B23-0686 - 31761 LA NOVIA AVE12/12/2024
CIP 24205
786741HARDING DEV. INC
17842 MITCHELL N. #200
IRVINE, CA 92614 WINDMILL
Letter of Transmittal
3707 W Garden Grove Blvd. Suite 100, Orange, CA 92868
phone 714.568.1010 fax 714.568.1028 www.csgengr.com
To: City of San Juan Capistrano Date Completed: 8/28/2023 Review #:3
32400 Paseo Adelanto Date Received:
San Juan Capistrano, Ca. 92675 CSG #: 4307216
Attn: Building Division Agency Plan Check #: B23-0686
Job Address:
LA NOVIA AVE X SAN JUAN
CREEK RD
Job Description:
E-PLAN FOR STRUCTURAL PLAN CHECK FOR LANDSCAPE, IRRIGATION & HARDSCAPE FOR LA NOVIA
PASSIVE PARK
Status: Plan is ready for permit issuance for the following:
X Plan is approved. Architectural Energy
Plan is approved with redlines. See remarks. Structural Other:
Plan is approved with redlines and conditions. See remarks. Plumbing
Plan requires corrections. See attached list. Electrical
Mechanical
We have reviewed the following documents ( X Digital only):
X Plans Truss Calculations
X Structural Calculations Energy Calculations
Soil Report Specifications
Geotechnical Review Letter Special Inspection Form(s)
Other:
Special items to note:
Plan has been stamped and signed by CSG
Environmental Health Services approval required
Special inspection required for
Hardship Form included
Remarks:
From: Chi Yang/Mike Teenmant
CSG Consultants Inc. (714) 568-1010
June 7, 2023 Attention: Address Coordinator
RE: NEW ADDRESS NOTIFICATION FOR 31761 LA NOVIA AVE,
SAN JUAN CAPISTRANO, CA 92675 Please be advised that the City of San Juan Capistrano has reassigned suite addresses at 31761 LA NOVIA AVE per CITY OF SAN JUAN CAPISTRANO’S request. Existing/Prior Address(es): N/A
New Address(es): 31761 LA NOVIA AVE
Mailing Industry Detail: San Juan Capistrano, CA 92675
Legal Description: SEC 6 T 8 R 7 POR SE1/4
Address Type: PARK
Deliverable Address(es): NO
Assessor’s Parcel Number (APN): 666-011-21
Reason for Change: NEW ADDRESS FOR CITY OWNED PARK
Effective Date: 6/7/2023
Sincerely,
Camilo Jimenez
Permit Technician City of San Juan Capistrano 32400 Paseo Adelanto San Juan Capistrano, CA 92675 949-443-6345 CJimenez@SanJuanCapistrano.org
6 7 23
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ADDRESS ASSIGNMENT31761 LA NOVIA AVENUE
NEW ADDRESS31761 LA NOVIA AVE
23
Date Signed: 6-14-2023
CSG 08/28/23
B23-0686 V3
PERMIT NUMBER:
JOB ADDRESS:
FOR OFFICE USE ONLY
DEPARTMENT APPROVALS REQUIRED:
BUILDING:
PLANNING:
PUBLIC WORKS:
SMWD:
OCFA:
YES
YES
YES
YES
YES
NO
NO
NO
NO
NO
INSTRUCTIONS: 1.Submit 3 sets of only the revised sheets stapled into sets
(do not submit complete set of plans)
2.“CLOUD” the proposed changes on the drawings.
3.Note the page number(s) on which the revision(s) occur.
4.Provide description of proposed changes.
DESCRIPTION OF PROPOSED CHANGES:
PAGE #
1 .
2 .
3 .
4 .
5 .
APPLICANT SIGNATURE DATE
BUILDING REVISION FEE:TOTAL PLAN CHECKER REVIEW TIME:
$86.93/HOUR - 1 HOUR MINIMUM – Per table 3.A.1 HOURS
FOR OFFICE USE ONLY
APPROVED BY: DATE:
COMPANY NAME:
EMAIL ADDRESS
CONTACT PHONE #:
( )
APPLICANT NAME:
City of San Juan Capistrano
DeDevelopment Services Department
32400 Paseo Adelanto
San Juan Capistrano, CA 92675
Phone: (949) 443-6347
Email: building@sanjuancapistrano.org
www.sanjuancapistrano.org/building
REVISION / DEFERRED SUBMITTAL
ADDING NEW M/E/P? :
REVISION #:
PLAN REVIEWER:
SUBMITTAL DATE:
TARGET DATE:
YES NO
FOR OFFICE USE ONLY
1
CSG
09/14/23
09/22/23
X XXXX
PAUL MESHKIN
2
CSG 10/25/23
Letter of Transmittal
3707 W Garden Grove Blvd. Suite 100, Orange, CA 92868
phone 714.568.1010 fax 714.568.1028 www.csgengr.com
To: City of San Juan Capistrano Date Completed: 10/25/2023 Review #:3
32400 Paseo Adelanto Date Received:
San Juan Capistrano, Ca. 92675 CSG #: 4313000
Attn: Building Division Agency Plan Check #: B23-0686
Job Address:
LA NOVIA AVE X SAN JUAN
CREEK RD
Job Description:
REVISION TO CSG 4307216 - STRUCTURAL PLAN CHECK FOR WINDMILL
Status: Plan is ready for permit issuance for the following:
X Plan is approved. Architectural Energy
Plan is approved with conditions. See remarks. Structural Other:
Plan is approved with redlines. See remarks. Plumbing
Plan is approved with redlines and conditions. See remarks. Electrical
Plan requires corrections. See attached list. Mechanical
We have reviewed the following documents ( X Digital only):
X Plans Truss Calculations
X Structural Calculations Energy Calculations
Soil Report Specifications
Geotechnical Review Letter Special Inspection Form(s)
Other:
Special items to note:
Plan has been stamped and signed by CSG
Environmental Health Services approval required
Special inspection required for
Hardship Form included
Remarks:
1st Review: 1.25 hours; 2nd Review: 0.5 hr; 3rd Review: 0.25 hr.
From: Chi Yang
CSG Consultants Inc. (714) 568-1010
LAT/LONG: 33.501,-117.648
WOOD:
TIMBERS
UNLESS OTHERWISE NOTED, SOLID SAWN TIMBER SHALL BE #1 OR BETTER DOUGLAS FIR, SIZED TO
THE FULL STATED DIMENSION.
STEEL PLATES AND BOLTS
UNLESS OTHERWISE CALLED OUT IN JOINERY DETAILS, STEEL PLATES SHALL BE A36 STEEL OR
EQUIVALENT, CONNECTED WITH A307B OR STRONGER BOLTS, FINISHED PER THE CLIENT
SPECIFICATIONS. WELDS ON ALL PLATES SHALL BE MADE WITH E70xx ELECTRODES.
WINDMILL:
THE WINDMILL MOTOR IS AN 8' AEROMOTOR MOUNTED TO THE TOP OF A WOOD FRAMED TOWER.
THE MOTOR IS NOT ATTACHED TO ANY PUMPING/WORKING EQUIPMENT (DESIGNED FOR
FREE-SPINNING CONDITION).
THIS DOCUMENT CONTAINS ELECTRONIC
SIGNATURES APPLIED BY THE DESIGN
PROFESSIONAL OF RECORD.
NOEXCEPTIONTAKEN NOEXCEPTIONTAKEN
REJECTED SUBJECTTONOTEON
REVISE&RESUBMIT SUBMITTALSORDRAWINGS
Checking is only for general conformance with the design
concept of the project and general compliance with the
information given in the contract documents.ny action
shown is subject to the requirements of the plans and
specifications. Contractor is responsible for dimensions
which shall be confirmed and correlated at the job site;
fabrication processes and techniques of construction;
coordination of the work with that of all other trades; and
the satisfactory performanceofhiswork.
By:__________________________ Date:___________
CSG 10/25/23
B23-0686 REV 1 V3
LAT/LONG: 33.501,-117.648
THIS DOCUMENT CONTAINS ELECTRONIC
SIGNATURES APPLIED BY THE DESIGN
PROFESSIONAL OF RECORD.
NOEXCEPTIONTAKEN NOEXCEPTIONTAKEN
REJECTED SUBJECTTONOTEON
REVISE&RESUBMIT SUBMITTALSORDRAWINGS
Checking is only for general conformance with the design
concept of the project and general compliance with the
information given in the contract documents.ny action
shown is subject to the requirements of the plans and
specifications. Contractor is responsible for dimensions
which shall be confirmed and correlated at the job site;
fabrication processes and techniques of construction;
coordination of the work with that of all other trades; and
thesatisfactoryperformanceofhiswork.
By:__________________________ Date:___________
LAT/LONG: 33.501,-117.648
THIS DOCUMENT CONTAINS ELECTRONIC
SIGNATURES APPLIED BY THE DESIGN
PROFESSIONAL OF RECORD.
NOEXCEPTIONTAKEN NOEXCEPTIONTAKEN
REJECTED SUBJECTTONOTEON
REVISE&RESUBMIT SUBMITTALSORDRAWINGS
Checking is only for general conformance with the design
concept of the project and general compliance with the
information given in the contract documents.ny action
shown is subject to the requirements of the plans and
specifications. Contractor is responsible for dimensions
which shall be confirmed and correlated at the job site;
fabrication processes and techniques of construction;
coordination of the work with that of all other trades; and
thesatisfactoryperformance ofhiswork.
By:__________________________ Date:___________
DATE: 26 Sept 2023
THIS DOCUMENT INCLUDES AN
ELECTRONIC SIGNATURE APPLIED
BY THE DESIGN PROFESSIONAL.
NOEXCEPTIONTAKEN NOEXCEPTIONTAKEN
REJECTED SUBJECTTONOTEON
REVISE&RESUBMIT SUBMITTALSORDRAWINGS
Checking is only for general conformance with the design
concept of the project and general compliance with the
information given in the contract documents.ny action
shown is subject to the requirements of the plans and
specifications. Contractor is responsible for dimensions
which shall be confirmed and correlated at the job site;
fabrication processes and techniques of construction;
coordination of the work with that of all other trades; and
thesatisfactoryperformance ofhiswork.
By:__________________________ Date:___________
C
Fire Tower Engineered Timber
104 5th Street Calumet, MI 49913 USA
+1 401 654 4600
Page:1/35
Sheet:1
MODEL
Date:9/7/2023 Project: Big Sky RFEM Model: 22ft tower
FE MESH SETTINGSFE MESH SETTINGS
General Target length of finite elements I FE :1.64 ft
Maximum distance between a node and a line : 0.00 ft
to integrate it into the line
Maximum number of mesh nodes (in thousands): 500
Members Number of divisions of members with cable,:10
elastic foundation, taper, or plastic characteristic
Activate member divisions for large deformation
or post-critical analysis
Use division also for straight members,: Target length LFE of finite elements
which are not integrated in surfaces, with
Minimum number of member divisions : 2
Use division for members with node lying on them
Surfaces Maximum ratio of FE rectangle diagonals D :1.80
Maximum out-of-plane inclination of two finite : 0.50 °
elements
Shape direction of finite elements : Triangles and quadrangles
1.3 MATERIALS1.3 MATERIALS
Matl.Modulus Modulus Poisson's Ratio Spec. Weight Coeff. of Th. Exp Partial Factor Material
No.E [ksi]G [ksi] [-] [lbf/ft3] [1/°F]M [-]Model
1 Douglas Fir-Larch (WCLIB GRA), 5“x5“ and Larger, Posts and Timbers, No.1 | ANSI/AWC NDS-2018
1600.000 100.000 7.000 34.87 2.78E-06 1.00 Isotropic Linear
Elastic
2 Douglas Fir-Larch, 2“-4“ Thick, 2“ and Wider, No.1 and Btr | ANSI/AWC NDS-2018
1800.000 112.500 7.000 34.87 2.78E-06 1.00 Isotropic Linear
Elastic
1.7 NODAL SUPPORTS1.7 NODAL SUPPORTS
Support Column Support Conditions
No.Nodes No.Axis System in Z uX uY uZ X Y Z
1 2,14,19,20 Global X,Y,Z
1.13 CROSS-SECTIONS1.13 CROSS-SECTIONS
Section Matl.J [in4]Iy [in4]Iz [in4]Principal Axes Rotation Overall Dimensions [in]
No.No.A [in2]Ay [in2]Az [in2] [°]' [°]Width b Height h
1 T-Rectangle 5/5
1 87.9 52.1 52.1 0.00 0.00 5.00 5.00
25.0 20.8 20.8
2 Dimension Lumber 2x6 | ANSI/AWC NDS-2015
2 5.1 20.8 1.5 0.00 0.00 1.50 5.50
8.2 6.9 6.9
T-Rectangle 5/5 Dimension Lumber...
