete 28 day strengthfy : Rebar Yield ksi
Min Steel % Bending Reinf.
#
Dimensions
Width parallel to X-X Axis 8.0 ft
Length parallel to Z-Z Axis
=
4.0 ft
Load location offset from footing center...ex : Prll to X-X Axis -24 in=
in=
=Pedestal dimensions...px : parallel to X-X Axis 15.750 inpz : parallel to Z-Z Axis 8.0 inHeight==
0.50 in
Footing Thickness
=
24.0 in=
Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0
Reinforcing
#
Bars parallel to X-X Axis
Reinforcing Bar Size
=
6Number of Bars =5
Bars parallel to Z-Z Axis
Reinforcing Bar Size =6Number of Bars =10
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
Bars along Z-Z Axis
# Bars required within zone 66.7 %
# Bars required on each side of zone 33.3 %
Applied Loads
2.557 6.497 14.228 6.628
D Lr
ksf
L S
P : Column LoadOB : Overburden =k
W E
M-zz
V-x ==k1.168V-z k
41.145 39.061M-xx =6.530 k-ft=29.207 k-ft11.571
H
=
101
General Footing
CARUSO TURLEY SCOTTLic. # : KW-06000624
DESCRIPTION:Wind Down
Caruso Turley Scott, Inc.
1215 W. Rio Salado Parkway #200
Tempe, AZ 85281
(480) 774-1700
(480) 774-1701
www.ctsaz.com
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17
File: Spread Footing.ec6
Project Title:Engineer:
Project ID:
Printed: 29 SEP 2020, 8:56AM
Project Descr:
PASS 6.455 Sliding - X-X 0.7008 k 4.524 k +0.60D+0.60W
PASS n/a Sliding - Z-Z 0.0k 0.0k No Sliding
DESIGN SUMMARY Design OK
Governing Load CombinationMin. Ratio Item Applied Capacity
PASS 0.7514 Soil Bearing 1.345 ksf 1.790 ksf +D+0.750S+0.450W about Z-Z axis
PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning
PASS 1.922 Overturning - Z-Z 28.785 k-ft 55.338 k-ft +0.60D+0.60W
PASS n/a Uplift 0.0k 0.0k No Uplift
PASS 0.3912 Z Flexure (+X)19.704 k-ft/ft 50.374 k-ft/ft +1.20D+1.60S+0.50W
PASS 0.006262 Z Flexure (-X)0.3155 k-ft/ft 50.374 k-ft/ft +1.20D+1.60S
PASS 0.02511 X Flexure (+Z)1.265 k-ft/ft 50.374 k-ft/ft +1.20D+1.60S+0.50W
PASS 0.02511 X Flexure (-Z)1.265 k-ft/ft 50.374 k-ft/ft +1.20D+1.60S+0.50W
PASS 0.2621 1-way Shear (+X)19.659 psi 75.0 psi +1.20D+1.60S+0.50W
PASS 0.0 1-way Shear (-X)0.0 psi 0.0 psi n/a
PASS n/a 1-way Shear (+Z)0.0 psi 75.0 psi n/a
PASS n/a 1-way Shear (-Z)0.0 psi 75.0 psi n/a
PASS n/a 2-way Punching 8.148 psi 75.0 psi +1.20D+1.60S+0.50W
102
Job Name: Bell Black Office Solar Canopy .
Job No.: 20-0776 Sheet No.:.
By: PMP Date: Oct-20 .
Axial (lb)Moment (lb-ft)
DL Maximum =2557 6530
Lr Maximum =6497 29207
S Maximum =14228 41145
W Maximum =6628 39061
W Uplift Maximum =-6626 -47108
Column Dimension (Moment)=15.75 in
Column Dimension (Rebar Length)=8 in
Axial (lb)Moment (lb-ft)
1.2D + 1.6(Lr or S)+0.5W=29147 93198.5
1.2D + 0.5(Lr or S)+1.0W=16810 67469.5
0.9D-1.0W =-4325 -20821.7
Governing =29147 93198.5 = 1.0 for normal weight concrete
t = > 12” of fresh concrete below,t = 1.3. For all others,t = 1.0.
85582 lb e = for uncoated and zinc-coated (galvanized) reinforcement,e = 1.0.
s = For #6 and smaller bars and deformed wires,s = 0.8.
Avf = Vu =85582 lb = 0.68 in2 s = For #7 and larger bars,s = 1.0.f'c =2500 psi
2 fy (2)(0.75)(fy)(1.4)t e = need not be greater than 1.7.fy =60000 psi
2.5 (Based on commentary R12.2)
4 4 0.79 14 6
3 5 0.92 18 8
2 6 0.88 22 11
2 7 1.20 32 15
1 8 0.79 36 19
1 9 0.99 41 24
USE 4 #6 x 41" LONG BARS (2 BARS PER SIDE OF COLUMN)
SPREAD FOOTING REINFORCING DESIGN
Hooked Bar Length
Beyond Face of Column
(in)
Strength Design Load Combinations
70
63
No. of Bars per Column
Side (Total is double
this amount)Bar #As (in2)ld (in)Min Length of Straight Bar
reduced by Asreqd/Asprovided (in)
33
35
41
44
b
b
trb
set
c
y
d d
d
Kcf
fl '40
3
&R
103
57104
58105
59106
60107