1.14 MEMBER HINGES1.14 MEMBER HINGES
Release Reference Axial/Shear Release or Spring[kip/ft]Moment Release or Spring[kipft/rad]
No.System ux/Px uy/Py uz/Pz x/Mx y/My z/Mz Comment
1 Local x,y,z 1.000
2 Global X,Y,Z Scissors Scissors Scissors
1.17 MEMBERS1.17 MEMBERS
Mbr.Line Rotation Cross-Section Hinge No.Ecc.Div.Length
No.No.Member Type [°]Start End Start End No.No.L [ft]
1 1 Beam Angle 45.00 1 1 ----3.02
2 18 Beam Angle 45.00 1 1 ----3.02
3 27 Beam Angle 45.00 1 1 ----3.02
4 36 Beam Angle 45.00 1 1 ----3.02
5 2 Beam Angle 0.00 2 2 1 1 --4.23 Y
6 3 Beam Angle 0.00 2 2 1 1 --2.77 Y
7 4 Beam Angle 0.00 2 2 1 1 --1.65 Y
8 6 Beam Angle 0.00 2 2 1 2 --4.46
9 7 Beam Angle 0.00 2 2 1 ---3.43
10 8 Beam Angle 0.00 2 2 1 2 --2.04
11 9 Beam Angle 0.00 2 2 1 ---2.92
12 10 Beam Angle 0.00 2 2 1 ---2.92
RFEM 5.30.01 - General 3D structures solved using FEM www.dlubal.com
Fire Tower Engineered Timber
104 5th Street Calumet, MI 49913 USA
+1 401 654 4600
Page:2/35
Sheet:1
MODEL
Date:9/7/2023 Project: Big Sky RFEM Model: 22ft tower
1.17 MEMBERS1.17 MEMBERS
Mbr.Line Rotation Cross-Section Hinge No.Ecc.Div.Length
No.No.Member Type [°]Start End Start End No.No.L [ft]
13 11 Beam Angle 0.00 2 2 1 2 --2.04
14 12 Beam Angle 0.00 2 2 1 ---3.43
15 13 Beam Angle 0.00 2 2 1 2 --4.46
16 14 Beam Angle 0.00 2 2 1 1 --1.65 X
17 15 Beam Angle 0.00 2 2 1 1 --2.77 X
18 16 Beam Angle 0.00 2 2 1 1 --4.23 X
19 19 Beam Angle 0.00 2 2 1 2 --2.92
20 20 Beam Angle 0.00 2 2 1 ---2.04
21 21 Beam Angle 0.00 2 2 1 2 --3.43
22 22 Beam Angle 0.00 2 2 1 ---4.46
23 23 Beam Angle 0.00 2 2 1 1 --1.65 Y
24 24 Beam Angle 0.00 2 2 1 1 --2.77 Y
25 25 Beam Angle 0.00 2 2 1 1 --4.23 Y
26 28 Beam Angle 0.00 2 2 1 2 --2.92
27 29 Beam Angle 0.00 2 2 1 ---2.04
28 30 Beam Angle 0.00 2 2 1 2 --3.43
29 31 Beam Angle 0.00 2 2 1 ---4.46
30 32 Beam Angle 0.00 2 2 1 1 --1.65 X
31 33 Beam Angle 0.00 2 2 1 1 --2.77 X
32 34 Beam Angle 0.00 2 2 1 1 --4.23 X
33 5 Beam Angle 0.00 1 1 1 1 --0.98 Y
34 17 Beam Angle 0.00 1 1 1 1 --0.98 X
35 26 Beam Angle 0.00 1 1 1 1 --0.98 Y
36 35 Beam Angle 0.00 1 1 1 1 --0.98 X
37 62 Beam Angle 45.00 1 1 ----5.03
38 63 Beam Angle 45.00 1 1 ----6.54
39 64 Beam Angle 45.00 1 1 ----3.27
40 58 Beam Angle 45.00 1 1 ----5.03
41 59 Beam Angle 45.00 1 1 ----6.54
42 60 Beam Angle 45.00 1 1 ----3.27
43 43 Beam Angle 45.00 1 1 ----5.03
44 44 Beam Angle 45.00 1 1 ----6.54
45 45 Beam Angle 45.00 1 1 ----3.27
46 38 Beam Angle 45.00 1 1 ----5.03
47 39 Beam Angle 45.00 1 1 ----6.54
48 40 Beam Angle 45.00 1 1 ----3.27
49 50 Beam Angle 0.00 2 2 2 1 --2.92
50 53 Beam Angle 0.00 2 2 -1 --2.04
51 55 Beam Angle 0.00 2 2 2 1 --3.43
52 52 Beam Angle 0.00 2 2 -1 --4.46
53 54 Beam Angle 0.00 2 2 -1 --4.46
54 56 Beam Angle 0.00 2 2 2 1 --3.43
55 57 Beam Angle 0.00 2 2 -1 --2.04
56 49 Beam Angle 0.00 2 2 2 1 --2.92
57 51 Beam Angle 0.00 2 2 2 1 --4.46
58 61 Beam Angle 0.00 2 2 -1 --3.43
59 47 Beam Angle 0.00 2 2 2 1 --2.04
60 48 Beam Angle 0.00 2 2 -1 --2.92
61 41 Beam Angle 0.00 2 2 2 1 --4.46
62 37 Beam Angle 0.00 2 2 -1 --3.43
63 42 Beam Angle 0.00 2 2 2 1 --2.04
64 46 Beam Angle 0.00 2 2 -1 --2.92
65 65 Rigid Member Angle 0.00 0 0 1 ---0.70 XY
66 66 Rigid Member Angle 0.00 0 0 1 ---0.70 XY
67 68 Rigid Member Angle 0.00 0 0 -1 --0.70 XY
68 67 Rigid Member Angle 0.00 0 0 -1 --0.70 XY
2.1 LOAD CASES2.1 LOAD CASES
Load Load Case Self-Weight - Factor in Direction ASCE 7-16 NDS (Wood)
Case Description Action Category Active X Y Z Load Duration
LC1 D Dead 0.000 0.000 -1.000 Permanent
LC2 W Wind Instantaneous
LC3 Ex Earthquake, horizontal Instantaneous
2.1.1 LOAD CASES - CALCULATION PARAMETERS2.1.1 LOAD CASES - CALCULATION PARAMETERS
Load Load Case
Case Description Calculation Parameters
LC1 D Method of analysis :Geometrically linear analysis
Method for solving system of
nonlinear algebraic equations
:Newton-Raphson
Activate stiffness factors of::Cross-sections (factor for J, Iy, Iz, A, Ay, Az)
:Members (factor for GJ, EIy, EIz, EA, GAy, GAz)
LC2 W Method of analysis :Geometrically linear analysis
Method for solving system of
nonlinear algebraic equations
:Newton-Raphson
Activate stiffness factors of::Cross-sections (factor for J, Iy, Iz, A, Ay, Az)
:Members (factor for GJ, EIy, EIz, EA, GAy, GAz)
LC3 Ex Method of analysis :Geometrically linear analysis
Method for solving system of
nonlinear algebraic equations
:Newton-Raphson
RFEM 5.30.01 - General 3D structures solved using FEM www.dlubal.com
Fire Tower Engineered Timber
104 5th Street Calumet, MI 49913 USA
+1 401 654 4600
Page:3/35
Sheet:1
LOADS
Date:9/7/2023 Project: Big Sky RFEM Model: 22ft tower
2.1.1 LOAD CASES - CALCULATION PARAMETERS2.1.1 LOAD CASES - CALCULATION PARAMETERS
Load Load Case
Case Description Calculation Parameters
Activate stiffness factors of::Cross-sections (factor for J, Iy, Iz, A, Ay, Az)
:Members (factor for GJ, EIy, EIz, EA, GAy, GAz)
2.5 LOAD COMBINATIONS2.5 LOAD COMBINATIONS
Load Load Combination
Combin.DS Description No.Factor Load Case
CO1 -D 1 1.00 LC1 D
CO2 -D + 0.6W 1 1.00 LC1 D
2 0.60 LC2 W
CO3 -0.6D + 0.6W 1 0.60 LC1 D
2 0.60 LC2 W
CO4 -D + 0.7Eh 1 1.00 LC1 D
2 0.70 LC3 Ex
CO5 -0.6D + 0.7Eh 1 0.60 LC1 D
2 0.70 LC3 Ex
2.5.2 LOAD COMBINATIONS - CALCULATION PARAMETERS2.5.2 LOAD COMBINATIONS - CALCULATION PARAMETERS
Load
Combin.Description Calculation Parameters
CO1 D Method of analysis :Second order analysis (P-Delta)
Method for solving system of
nonlinear algebraic equations
:Picard
Options :Consider favorable effects due to tension
:Refer internal forces to deformed system for:
Normal forces N
Shear forces Vy and Vz
Moments My, Mz and MT
Activate stiffness factors of::Materials (partial factor M)
:Cross-sections (factor for J, Iy, Iz, A, Ay, Az)
:Members (factor for GJ, EIy, EIz, EA, GAy, GAz)
CO2 D + 0.6W Method of analysis :Second order analysis (P-Delta)
Method for solving system of
nonlinear algebraic equations
:Picard
Options :Consider favorable effects due to tension
:Refer internal forces to deformed system for:
Normal forces N
Shear forces Vy and Vz
Moments My, Mz and MT
Activate stiffness factors of::Materials (partial factor M)
:Cross-sections (factor for J, Iy, Iz, A, Ay, Az)
:Members (factor for GJ, EIy, EIz, EA, GAy, GAz)
CO3 0.6D + 0.6W Method of analysis :Second order analysis (P-Delta)
Method for solving system of
nonlinear algebraic equations
:Picard
Options :Consider favorable effects due to tension
:Refer internal forces to deformed system for:
Normal forces N
Shear forces Vy and Vz
Moments My, Mz and MT
Activate stiffness factors of::Materials (partial factor M)
:Cross-sections (factor for J, Iy, Iz, A, Ay, Az)
:Members (factor for GJ, EIy, EIz, EA, GAy, GAz)
CO4 D + 0.7Eh Method of analysis :Second order analysis (P-Delta)
Method for solving system of
nonlinear algebraic equations
:Picard
Options :Consider favorable effects due to tension
:Refer internal forces to deformed system for:
Normal forces N
Shear forces Vy and Vz
Moments My, Mz and MT
Activate stiffness factors of::Materials (partial factor M)
:Cross-sections (factor for J, Iy, Iz, A, Ay, Az)
:Members (factor for GJ, EIy, EIz, EA, GAy, GAz)
CO5 0.6D + 0.7Eh Method of analysis :Second order analysis (P-Delta)
Method for solving system of
nonlinear algebraic equations
:Picard
Options :Consider favorable effects due to tension
:Refer internal forces to deformed system for:
Normal forces N
Shear forces Vy and Vz
Moments My, Mz and MT
Activate stiffness factors of::Materials (partial factor M)
:Cross-sections (factor for J, Iy, Iz, A, Ay, Az)
:Members (factor for GJ, EIy, EIz, EA, GAy, GAz)
RFEM 5.30.01 - General 3D structures solved using FEM www.dlubal.com
Fire Tower Engineered Timber
104 5th Street Calumet, MI 49913 USA
+1 401 654 4600
Page:4/35
Sheet:1
LOADS
Date:9/7/2023 Project: Big Sky RFEM Model: 22ft tower
2.7 RESULT COMBINATIONS2.7 RESULT COMBINATIONS
Result
Combin Description Loading
RC1 CO1/p or to CO5
3.1 NODAL LOADS - BY COMPONENTS 3.1 NODAL LOADS - BY COMPONENTS
- COORDINATE SYSTEM- COORDINATE SYSTEM LC1: D
On Nodes Coordinate Force [kip]Moment [kipft]
No.No.System PX / PU PY / PV PZ / PW MX / MU MY / MV MZ / MW
1 29 0 | Global XYZ 0.000 0.000 -0.400 0.000 0.000 0.000
LC1
D
3.1 NODAL LOADS - BY COMPONENTS 3.1 NODAL LOADS - BY COMPONENTS
- COORDINATE SYSTEM- COORDINATE SYSTEM LC2: W
On Nodes Coordinate Force [kip]Moment [kipft]
No.No.System PX / PU PY / PV PZ / PW MX / MU MY / MV MZ / MW
1 29 0 | Global XYZ 0.000 0.353 0.000 0.000 0.000 0.000
LC2
W
3.15 GENERATED LOADS3.15 GENERATED LOADS LC2: W
No.Load Description
1 From Area Loads via Plane
Area load direction Global relative to the true area::
Area of load application
Area load magnitude :0.033 ksf
Boundary of the area load plane Corner nodes :2,14,13,1
Note :Each row in the drop
down list box denotes
one plane
Generated loads In X-direction :0.000 kip
In Y-direction : 1.034 kip
In Z-direction : 0.000 kip
Convert loads to members No.:1,2,12-18,34,37-42,
53-56
3.1 NODAL LOADS - BY COMPONENTS 3.1 NODAL LOADS - BY COMPONENTS
- COORDINATE SYSTEM- COORDINATE SYSTEM LC3: Ex
On Nodes Coordinate Force [kip]Moment [kipft]
No.No.System PX / PU PY / PV PZ / PW MX / MU MY / MV MZ / MW
1 29 0 | Global XYZ 0.000 0.201 0.000 0.000 0.000 0.000
LC3
Ex
3.15 GENERATED LOADS3.15 GENERATED LOADS LC3: Ex
No.Load Description
1 From Area Loads via Plane
Area load direction Global relative to the true area::
Area of load application
Area load magnitude :0.012 ksf
Boundary of the area load plane Corner nodes :2,14,13,1
Note :Each row in the drop
down list box denotes
one plane
Generated loads In X-direction :0.000 kip
In Y-direction : 0.374 kip
In Z-direction : 0.000 kip
Convert loads to members No.:1,2,12-18,34,37-42,
53-56
RFEM 5.30.01 - General 3D structures solved using FEM www.dlubal.com
Fire Tower Engineered Timber
104 5th Street Calumet, MI 49913 USA
+1 401 654 4600
Page:5/35
Sheet:1
RESULTS
Date:9/7/2023 Project: Big Sky RFEM Model: 22ft tower
4.0 RESULTS - SUMMARY4.0 RESULTS - SUMMARY
Description Value Unit Comment
Load Case LC1 - D
Sum of loads in X 0.000 kip
Sum of support reactions in X 0.000 kip
Sum of loads in Y 0.000 kip
Sum of support reactions in Y 0.000 kip
Sum of loads in Z -1.131 kip
Sum of support reactions in Z -1.131 kip Deviation 0.00%
Resultant of reactions about X 0.000 kipft At center of gravity of model (X:2.479, Y:2.479, Z:9.000 ft)
Resultant of reactions about Y 0.000 kipft At center of gravity of model
Resultant of reactions about Z 0.000 kipft At center of gravity of model
Max. displacement in X -0.003 in Member No. 22, x: 3.72 ft
Max. displacement in Y -0.003 in Member No. 29, x: 3.72 ft
Max. displacement in Z -0.001 in Member No. 33, x: 0.49 ft
Max. vector displacement 0.003 in Member No. 22, x: 3.72 ft
Max. rotation about X -0.1 mrad Member No. 64, x: 2.92 ft
Max. rotation about Y 0.1 mrad Member No. 19, x: 0.00 ft
Max. rotation about Z 0.1 mrad Member No. 19, x: 0.00 ft
Method of analysis Linear Geometrically linear analysis
Reduction of stiffness Cross-sections, Members, Surfaces
Number of load increments 1
Number of iterations 1
Maximum value of element of stiffness matrix on
diagonal
6.428E+14
Minimum value of element of stiffness matrix on
diagonal
5.205E+03
Stiffness matrix determinant 2.830E+8704
Infinity Norm 1.382E+15
Load Case LC2 - W
Sum of loads in X 0.000 kip
Sum of support reactions in X 0.000 kip
Sum of loads in Y 1.387 kip
Sum of support reactions in Y 1.387 kip Deviation 0.00%
Sum of loads in Z 0.000 kip
Sum of support reactions in Z 0.000 kip
Resultant of reactions about X -2.837 kipft At center of gravity of model (X:2.479, Y:2.479, Z:9.000 ft)
Resultant of reactions about Y 0.000 kipft At center of gravity of model
Resultant of reactions about Z 0.000 kipft At center of gravity of model
Max. displacement in X -0.006 in Member No. 15, x: 2.23 ft
Max. displacement in Y 0.326 in Member No. 53, x: 0.74 ft
Max. displacement in Z -0.033 in Member No. 15, x: 3.72 ft
Max. vector displacement 0.328 in Member No. 53, x: 0.74 ft
Max. rotation about X -7.8 mrad Member No. 15, x: 0.00 ft
Max. rotation about Y -0.3 mrad Member No. 56, x: 1.95 ft
Max. rotation about Z -3.8 mrad Member No. 56, x: 2.92 ft
Method of analysis Linear Geometrically linear analysis
Reduction of stiffness Cross-sections, Members, Surfaces
Number of load increments 1
Number of iterations 1
Maximum value of element of stiffness matrix on
diagonal
6.428E+14
Minimum value of element of stiffness matrix on
diagonal
5.205E+03
Stiffness matrix determinant 2.830E+8704
Infinity Norm 1.382E+15
Load Case LC3 - Ex
Sum of loads in X 0.000 kip
Sum of support reactions in X 0.000 kip
Sum of loads in Y 0.575 kip
Sum of support reactions in Y 0.575 kip Deviation 0.00%
Sum of loads in Z 0.000 kip
Sum of support reactions in Z 0.000 kip
Resultant of reactions about X -1.660 kipft At center of gravity of model (X:2.479, Y:2.479, Z:9.000 ft)
Resultant of reactions about Y 0.000 kipft At center of gravity of model
Resultant of reactions about Z 0.000 kipft At center of gravity of model
Max. displacement in X -0.002 in Member No. 15, x: 2.23 ft
Max. displacement in Y 0.121 in Member No. 15, x: 3.72 ft
Max. displacement in Z -0.012 in Member No. 15, x: 3.72 ft
Max. vector displacement 0.121 in Member No. 15, x: 3.72 ft
Max. rotation about X -2.8 mrad Member No. 15, x: 0.00 ft
Max. rotation about Y 0.1 mrad Member No. 12, x: 0.97 ft
Max. rotation about Z -1.3 mrad Member No. 56, x: 2.92 ft
Method of analysis Linear Geometrically linear analysis
Reduction of stiffness Cross-sections, Members, Surfaces
Number of load increments 1
Number of iterations 1
Maximum value of element of stiffness matrix on
diagonal
6.428E+14
Minimum value of element of stiffness matrix on
diagonal
5.205E+03
Stiffness matrix determinant 2.830E+8704
Infinity Norm 1.382E+15
Load Combination CO1 - D
Sum of loads in X 0.000 kip
Sum of support reactions in X 0.000 kip
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RESULTS
Date:9/7/2023 Project: Big Sky RFEM Model: 22ft tower
4.0 RESULTS - SUMMARY4.0 RESULTS - SUMMARY
Description Value Unit Comment
Sum of loads in Y 0.000 kip
Sum of support reactions in Y 0.000 kip
Sum of loads in Z -1.131 kip
Sum of support reactions in Z -1.131 kip Deviation 0.00%
Resultant of reactions about X 0.0 kipft At center of gravity of model (X:2.5, Y:2.5, Z:9.0 ft)
Resultant of reactions about Y 0.0 kipft At center of gravity of model
Resultant of reactions about Z 0.0 kipft At center of gravity of model
Max. displacement in X -0.003 in Member No. 22, x: 3.72 ft
Max. displacement in Y -0.003 in Member No. 29, x: 3.72 ft
Max. displacement in Z -0.001 in Member No. 33, x: 0.49 ft
Max. vector displacement 0.003 in Member No. 22, x: 3.72 ft
Max. rotation about X -0.1 mrad Member No. 26, x: 0.00 ft
Max. rotation about Y 0.1 mrad Member No. 19, x: 0.00 ft
Max. rotation about Z 0.1 mrad Member No. 19, x: 0.00 ft
Method of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)
Internal forces referred to deformed system for...N, Vy, Vz, My, Mz, MT
Reduction of stiffness Materials, Cross-sections, Members, Surfaces
Consider favorable effects of tensile forces
Divide results by CO factor
Number of load increments 1
Number of iterations 3
Maximum value of element of stiffness matrix on
diagonal
6.428E+14
Minimum value of element of stiffness matrix on
diagonal
5.205E+03
Stiffness matrix determinant 2.433E+8704
Infinity Norm 1.382E+15
Load Combination CO2 - D + 0.6W
Sum of loads in X -0.000 kip
Sum of support reactions in X 0.000 kip
Sum of loads in Y 0.832 kip
Sum of support reactions in Y 0.832 kip Deviation 0.00%
Sum of loads in Z -1.131 kip
Sum of support reactions in Z -1.131 kip Deviation 0.00%
Resultant of reactions about X -1.7 kipft At center of gravity of model (X:2.5, Y:2.5, Z:9.0 ft)
Resultant of reactions about Y 0.0 kipft At center of gravity of model
Resultant of reactions about Z 0.0 kipft At center of gravity of model
Max. displacement in X -0.003 in Member No. 15, x: 2.23 ft
Max. displacement in Y 0.197 in Member No. 15, x: 3.72 ft
Max. displacement in Z -0.020 in Member No. 15, x: 3.72 ft
Max. vector displacement 0.198 in Member No. 15, x: 3.72 ft
Max. rotation about X -4.7 mrad Member No. 15, x: 0.00 ft
Max. rotation about Y -0.2 mrad Member No. 56, x: 1.95 ft
Max. rotation about Z -2.3 mrad Member No. 56, x: 2.92 ft
Method of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)
Internal forces referred to deformed system for...N, Vy, Vz, My, Mz, MT
Reduction of stiffness Materials, Cross-sections, Members, Surfaces
Consider favorable effects of tensile forces
Divide results by CO factor
Number of load increments 1
Number of iterations 3
Maximum value of element of stiffness matrix on
diagonal
6.428E+14
Minimum value of element of stiffness matrix on
diagonal
5.205E+03
Stiffness matrix determinant 2.343E+8704
Infinity Norm 1.382E+15
Load Combination CO3 - 0.6D + 0.6W
Sum of loads in X 0.000 kip
Sum of support reactions in X 0.000 kip
Sum of loads in Y 0.832 kip
Sum of support reactions in Y 0.832 kip Deviation 0.00%
Sum of loads in Z -0.679 kip
Sum of support reactions in Z -0.679 kip Deviation 0.00%
Resultant of reactions about X -1.7 kipft At center of gravity of model (X:2.5, Y:2.5, Z:9.0 ft)
Resultant of reactions about Y 0.0 kipft At center of gravity of model
Resultant of reactions about Z 0.0 kipft At center of gravity of model
Max. displacement in X -0.003 in Member No. 15, x: 2.23 ft
Max. displacement in Y 0.195 in Member No. 15, x: 3.72 ft
Max. displacement in Z -0.020 in Member No. 15, x: 3.72 ft
Max. vector displacement 0.196 in Member No. 15, x: 3.72 ft
Max. rotation about X -4.6 mrad Member No. 15, x: 0.00 ft
Max. rotation about Y -0.2 mrad Member No. 56, x: 1.95 ft
Max. rotation about Z -2.2 mrad Member No. 56, x: 2.92 ft
Method of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)
Internal forces referred to deformed system for...N, Vy, Vz, My, Mz, MT
Reduction of stiffness Materials, Cross-sections, Members, Surfaces
Consider favorable effects of tensile forces
Divide results by CO factor
Number of load increments 1
Number of iterations 3
Maximum value of element of stiffness matrix on
diagonal
6.428E+14
Minimum value of element of stiffness matrix on
diagonal
5.205E+03
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RESULTS
Date:9/7/2023 Project: Big Sky RFEM Model: 22ft tower
4.0 RESULTS - SUMMARY4.0 RESULTS - SUMMARY
Description Value Unit Comment
Stiffness matrix determinant 2.490E+8704
Infinity Norm 1.382E+15
Load Combination CO4 - D + 0.7Eh
Sum of loads in X 0.000 kip
Sum of support reactions in X 0.000 kip
Sum of loads in Y 0.403 kip
Sum of support reactions in Y 0.403 kip Deviation 0.00%
Sum of loads in Z -1.131 kip
Sum of support reactions in Z -1.131 kip Deviation 0.00%
Resultant of reactions about X -1.2 kipft At center of gravity of model (X:2.5, Y:2.5, Z:9.0 ft)
Resultant of reactions about Y 0.0 kipft At center of gravity of model
Resultant of reactions about Z 0.0 kipft At center of gravity of model
Max. displacement in X -0.003 in Member No. 22, x: 3.72 ft
Max. displacement in Y 0.087 in Member No. 15, x: 3.72 ft
Max. displacement in Z -0.009 in Member No. 15, x: 3.72 ft
Max. vector displacement 0.088 in Member No. 15, x: 3.72 ft
Max. rotation about X -2.1 mrad Member No. 15, x: 0.00 ft
Max. rotation about Y 0.1 mrad Member No. 60, x: 2.92 ft
Max. rotation about Z -1.0 mrad Member No. 56, x: 2.92 ft
Method of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)
Internal forces referred to deformed system for...N, Vy, Vz, My, Mz, MT
Reduction of stiffness Materials, Cross-sections, Members, Surfaces
Consider favorable effects of tensile forces
Divide results by CO factor
Number of load increments 1
Number of iterations 3
Maximum value of element of stiffness matrix on
diagonal
6.428E+14
Minimum value of element of stiffness matrix on
diagonal
5.205E+03
Stiffness matrix determinant 2.396E+8704
Infinity Norm 1.382E+15
Load Combination CO5 - 0.6D + 0.7Eh
Sum of loads in X 0.000 kip
Sum of support reactions in X 0.000 kip
Sum of loads in Y 0.403 kip
Sum of support reactions in Y 0.403 kip Deviation 0.00%
Sum of loads in Z -0.679 kip
Sum of support reactions in Z -0.679 kip Deviation 0.00%
Resultant of reactions about X -1.2 kipft At center of gravity of model (X:2.5, Y:2.5, Z:9.0 ft)
Resultant of reactions about Y 0.0 kipft At center of gravity of model
Resultant of reactions about Z 0.0 kipft At center of gravity of model
Max. displacement in X -0.002 in Member No. 22, x: 3.72 ft
Max. displacement in Y 0.086 in Member No. 15, x: 3.72 ft
Max. displacement in Z -0.009 in Member No. 15, x: 3.72 ft
Max. vector displacement 0.086 in Member No. 15, x: 3.72 ft
Max. rotation about X -2.0 mrad Member No. 15, x: 0.00 ft
Max. rotation about Y 0.1 mrad Member No. 60, x: 2.92 ft
Max. rotation about Z -1.0 mrad Member No. 56, x: 2.92 ft
Method of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)
Internal forces referred to deformed system for...N, Vy, Vz, My, Mz, MT
Reduction of stiffness Materials, Cross-sections, Members, Surfaces
Consider favorable effects of tensile forces
Divide results by CO factor
Number of load increments 1
Number of iterations 3
Maximum value of element of stiffness matrix on
diagonal
6.428E+14
Minimum value of element of stiffness matrix on
diagonal
5.205E+03
Stiffness matrix determinant 2.545E+8704
Infinity Norm 1.382E+15
Summary
Max. displacement in X -0.006 in LC2, Member No. 15, x: 2.23 ft
Max. displacement in Y 0.326 in LC2, Member No. 53, x: 0.74 ft
Max. displacement in Z -0.033 in LC2, Member No. 15, x: 3.72 ft
Max. vector displacement 0.328 in LC2, Member No. 53, x: 0.74 ft
Max. rotation about X -7.8 mrad LC2, Member No. 15, x: 0.00 ft
Max. rotation about Y -0.3 mrad LC2, Member No. 56, x: 1.95 ft
Max. rotation about Z -3.8 mrad LC2, Member No. 56, x: 2.92 ft
Other Settings:
Number of 1D finite elements 244
Number of 2D finite elements 0
Number of 3D finite elements 0
Number of FE mesh nodes 205
Number of equations 1230
Internal forces referred to deformed system for...:
Max. number of iterations 100
Number of divisions for member results 10
Division of cable/foundation/tapered members 10
Number of member divisions for searching
maximum values
10
Subdivisions of FE mesh for graphical results 3
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RESULTS
Date:9/7/2023 Project: Big Sky RFEM Model: 22ft tower
4.0 RESULTS - SUMMARY4.0 RESULTS - SUMMARY
Percentage of iterations according to Picard
method in combination with Newton-Raphson
method
5 %
Options:
Activate shear stiffness of members (Ay, Az)
Activate member divisions for large deformation or
post-critical analysis
Activate entered stiffness modifications
Ignore rotational degrees of freedom
Check of critical forces of members
Nonsymmetric direct solver if demanded by
nonlinear model
Method for the system of equations Direct
Plate bending theory Mindlin
Solver version 64-bit
Precision and Tolerance:
Change default setting
4.1 NODES - SUPPORT FORCES4.1 NODES - SUPPORT FORCES
Node Support Forces [kip]Support Moments [kipft]
No.LC/CO PX'PY'PZ'MX'MY'MZ'
2 LC1 -0.031 -0.031 -0.283 0.000 0.000 0.000 D
LC2 0.177 0.352 1.545 0.000 0.000 0.001 W
LC3 0.079 0.146 0.689 0.000 0.000 0.000 Ex
14 LC1 0.031 -0.031 -0.283 0.000 0.000 0.000 D
LC2 -0.177 0.352 1.545 0.000 0.000 -0.001 W
LC3 -0.079 0.146 0.689 0.000 0.000 0.000 Ex
19 LC1 0.031 0.031 -0.283 0.000 0.000 0.000 D
LC2 0.176 0.341 -1.545 0.000 0.000 -0.001 W
LC3 0.078 0.142 -0.689 0.000 0.000 0.000 Ex
20 LC1 -0.031 0.031 -0.283 0.000 0.000 0.000 D
LC2 -0.176 0.341 -1.545 0.000 0.000 0.001 W
LC3 -0.078 0.142 -0.689 0.000 0.000 0.000 Ex
Supp.LC1 0.000 0.000 -1.131
Loads LC1 0.000 0.000 -1.131
Supp.LC2 0.000 1.387 0.000
Loads LC2 0.000 1.387 0.000
Supp.LC3 0.000 0.575 0.000
Loads LC3 0.000 0.575 0.000
4.12 CROSS-SECTIONS - INTERNAL FORCES4.12 CROSS-SECTIONS - INTERNAL FORCES
Member Node Location Forces [kip]Moments [kipft]
No.LC/CO No.x [ft]N Vy Vz MT My Mz
Section No. 1: T-Rectangle 5/5
1 LC1 1 0.00 -0.107 0.001 0.001 0.000 0.000 0.000
8 3.02 -0.126 -0.001 -0.001 0.000 -0.001 0.001
LC2 1 0.00 0.013 -0.084 -0.000 0.000 -0.001 -0.001
8 3.02 0.017 -0.125 -0.000 0.000 -0.002 0.313
LC3 1 0.00 0.007 -0.048 -0.000 0.000 -0.001 -0.001
8 3.02 0.009 -0.063 -0.000 0.000 -0.001 0.168
2 LC1 13 0.00 -0.107 0.001 0.001 0.000 0.000 0.000
11 3.02 -0.126 -0.001 -0.001 0.000 -0.001 0.001
LC2 13 0.00 0.013 -0.000 -0.084 -0.000 0.001 0.001
11 3.02 0.017 -0.000 -0.125 -0.000 -0.313 0.002
LC3 13 0.00 0.007 -0.000 -0.048 -0.000 0.001 0.001
11 3.02 0.009 -0.000 -0.063 -0.000 -0.168 0.001
3 LC1 18 0.00 -0.107 0.001 0.001 0.000 0.000 0.000
16 3.02 -0.126 -0.001 -0.001 0.000 -0.001 0.001
LC2 18 0.00 -0.014 0.098 0.000 -0.000 0.001 0.001
16 3.02 -0.014 0.098 0.000 -0.000 0.002 -0.294
LC3 18 0.00 -0.008 0.054 0.000 -0.000 0.001 0.001
16 3.02 -0.008 0.054 0.000 -0.000 0.001 -0.161
4 LC1 9 0.00 -0.107 0.001 0.001 0.000 0.000 0.000
7 3.02 -0.126 -0.001 -0.001 0.000 -0.001 0.001
LC2 9 0.00 -0.014 0.000 0.098 0.000 -0.001 -0.001
7 3.02 -0.014 0.000 0.098 0.000 0.294 -0.002
LC3 9 0.00 -0.008 0.000 0.054 0.000 -0.001 -0.001
7 3.02 -0.008 0.000 0.054 0.000 0.161 -0.001
33 LC1 9 0.00 -0.000 0.000 0.003 0.000 0.000 0.000
1 0.98 -0.000 0.000 -0.003 0.000 0.000 0.000
LC2 9 0.00 -0.000 0.000 0.000 0.000 0.000 0.000
1 0.98 -0.000 0.000 0.000 0.000 0.000 0.000
LC3 9 0.00 -0.000 0.000 0.000 -0.000 0.000 0.000
1 0.98 -0.000 0.000 0.000 -0.000 0.000 0.000
34 LC1 1 0.00 -0.000 0.000 0.003 0.000 0.000 0.000
13 0.98 -0.000 0.000 -0.003 0.000 0.000 0.000
LC2 1 0.00 0.000 -0.007 0.000 0.000 0.000 0.000
13 0.98 0.000 0.007 0.000 0.000 0.000 0.000
LC3 1 0.00 0.000 -0.002 0.000 0.000 0.000 0.000
13 0.98 0.000 0.002 0.000 0.000 0.000 0.000
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RESULTS
Date:9/7/2023 Project: Big Sky RFEM Model: 22ft tower
4.12 CROSS-SECTIONS - INTERNAL FORCES4.12 CROSS-SECTIONS - INTERNAL FORCES
Member Node Location Forces [kip]Moments [kipft]
No.LC/CO No.x [ft]N Vy Vz MT My Mz
35 LC1 13 0.00 -0.000 0.000 0.003 0.000 0.000 0.000
18 0.98 -0.000 0.000 -0.003 0.000 0.000 0.000
LC2 13 0.00 -0.000 0.000 0.000 -0.000 0.000 0.000
18 0.98 -0.000 0.000 0.000 -0.000 0.000 0.000
LC3 13 0.00 -0.000 0.000 0.000 0.000 0.000 0.000
18 0.98 -0.000 0.000 0.000 0.000 0.000 0.000
36 LC1 18 0.00 -0.000 0.000 0.003 0.000 0.000 0.000
9 0.98 -0.000 0.000 -0.003 0.000 0.000 0.000
LC2 18 0.00 -0.000 0.000 0.000 0.000 0.000 0.000
9 0.98 -0.000 0.000 0.000 0.000 0.000 0.000
LC3 18 0.00 -0.000 0.000 0.000 0.000 0.000 0.000
9 0.98 -0.000 0.000 0.000 0.000 0.000 0.000
37 LC1 8 0.00 -0.086 0.001 0.001 0.000 -0.001 0.001
6 5.03 -0.117 -0.002 -0.002 0.000 -0.002 0.002
LC2 8 0.00 0.282 0.070 0.000 0.000 -0.002 0.313
6 5.03 0.290 0.001 0.001 0.000 -0.001 0.134
LC3 8 0.00 0.145 0.037 0.000 0.000 -0.001 0.168
6 5.03 0.148 0.012 0.000 0.000 -0.000 0.043
38 LC1 6 0.00 -0.132 0.002 0.002 0.000 -0.002 0.002
4 6.54 -0.171 -0.002 -0.002 0.000 -0.002 0.002
LC2 6 0.00 0.918 0.143 0.001 0.001 -0.001 0.134
4 6.54 0.928 0.053 0.001 0.001 0.005 -0.506
LC3 6 0.00 0.430 0.052 0.000 0.000 -0.000 0.043
4 6.54 0.434 0.020 0.000 0.000 0.002 -0.195
39 LC1 4 0.00 -0.267 0.002 0.002 0.000 -0.002 0.002
2 3.27 -0.286 -0.001 -0.001 0.000 0.000 0.000
LC2 4 0.00 1.580 -0.132 -0.002 0.001 0.005 -0.506
2 3.27 1.585 -0.177 -0.001 0.001 0.000 0.000
LC3 4 0.00 0.704 -0.051 -0.001 0.000 0.002 -0.195
2 3.27 0.706 -0.068 -0.000 0.000 0.000 0.000
40 LC1 11 0.00 -0.086 0.001 0.001 0.000 -0.001 0.001
12 5.03 -0.117 -0.002 -0.002 0.000 -0.002 0.002
LC2 11 0.00 0.282 0.000 0.070 -0.000 -0.313 0.002
12 5.03 0.290 0.001 0.001 -0.000 -0.134 0.001
LC3 11 0.00 0.145 0.000 0.037 -0.000 -0.168 0.001
12 5.03 0.148 0.000 0.012 -0.000 -0.043 0.000
41 LC1 12 0.00 -0.132 0.002 0.002 0.000 -0.002 0.002
10 6.54 -0.171 -0.002 -0.002 0.000 -0.002 0.002
LC2 12 0.00 0.918 0.001 0.143 -0.001 -0.134 0.001
10 6.54 0.928 0.001 0.053 -0.001 0.506 -0.005
LC3 12 0.00 0.430 0.000 0.052 -0.000 -0.043 0.000
10 6.54 0.434 0.000 0.020 -0.000 0.195 -0.002
42 LC1 10 0.00 -0.267 0.002 0.002 0.000 -0.002 0.002
14 3.27 -0.286 -0.001 -0.001 0.000 0.000 0.000
LC2 10 0.00 1.580 -0.002 -0.132 -0.001 0.506 -0.005
14 3.27 1.585 -0.001 -0.177 -0.001 -0.000 -0.000
LC3 10 0.00 0.704 -0.001 -0.051 -0.000 0.195 -0.002
14 3.27 0.706 -0.000 -0.068 -0.000 -0.000 -0.000
43 LC1 16 0.00 -0.086 0.001 0.001 0.000 -0.001 0.001
17 5.03 -0.117 -0.002 -0.002 0.000 -0.002 0.002
LC2 16 0.00 -0.277 -0.041 -0.000 -0.000 0.002 -0.294
17 5.03 -0.277 -0.041 -0.000 -0.000 0.000 -0.089
LC3 16 0.00 -0.144 -0.027 -0.000 -0.000 0.001 -0.161
17 5.03 -0.144 -0.027 -0.000 -0.000 0.000 -0.027
44 LC1 17 0.00 -0.132 0.002 0.002 0.000 -0.002 0.002
15 6.54 -0.171 -0.002 -0.002 0.000 -0.002 0.002
LC2 17 0.00 -0.901 -0.097 -0.001 -0.001 0.000 -0.090
15 6.54 -0.901 -0.097 -0.001 -0.001 -0.004 0.543
LC3 17 0.00 -0.424 -0.036 -0.000 -0.000 0.000 -0.027
15 6.54 -0.424 -0.036 -0.000 -0.000 -0.001 0.208
45 LC1 15 0.00 -0.267 0.002 0.002 0.000 -0.002 0.002
19 3.27 -0.286 -0.001 -0.001 0.000 0.000 0.000
LC2 15 0.00 -1.584 0.166 0.001 -0.001 -0.004 0.543
19 3.27 -1.584 0.166 0.001 -0.001 -0.000 -0.000
LC3 15 0.00 -0.705 0.064 0.000 -0.000 -0.001 0.208
19 3.27 -0.705 0.064 0.000 -0.000 -0.000 -0.000
46 LC1 7 0.00 -0.086 0.001 0.001 0.000 -0.001 0.001
5 5.03 -0.117 -0.002 -0.002 0.000 -0.002 0.002
LC2 7 0.00 -0.277 -0.000 -0.041 0.000 0.294 -0.002
5 5.03 -0.277 -0.000 -0.041 0.000 0.089 -0.000
LC3 7 0.00 -0.144 -0.000 -0.027 0.000 0.161 -0.001
5 5.03 -0.144 -0.000 -0.027 0.000 0.027 -0.000
47 LC1 5 0.00 -0.132 0.002 0.002 0.000 -0.002 0.002
3 6.54 -0.171 -0.002 -0.002 0.000 -0.002 0.002
LC2 5 0.00 -0.901 -0.001 -0.097 0.001 0.090 -0.000
3 6.54 -0.901 -0.001 -0.097 0.001 -0.543 0.004
LC3 5 0.00 -0.424 -0.000 -0.036 0.000 0.027 -0.000
3 6.54 -0.424 -0.000 -0.036 0.000 -0.208 0.001
48 LC1 3 0.00 -0.267 0.002 0.002 0.000 -0.002 0.002
20 3.27 -0.286 -0.001 -0.001 0.000 0.000 0.000
LC2 3 0.00 -1.584 0.001 0.166 0.001 -0.543 0.004
20 3.27 -1.584 0.001 0.166 0.001 0.000 0.000
LC3 3 0.00 -0.705 0.000 0.064 0.000 -0.208 0.001
20 3.27 -0.705 0.000 0.064 0.000 0.000 0.000
Section No. 2: Dimension Lumber 2x6 | ANSI/AWC NDS-2015
5 LC1 3 0.00 0.010 0.000 0.004 0.000 0.000 0.000
4 4.23 0.010 0.000 -0.004 0.000 0.000 0.000
RFEM 5.30.01 - General 3D structures solved using FEM www.dlubal.com
Fire Tower Engineered Timber
104 5th Street Calumet, MI 49913 USA
+1 401 654 4600
Page:10/35
Sheet:1
RESULTS
Date:9/7/2023 Project: Big Sky RFEM Model: 22ft tower
4.12 CROSS-SECTIONS - INTERNAL FORCES4.12 CROSS-SECTIONS - INTERNAL FORCES
Member Node Location Forces [kip]Moments [kipft]
No.LC/CO No.x [ft]N Vy Vz MT My Mz
5 LC2 3 0.00 -0.078 0.000 0.000 0.000 0.000 0.000
4 4.23 -0.078 0.000 0.000 0.000 0.000 0.000
LC3 3 0.00 -0.028 0.000 0.000 0.000 0.000 0.000
4 4.23 -0.028 0.000 0.000 0.000 0.000 0.000
6 LC1 5 0.00 0.023 0.000 0.003 0.000 0.000 0.000
6 2.77 0.023 0.000 -0.003 0.000 0.000 0.000
LC2 5 0.00 -0.092 0.000 0.000 0.000 0.000 0.000
6 2.77 -0.092 0.000 0.000 0.000 0.000 0.000
LC3 5 0.00 -0.033 0.000 0.000 0.000 0.000 0.000
6 2.77 -0.033 0.000 0.000 0.000 0.000 0.000
7 LC1 7 0.00 0.009 0.000 0.002 0.000 0.000 0.000
8 1.65 0.009 0.000 -0.002 0.000 0.000 0.000
LC2 7 0.00 -0.051 0.000 0.000 0.000 0.000 0.000
8 1.65 -0.051 0.000 0.000 0.000 0.000 0.000
LC3 7 0.00 -0.018 0.000 0.000 0.000 0.000 0.000
8 1.65 -0.018 0.000 0.000 0.000 0.000 0.000
8 LC1 3 0.00 -0.047 -0.000 0.003 0.000 0.000 0.000
26 4.46 -0.040 -0.000 -0.002 0.000 0.002 0.001
LC2 3 0.00 -0.500 0.000 0.001 0.000 0.000 0.000
26 4.46 -0.500 0.000 0.001 0.000 0.005 -0.000
LC3 3 0.00 -0.193 0.000 0.001 0.000 0.000 0.000
26 4.46 -0.193 0.000 0.001 0.000 0.003 -0.000
9 LC1 6 0.00 -0.035 0.000 0.002 0.000 0.000 0.000
27 3.43 -0.028 0.000 -0.001 0.000 0.001 -0.001
LC2 6 0.00 0.375 -0.000 0.000 0.000 0.000 0.000
27 3.43 0.375 -0.000 0.000 0.000 0.000 0.000
LC3 6 0.00 0.195 -0.000 0.000 0.000 0.000 0.000
27 3.43 0.195 -0.000 0.000 0.000 0.000 0.000
10 LC1 8 0.00 -0.024 0.000 0.001 -0.000 0.000 0.000
27 2.04 -0.028 0.000 -0.000 -0.000 0.001 -0.001
LC2 8 0.00 -0.394 0.000 -0.000 0.000 0.000 0.000
27 2.04 -0.394 0.000 -0.000 0.000 -0.000 -0.000
LC3 8 0.00 -0.202 0.000 -0.000 0.000 0.000 0.000
27 2.04 -0.202 0.000 -0.000 0.000 -0.000 -0.000
11 LC1 5 0.00 -0.033 -0.000 0.002 -0.000 0.000 0.000
26 2.92 -0.038 -0.000 -0.001 -0.000 0.002 0.001
LC2 5 0.00 0.464 -0.000 -0.002 0.000 0.000 0.000
26 2.92 0.464 -0.000 -0.002 0.000 -0.005 0.000
LC3 5 0.00 0.180 -0.000 -0.001 0.000 0.000 0.000
26 2.92 0.180 -0.000 -0.001 0.000 -0.003 0.000
12 LC1 6 0.00 -0.033 -0.000 0.002 -0.000 0.000 0.000
25 2.92 -0.038 -0.000 -0.001 -0.000 0.002 0.001
LC2 6 0.00 0.196 -0.039 0.082 -0.000 0.000 0.000
25 2.92 0.200 0.005 0.074 -0.000 0.228 0.049
LC3 6 0.00 0.096 -0.014 0.030 -0.000 0.000 0.000
25 2.92 0.098 0.002 0.027 -0.000 0.083 0.018
13 LC1 11 0.00 -0.024 0.000 0.001 -0.000 0.000 0.000
28 2.04 -0.028 0.000 -0.000 -0.000 0.001 -0.001
LC2 11 0.00 0.053 0.026 0.064 -0.000 0.000 0.000
28 2.04 0.056 -0.005 0.057 -0.000 0.123 -0.022
LC3 11 0.00 0.031 0.009 0.023 -0.000 0.000 0.000
28 2.04 0.032 -0.002 0.021 -0.000 0.045 -0.008
14 LC1 12 0.00 -0.035 0.000 0.002 0.000 0.000 0.000
28 3.43 -0.028 0.000 -0.001 0.000 0.001 -0.001
LC2 12 0.00 0.102 0.032 0.042 0.000 0.000 0.000
28 3.43 0.096 -0.019 0.030 0.000 0.123 -0.022
LC3 12 0.00 0.048 0.012 0.015 0.000 0.000 0.000
28 3.43 0.047 -0.007 0.011 0.000 0.045 -0.008
15 LC1 4 0.00 -0.047 -0.000 0.003 0.000 0.000 0.000
25 4.46 -0.040 -0.000 -0.002 0.000 0.002 0.001
LC2 4 0.00 0.273 -0.045 0.057 0.000 0.000 0.000
25 4.46 0.266 0.023 0.045 0.000 0.228 0.049
LC3 4 0.00 0.124 -0.016 0.021 0.000 0.000 0.000
25 4.46 0.122 0.008 0.016 0.000 0.083 0.018
16 LC1 8 0.00 0.009 0.000 0.002 0.000 0.000 0.000
11 1.65 0.009 0.000 -0.002 0.000 0.000 0.000
LC2 8 0.00 0.019 -0.012 0.000 0.000 0.000 0.000
11 1.65 0.019 0.012 0.000 0.000 0.000 0.000
LC3 8 0.00 0.000 -0.004 0.000 0.000 0.000 0.000
11 1.65 0.000 0.004 0.000 0.000 0.000 0.000
17 LC1 6 0.00 0.023 0.000 0.003 0.000 0.000 0.000
12 2.77 0.023 0.000 -0.003 0.000 0.000 0.000
LC2 6 0.00 -0.117 -0.021 0.000 0.000 0.000 0.000
12 2.77 -0.117 0.021 0.000 0.000 0.000 0.000
LC3 6 0.00 -0.061 -0.008 0.000 0.000 0.000 0.000
12 2.77 -0.061 0.008 0.000 0.000 0.000 0.000
18 LC1 4 0.00 0.010 0.000 0.004 0.000 0.000 0.000
10 4.23 0.010 0.000 -0.004 0.000 0.000 0.000
LC2 4 0.00 -0.141 -0.032 0.000 0.000 0.000 0.000
10 4.23 -0.141 0.032 0.000 0.000 0.000 0.000
LC3 4 0.00 -0.061 -0.011 0.000 0.000 0.000 0.000
10 4.23 -0.061 0.011 0.000 0.000 0.000 0.000
19 LC1 12 0.00 -0.033 -0.000 0.002 -0.000 0.000 0.000
24 2.92 -0.038 -0.000 -0.001 -0.000 0.002 0.001
LC2 12 0.00 -0.495 0.000 0.002 -0.000 0.000 0.000
24 2.92 -0.495 0.000 0.002 -0.000 0.005 -0.000
LC3 12 0.00 -0.191 0.000 0.001 -0.000 0.000 0.000
RFEM 5.30.01 - General 3D structures solved using FEM www.dlubal.com
Fire Tower Engineered Timber
104 5th Street Calumet, MI 49913 USA
+1 401 654 4600
Page:11/35
Sheet:1
RESULTS
Date:9/7/2023 Project: Big Sky RFEM Model: 22ft tower
4.12 CROSS-SECTIONS - INTERNAL FORCES4.12 CROSS-SECTIONS - INTERNAL FORCES
Member Node Location Forces [kip]Moments [kipft]
No.LC/CO No.x [ft]N Vy Vz MT My Mz
19 LC3 24 2.92 -0.191 0.000 0.001 -0.000 0.003 -0.000
20 LC1 16 0.00 -0.024 0.000 0.001 -0.000 0.000 0.000
23 2.04 -0.028 0.000 -0.000 -0.000 0.001 -0.001
LC2 16 0.00 0.375 -0.000 0.000 -0.000 0.000 0.000
23 2.04 0.375 -0.000 0.000 -0.000 0.000 0.000
LC3 16 0.00 0.196 -0.000 0.000 -0.000 0.000 0.000
23 2.04 0.196 -0.000 0.000 -0.000 0.000 0.000
21 LC1 17 0.00 -0.035 0.000 0.002 0.000 0.000 0.000
23 3.43 -0.028 0.000 -0.001 0.000 0.001 -0.001
LC2 17 0.00 -0.394 0.000 -0.000 -0.000 0.000 0.000
23 3.43 -0.394 0.000 -0.000 -0.000 -0.000 -0.000
LC3 17 0.00 -0.202 0.000 -0.000 -0.000 0.000 0.000
23 3.43 -0.202 0.000 -0.000 -0.000 -0.000 -0.000
22 LC1 10 0.00 -0.047 -0.000 0.003 0.000 0.000 0.000
24 4.46 -0.040 -0.000 -0.002 0.000 0.002 0.001
LC2 10 0.00 0.470 -0.000 -0.001 -0.000 0.000 0.000
24 4.46 0.470 -0.000 -0.001 -0.000 -0.005 0.000
LC3 10 0.00 0.183 -0.000 -0.001 -0.000 0.000 0.000
24 4.46 0.183 -0.000 -0.001 -0.000 -0.003 0.000
23 LC1 11 0.00 0.009 0.000 0.002 0.000 0.000 0.000
16 1.65 0.009 0.000 -0.002 0.000 0.000 0.000
LC2 11 0.00 -0.051 0.000 0.000 -0.000 0.000 0.000
16 1.65 -0.051 0.000 0.000 -0.000 0.000 0.000
LC3 11 0.00 -0.018 0.000 0.000 -0.000 0.000 0.000
16 1.65 -0.018 0.000 0.000 -0.000 0.000 0.000
24 LC1 12 0.00 0.023 0.000 0.003 0.000 0.000 0.000
17 2.77 0.023 0.000 -0.003 0.000 0.000 0.000
LC2 12 0.00 -0.092 0.000 0.000 -0.000 0.000 0.000
17 2.77 -0.092 0.000 0.000 -0.000 0.000 0.000
LC3 12 0.00 -0.033 0.000 0.000 -0.000 0.000 0.000
17 2.77 -0.033 0.000 0.000 -0.000 0.000 0.000
25 LC1 10 0.00 0.010 0.000 0.004 0.000 0.000 0.000
15 4.23 0.010 0.000 -0.004 0.000 0.000 0.000
LC2 10 0.00 -0.078 0.000 0.000 -0.000 0.000 0.000
15 4.23 -0.078 0.000 0.000 -0.000 0.000 0.000
LC3 10 0.00 -0.028 0.000 0.000 -0.000 0.000 0.000
15 4.23 -0.028 0.000 0.000 -0.000 0.000 0.000
26 LC1 17 0.00 -0.033 -0.000 0.002 -0.000 0.000 0.000
22 2.92 -0.038 -0.000 -0.001 -0.000 0.002 0.001
LC2 17 0.00 -0.236 -0.000 -0.000 0.000 0.000 0.000
22 2.92 -0.236 -0.000 -0.000 0.000 -0.000 0.000
LC3 17 0.00 -0.111 -0.000 -0.000 0.000 0.000 0.000
22 2.92 -0.111 -0.000 -0.000 0.000 -0.000 0.000
27 LC1 7 0.00 -0.024 0.000 0.001 -0.000 0.000 0.000
21 2.04 -0.028 0.000 -0.000 -0.000 0.001 -0.001
LC2 7 0.00 -0.072 -0.000 0.000 0.000 0.000 0.000
21 2.04 -0.072 -0.000 0.000 0.000 0.000 0.000
LC3 7 0.00 -0.038 -0.000 0.000 0.000 0.000 0.000
21 2.04 -0.038 -0.000 0.000 0.000 0.000 0.000
28 LC1 5 0.00 -0.035 0.000 0.002 0.000 0.000 0.000
21 3.43 -0.028 0.000 -0.001 0.000 0.001 -0.001
LC2 5 0.00 -0.072 -0.000 0.000 -0.000 0.000 0.000
21 3.43 -0.072 -0.000 0.000 -0.000 0.000 0.000
LC3 5 0.00 -0.038 -0.000 0.000 -0.000 0.000 0.000
21 3.43 -0.038 -0.000 0.000 -0.000 0.000 0.000
29 LC1 15 0.00 -0.047 -0.000 0.003 0.000 0.000 0.000
22 4.46 -0.040 -0.000 -0.002 0.000 0.002 0.001
LC2 15 0.00 -0.236 -0.000 -0.000 -0.000 0.000 0.000
22 4.46 -0.236 -0.000 -0.000 -0.000 -0.000 0.000
LC3 15 0.00 -0.111 -0.000 -0.000 -0.000 0.000 0.000
22 4.46 -0.111 -0.000 -0.000 -0.000 -0.000 0.000
30 LC1 16 0.00 0.009 0.000 0.002 0.000 0.000 0.000
7 1.65 0.009 0.000 -0.002 0.000 0.000 0.000
LC2 16 0.00 0.038 0.000 0.000 0.000 0.000 0.000
7 1.65 0.038 0.000 0.000 0.000 0.000 0.000
LC3 16 0.00 0.020 0.000 0.000 0.000 0.000 0.000
7 1.65 0.020 0.000 0.000 0.000 0.000 0.000
31 LC1 17 0.00 0.023 0.000 0.003 0.000 0.000 0.000
5 2.77 0.023 0.000 -0.003 0.000 0.000 0.000
LC2 17 0.00 0.158 0.000 0.000 0.000 0.000 0.000
5 2.77 0.158 0.000 0.000 0.000 0.000 0.000
LC3 17 0.00 0.075 0.000 0.000 0.000 0.000 0.000
5 2.77 0.075 0.000 0.000 0.000 0.000 0.000
32 LC1 15 0.00 0.010 0.000 0.004 0.000 0.000 0.000
3 4.23 0.010 0.000 -0.004 0.000 0.000 0.000
LC2 15 0.00 0.085 0.000 0.000 0.000 0.000 0.000
3 4.23 0.085 0.000 0.000 0.000 0.000 0.000
LC3 15 0.00 0.040 0.000 0.000 0.000 0.000 0.000
3 4.23 0.040 0.000 0.000 0.000 0.000 0.000
49 LC1 26 0.00 -0.038 0.000 0.001 0.000 0.002 0.001
6 2.92 -0.033 0.000 -0.002 0.000 0.000 0.000
LC2 26 0.00 -0.495 -0.000 -0.002 0.000 0.005 -0.000
6 2.92 -0.495 -0.000 -0.002 0.000 0.000 0.000
LC3 26 0.00 -0.191 -0.000 -0.001 0.000 0.003 -0.000
6 2.92 -0.191 -0.000 -0.001 0.000 0.000 0.000
50 LC1 27 0.00 -0.028 -0.000 0.000 0.000 0.001 -0.001
7 2.04 -0.024 -0.000 -0.001 0.000 0.000 0.000
RFEM 5.30.01 - General 3D structures solved using FEM www.dlubal.com
Fire Tower Engineered Timber
104 5th Street Calumet, MI 49913 USA
+1 401 654 4600
Page:12/35
Sheet:1
RESULTS
Date:9/7/2023 Project: Big Sky RFEM Model: 22ft tower
4.12 CROSS-SECTIONS - INTERNAL FORCES4.12 CROSS-SECTIONS - INTERNAL FORCES
Member Node Location Forces [kip]Moments [kipft]
No.LC/CO No.x [ft]N Vy Vz MT My Mz
50 LC2 27 0.00 0.375 0.000 -0.000 0.000 0.000 0.000
7 2.04 0.375 0.000 -0.000 0.000 0.000 0.000
LC3 27 0.00 0.196 0.000 -0.000 0.000 0.000 0.000
7 2.04 0.196 0.000 -0.000 0.000 0.000 0.000
51 LC1 27 0.00 -0.028 -0.000 0.001 -0.000 0.001 -0.001
5 3.43 -0.035 -0.000 -0.002 -0.000 0.000 0.000
LC2 27 0.00 -0.394 -0.000 0.000 0.000 -0.000 -0.000
5 3.43 -0.394 -0.000 0.000 0.000 0.000 0.000
LC3 27 0.00 -0.202 -0.000 0.000 0.000 -0.000 -0.000
5 3.43 -0.202 -0.000 0.000 0.000 0.000 0.000
52 LC1 26 0.00 -0.040 0.000 0.002 -0.000 0.002 0.001
4 4.46 -0.047 0.000 -0.003 -0.000 0.000 0.000
LC2 26 0.00 0.470 0.000 0.001 0.000 -0.005 0.000
4 4.46 0.470 0.000 0.001 0.000 0.000 0.000
LC3 26 0.00 0.183 0.000 0.001 0.000 -0.003 0.000
4 4.46 0.183 0.000 0.001 0.000 0.000 0.000
53 LC1 25 0.00 -0.040 0.000 0.002 -0.000 0.002 0.001
10 4.46 -0.047 0.000 -0.003 -0.000 0.000 0.000
LC2 25 0.00 0.266 -0.023 -0.045 -0.000 0.228 0.049
10 4.46 0.273 0.045 -0.057 -0.000 0.000 0.000
LC3 25 0.00 0.122 -0.008 -0.016 -0.000 0.083 0.018
10 4.46 0.124 0.016 -0.021 -0.000 0.000 0.000
54 LC1 28 0.00 -0.028 -0.000 0.001 -0.000 0.001 -0.001
6 3.43 -0.035 -0.000 -0.002 -0.000 0.000 0.000
LC2 28 0.00 0.096 0.019 -0.030 -0.000 0.123 -0.022
6 3.43 0.102 -0.032 -0.042 -0.000 0.000 0.000
LC3 28 0.00 0.047 0.007 -0.011 -0.000 0.045 -0.008
6 3.43 0.048 -0.012 -0.015 -0.000 0.000 0.000
55 LC1 28 0.00 -0.028 -0.000 0.000 0.000 0.001 -0.001
8 2.04 -0.024 -0.000 -0.001 0.000 0.000 0.000
LC2 28 0.00 0.056 0.005 -0.057 0.000 0.123 -0.022
8 2.04 0.053 -0.026 -0.064 0.000 0.000 0.000
LC3 28 0.00 0.032 0.002 -0.021 0.000 0.045 -0.008
8 2.04 0.031 -0.009 -0.023 0.000 0.000 0.000
56 LC1 25 0.00 -0.038 0.000 0.001 0.000 0.002 0.001
12 2.92 -0.033 0.000 -0.002 0.000 0.000 0.000
LC2 25 0.00 0.200 -0.005 -0.074 0.000 0.228 0.049
12 2.92 0.196 0.039 -0.082 0.000 0.000 0.000
LC3 25 0.00 0.098 -0.002 -0.027 0.000 0.083 0.018
12 2.92 0.096 0.014 -0.030 0.000 0.000 0.000
57 LC1 24 0.00 -0.040 0.000 0.002 -0.000 0.002 0.001
15 4.46 -0.047 0.000 -0.003 -0.000 0.000 0.000
LC2 24 0.00 -0.500 -0.000 -0.001 -0.000 0.005 -0.000
15 4.46 -0.500 -0.000 -0.001 -0.000 0.000 0.000
LC3 24 0.00 -0.193 -0.000 -0.001 -0.000 0.003 -0.000
15 4.46 -0.193 -0.000 -0.001 -0.000 0.000 0.000
58 LC1 23 0.00 -0.028 -0.000 0.001 -0.000 0.001 -0.001
12 3.43 -0.035 -0.000 -0.002 -0.000 0.000 0.000
LC2 23 0.00 0.375 0.000 -0.000 -0.000 0.000 0.000
12 3.43 0.375 0.000 -0.000 -0.000 0.000 0.000
LC3 23 0.00 0.195 0.000 -0.000 -0.000 0.000 0.000
12 3.43 0.195 0.000 -0.000 -0.000 0.000 0.000
59 LC1 23 0.00 -0.028 -0.000 0.000 0.000 0.001 -0.001
11 2.04 -0.024 -0.000 -0.001 0.000 0.000 0.000
LC2 23 0.00 -0.394 -0.000 0.000 -0.000 -0.000 -0.000
11 2.04 -0.394 -0.000 0.000 -0.000 0.000 0.000
LC3 23 0.00 -0.202 -0.000 0.000 -0.000 -0.000 -0.000
11 2.04 -0.202 -0.000 0.000 -0.000 0.000 0.000
60 LC1 24 0.00 -0.038 0.000 0.001 0.000 0.002 0.001
17 2.92 -0.033 0.000 -0.002 0.000 0.000 0.000
LC2 24 0.00 0.464 0.000 0.002 -0.000 -0.005 0.000
17 2.92 0.464 0.000 0.002 -0.000 0.000 0.000
LC3 24 0.00 0.180 0.000 0.001 -0.000 -0.003 0.000
17 2.92 0.180 0.000 0.001 -0.000 0.000 0.000
61 LC1 22 0.00 -0.040 0.000 0.002 -0.000 0.002 0.001
3 4.46 -0.047 0.000 -0.003 -0.000 0.000 0.000
LC2 22 0.00 -0.236 0.000 0.000 0.000 -0.000 0.000
3 4.46 -0.236 0.000 0.000 0.000 0.000 0.000
LC3 22 0.00 -0.111 0.000 0.000 0.000 -0.000 0.000
3 4.46 -0.111 0.000 0.000 0.000 0.000 0.000
62 LC1 21 0.00 -0.028 -0.000 0.001 -0.000 0.001 -0.001
17 3.43 -0.035 -0.000 -0.002 -0.000 0.000 0.000
LC2 21 0.00 -0.072 0.000 -0.000 0.000 0.000 0.000
17 3.43 -0.072 0.000 -0.000 0.000 0.000 0.000
LC3 21 0.00 -0.038 0.000 -0.000 0.000 0.000 0.000
17 3.43 -0.038 0.000 -0.000 0.000 0.000 0.000
63 LC1 21 0.00 -0.028 -0.000 0.000 0.000 0.001 -0.001
16 2.04 -0.024 -0.000 -0.001 0.000 0.000 0.000
LC2 21 0.00 -0.072 0.000 -0.000 -0.000 0.000 0.000
16 2.04 -0.072 0.000 -0.000 -0.000 0.000 0.000
LC3 21 0.00 -0.038 0.000 -0.000 -0.000 0.000 0.000
16 2.04 -0.038 0.000 -0.000 -0.000 0.000 0.000
64 LC1 22 0.00 -0.038 0.000 0.001 0.000 0.002 0.001
5 2.92 -0.033 0.000 -0.002 0.000 0.000 0.000
LC2 22 0.00 -0.236 0.000 0.000 -0.000 -0.000 0.000
5 2.92 -0.236 0.000 0.000 -0.000 0.000 0.000
LC3 22 0.00 -0.111 0.000 0.000 -0.000 -0.000 0.000
RFEM 5.30.01 - General 3D structures solved using FEM www.dlubal.com
Fire Tower Engineered Timber
104 5th Street Calumet, MI 49913 USA
+1 401 654 4600
Page:13/35
Sheet:1
RESULTS
Date:9/7/2023 Project: Big Sky RFEM Model: 22ft tower
4.12 CROSS-SECTIONS - INTERNAL FORCES4.12 CROSS-SECTIONS - INTERNAL FORCES
Member Node Location Forces [kip]Moments [kipft]
No.LC/CO No.x [ft]N Vy Vz MT My Mz
64 LC3 5 2.92 -0.111 0.000 0.000 -0.000 0.000 0.000
RFEM 5.30.01 - General 3D structures solved using FEM www.dlubal.com
Fire Tower Engineered Timber
104 5th Street Calumet, MI 49913 USA
+1 401 654 4600
Page:14/35
Sheet:1
RESULTS
Date:9/7/2023 Project: Big Sky RFEM Model: 22ft tower
INTERNAL FORCES N, SUPPORT REACTIONS
-0.286
-0.267-0.047
-0.286
0.010
-0.267 -0.047
0.010
-0.040-0.040
-0.132
-0.035
-0.033
-0.040
-0.040
-0.286
-0.132 -0.033
1.13 1
-0.267
0.010
-0.028
-0.040
-0.126
X
Z
Y
-0.033
-0.028
-0.033
-0.040-0.040
-0.126
-0.286
-0.132
-0.047-0.267
-0.028
-0.028
-0.107
-0.028
-0.107
-0.024
-0.035-0.132
-0.126-0.024
0.400
-0.126
-0.107-0.107
Isometric
INTERNAL FORCES N, SUPPORT REACTIONSINTERNAL FORCES N, SUPPORT REACTIONS
RFEM 5.30.01 - General 3D structures solved using FEM www.dlubal.com
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Sheet:1
RESULTS
Date:9/7/2023 Project: Big Sky RFEM Model: 22ft tower
INTERNAL FORCES N, SUPPORT REACTIONS
-1.584
-1.584
0.085
-0.236
-0.901
-0.500
-0.078
1.585
-0.901
-0.236 0.464
-0.500
0.470
0.158
-0.078
-0.072
1.3 87
-0.394
-0.277
0.033
-0.495
-0.092
0.464
1.585
-0.141
0.918
-0.277
0.470
0.375
-0.394
0.375
X
Z
Y
1.580
0.196
0.266
0.273
-0.495
0.038 -0.394
0.375
-0.014
-0.051
0.375
0.033
0.918
-0.014
0.096
-0.394
-0.051
0.282
0.013
0.353 0.0330.033
Isometric
INTERNAL FORCES N, SUPPORT REACTIONSINTERNAL FORCES N, SUPPORT REACTIONS
RFEM 5.30.01 - General 3D structures solved using FEM www.dlubal.com
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Sheet:1
RESULTS
Date:9/7/2023 Project: Big Sky RFEM Model: 22ft tower
INTERNAL FORCES N, SUPPORT REACTIONS
-0.705
-0.705
0.040
-0.424
-0.193
-0.028
0.706
-0.424
-0.111 0.180
-0.193
0.183
0.075
0.012
-0.028
-0.038
-0.202
0.57 5
-0.144
-0.191
-0.033
0.180
0.706
-0.061
0.430
-0.144
0.183
0.196
-0.202
0.195
X
Z
Y
0.704
0.096
0.1220.122
0.124
0.020
-0.191
-0.202
0.196
-0.008
0.012
-0.018
0.195
0.430
-0.008
0.047
-0.202
-0.018
0.145
0.007
0.201 0.0120.012
Isometric
INTERNAL FORCES N, SUPPORT REACTIONSINTERNAL FORCES N, SUPPORT REACTIONS
RFEM 5.30.01 - General 3D structures solved using FEM www.dlubal.com
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Sheet:1
RESULTS
Date:9/7/2023 Project: Big Sky RFEM Model: 22ft tower
4.1 NODES - SUPPORT FORCES4.1 NODES - SUPPORT FORCES Result Combinations
Node Support Forces [kip]Support Moments [kipft]
No.RC PX'PY'PZ'MX'MY'MZ'
2 RC1 Max 0.087 0.194 0.758 0.000 0.000 0.001
Min -0.031 -0.031 -0.283 0.000 0.000 0.000
14 RC1 Max 0.031 0.194 0.758 0.000 0.000 0.000
Min -0.087 -0.031 -0.283 0.000 0.000 -0.001
19 RC1 Max 0.137 0.234 -0.283 0.000 0.000 0.000
Min 0.031 0.031 -1.210 0.000 0.000 -0.001
20 RC1 Max -0.031 0.234 -0.283 0.000 0.000 0.001
Min -0.137 0.031 -1.210 0.000 0.000 0.000
4.12 CROSS-SECTIONS - INTERNAL FORCES4.12 CROSS-SECTIONS - INTERNAL FORCES Result Combinations
Member Node Location Forces [kip]Moments [kipft]Corresponding
No.RC No.x [ft]N Vy Vz MT My Mz Load Cases
Section No. 1: T-Rectangle 5/5
1 RC1 1 0.00 Max N -0.057 -0.050 0.000 0.000 -0.001 -0.001 CO 3
8 3.02 Min N -0.126 -0.001 -0.001 0.000 -0.001 0.001 CO 1
1 0.00 Max Vy -0.107 0.001 0.001 0.000 0.000 0.000 CO 1
8 3.02 Min Vy -0.115 -0.076 -0.001 0.000 -0.002 0.189 CO 2
8 3.02 Max Mz -0.115 -0.076 -0.001 0.000 -0.002 0.189 CO 2
1 0.00 Min Mz -0.100 -0.050 0.001 0.000 -0.001 -0.001 CO 2
2 RC1 13 0.00 Max N -0.057 0.000 -0.050 -0.000 0.001 0.001 CO 3
11 3.02 Min N -0.126 -0.001 -0.001 0.000 -0.001 0.001 CO 1
13 0.00 Max Vy -0.107 0.001 0.001 0.000 0.000 0.000 CO 1
11 3.02 Min Vy -0.119 -0.001 -0.046 -0.000 -0.119 0.002 CO 4
11 3.02 Max Mz -0.115 -0.001 -0.076 -0.000 -0.189 0.002 CO 2
0.75 Min Mz -0.112 0.000 0.000 0.000 0.000 -0.000 CO 1
3 RC1 18 0.00 Max N -0.070 0.038 0.001 -0.000 0.001 0.001 CO 5
16 3.02 Min N -0.134 0.057 -0.001 -0.000 0.000 -0.176 CO 2
18 0.00 Max Vy -0.116 0.060 0.001 -0.000 0.001 0.001 CO 2
16 3.02 Min Vy -0.126 -0.001 -0.001 0.000 -0.001 0.001 CO 1
16 3.02 Max Mz -0.126 -0.001 -0.001 0.000 -0.001 0.001 CO 1
16 3.02 Min Mz -0.084 0.058 -0.001 -0.000 0.001 -0.176 CO 3
4 RC1 9 0.00 Max N -0.070 0.001 0.038 0.000 -0.001 -0.001 CO 5
7 3.02 Min N -0.134 -0.001 0.057 0.000 0.176 -0.000 CO 2
9 0.00 Max Vy -0.116 0.001 0.060 0.000 -0.001 -0.001 CO 2
7 3.02 Min Vy -0.126 -0.001 -0.001 0.000 -0.001 0.001 CO 1
7 3.02 Max Mz -0.126 -0.001 -0.001 0.000 -0.001 0.001 CO 1
1.51 Min Mz -0.125 -0.000 0.058 0.000 0.088 -0.001 CO 2
33 RC1 9 0.00 Max N -0.000 0.000 0.002 -0.000 0.000 0.000 CO 5
1 0.98 Min N -0.000 0.000 -0.003 0.000 0.000 0.000 CO 2
9 0.00 Max Vy -0.000 0.000 0.003 0.000 0.000 0.000 CO 1
9 0.00 Min Vy -0.000 0.000 0.003 0.000 0.000 0.000 CO 1
9 0.00 Max Mz -0.000 0.000 0.003 0.000 0.000 0.000 CO 1
9 0.00 Min Mz -0.000 0.000 0.003 0.000 0.000 0.000 CO 1
34 RC1 1 0.00 Max N -0.000 -0.004 0.002 0.000 0.000 0.000 CO 3
0.49 Min N -0.000 0.000 0.000 0.000 0.001 0.000 CO 1
13 0.98 Max Vy -0.000 0.004 -0.003 0.000 0.000 0.000 CO 2
1 0.00 Min Vy -0.000 -0.004 0.003 0.000 0.000 0.000 CO 2
0.49 Max Mz -0.000 0.000 0.000 0.000 0.001 0.001 CO 2
1 0.00 Min Mz -0.000 0.000 0.003 0.000 0.000 0.000 CO 1
35 RC1 18 0.98 Max N -0.000 0.000 -0.002 0.000 0.000 0.000 CO 5
13 0.00 Min N -0.000 0.000 0.003 -0.000 0.000 0.000 CO 2
13 0.00 Max Vy -0.000 0.000 0.003 0.000 0.000 0.000 CO 1
13 0.00 Min Vy -0.000 0.000 0.003 0.000 0.000 0.000 CO 1
13 0.00 Max Mz -0.000 0.000 0.003 0.000 0.000 0.000 CO 1
13 0.00 Min Mz -0.000 0.000 0.003 0.000 0.000 0.000 CO 1
36 RC1 18 0.00 Max N -0.000 0.000 0.002 0.000 0.000 0.000 CO 5
0.49 Min N -0.000 0.000 0.000 0.000 0.001 -0.000 CO 2
18 0.00 Max Vy -0.000 0.000 0.003 0.000 0.000 0.000 CO 2
9 0.98 Min Vy -0.000 -0.000 -0.003 0.000 0.000 0.000 CO 2
18 0.00 Max Mz -0.000 0.000 0.003 0.000 0.000 0.000 CO 1
0.49 Min Mz -0.000 0.000 0.000 0.000 0.001 -0.000 CO 2
37 RC1 8 0.00 Max N 0.118 0.043 0.001 0.000 -0.002 0.189 CO 3
6 5.03 Min N -0.117 -0.002 -0.002 0.000 -0.002 0.002 CO 1
8 0.00 Max Vy 0.083 0.043 0.001 0.000 -0.002 0.189 CO 2
6 5.03 Min Vy -0.117 -0.002 -0.002 0.000 -0.002 0.002 CO 1
8 0.00 Max Mz 0.083 0.043 0.001 0.000 -0.002 0.189 CO 2
1.89 Min Mz -0.098 0.000 0.000 0.000 0.001 -0.001 CO 1
38 RC1 6 0.00 Max N 0.472 0.087 0.002 0.000 -0.002 0.082 CO 3
4 6.54 Min N -0.171 -0.002 -0.002 0.000 -0.002 0.002 CO 1
6 0.00 Max Vy 0.419 0.088 0.003 0.000 -0.003 0.083 CO 2
4 6.54 Min Vy -0.171 -0.002 -0.002 0.000 -0.002 0.002 CO 1
6 0.00 Max Mz 0.419 0.088 0.003 0.000 -0.003 0.083 CO 2
4 6.54 Min Mz 0.454 0.031 -0.001 0.000 0.002 -0.304 CO 3
39 RC1 4 0.00 Max N 0.788 -0.079 0.000 0.001 0.002 -0.304 CO 3
2 3.27 Min N -0.286 -0.001 -0.001 0.000 0.000 0.000 CO 1
4 0.00 Max Vy -0.267 0.002 0.002 0.000 -0.002 0.002 CO 1
2 3.27 Min Vy 0.666 -0.107 -0.001 0.001 0.000 0.000 CO 2
4 0.00 Max Mz -0.267 0.002 0.002 0.000 -0.002 0.002 CO 1
4 0.00 Min Mz 0.788 -0.079 0.000 0.001 0.002 -0.304 CO 3
RFEM 5.30.01 - General 3D structures solved using FEM www.dlubal.com
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RESULTS
Date:9/7/2023 Project: Big Sky RFEM Model: 22ft tower
4.12 CROSS-SECTIONS - INTERNAL FORCES4.12 CROSS-SECTIONS - INTERNAL FORCES Result Combinations
Member Node Location Forces [kip]Moments [kipft]Corresponding
No.RC No.x [ft]N Vy Vz MT My Mz Load Cases
40 RC1 11 0.00 Max N 0.118 0.001 0.043 -0.000 -0.189 0.002 CO 3
12 5.03 Min N -0.117 -0.002 -0.002 0.000 -0.002 0.002 CO 1
11 0.00 Max Vy 0.015 0.002 0.028 -0.000 -0.119 0.002 CO 4
12 5.03 Min Vy -0.117 -0.002 -0.002 0.000 -0.002 0.002 CO 1
12 5.03 Max Mz 0.057 -0.002 -0.001 -0.000 -0.083 0.003 CO 2
1.89 Min Mz -0.098 0.000 0.000 0.000 0.001 -0.001 CO 1
41 RC1 12 0.00 Max N 0.472 0.002 0.087 -0.000 -0.082 0.002 CO 3
10 6.54 Min N -0.171 -0.002 -0.002 0.000 -0.002 0.002 CO 1
12 0.00 Max Vy 0.419 0.003 0.088 -0.000 -0.083 0.003 CO 2
10 6.54 Min Vy -0.171 -0.002 -0.002 0.000 -0.002 0.002 CO 1
12 0.00 Max Mz 0.419 0.003 0.088 -0.000 -0.083 0.003 CO 2
4.09 Min Mz 0.399 0.000 0.052 -0.000 0.202 -0.003 CO 2
42 RC1 10 0.00 Max N 0.788 0.000 -0.079 -0.001 0.304 -0.002 CO 3
14 3.27 Min N -0.286 -0.001 -0.001 0.000 0.000 0.000 CO 1
10 0.00 Max Vy -0.267 0.002 0.002 0.000 -0.002 0.002 CO 1
14 3.27 Min Vy 0.666 -0.001 -0.107 -0.001 -0.000 -0.000 CO 2
10 0.00 Max Mz -0.267 0.002 0.002 0.000 -0.002 0.002 CO 1
10 0.00 Min Mz 0.788 0.000 -0.079 -0.001 0.304 -0.002 CO 3
43 RC1 16 0.00 Max N -0.086 0.001 0.001 0.000 -0.001 0.001 CO 1
17 5.03 Min N -0.283 -0.026 -0.002 -0.000 -0.002 -0.052 CO 2
16 0.00 Max Vy -0.086 0.001 0.001 0.000 -0.001 0.001 CO 1
17 5.03 Min Vy -0.283 -0.026 -0.002 -0.000 -0.002 -0.052 CO 2
17 5.03 Max Mz -0.117 -0.002 -0.002 0.000 -0.002 0.002 CO 1
16 0.00 Min Mz -0.218 -0.023 0.001 -0.000 0.001 -0.176 CO 3
44 RC1 17 0.00 Max N -0.132 0.002 0.002 0.000 -0.002 0.002 CO 1
15 6.54 Min N -0.712 -0.060 -0.003 -0.000 -0.004 0.329 CO 2
17 0.00 Max Vy -0.132 0.002 0.002 0.000 -0.002 0.002 CO 1
15 6.54 Min Vy -0.712 -0.060 -0.003 -0.000 -0.004 0.329 CO 2
15 6.54 Max Mz -0.712 -0.060 -0.003 -0.000 -0.004 0.329 CO 2
17 0.00 Min Mz -0.620 -0.057 0.001 -0.000 -0.001 -0.053 CO 3
45 RC1 15 0.00 Max N -0.267 0.002 0.002 0.000 -0.002 0.002 CO 1
19 3.27 Min N -1.236 0.100 0.000 -0.001 -0.000 -0.000 CO 2
15 0.00 Max Vy -1.217 0.101 0.002 -0.001 -0.004 0.329 CO 2
19 3.27 Min Vy -0.286 -0.001 -0.001 0.000 0.000 0.000 CO 1
15 0.00 Max Mz -1.217 0.101 0.002 -0.001 -0.004 0.329 CO 2
2.45 Min Mz -0.281 0.000 0.000 0.000 0.000 -0.000 CO 1
46 RC1 7 0.00 Max N -0.086 0.001 0.001 0.000 -0.001 0.001 CO 1
5 5.03 Min N -0.283 -0.002 -0.026 0.000 0.052 0.002 CO 2
7 0.00 Max Vy -0.086 0.001 0.001 0.000 -0.001 0.001 CO 1
5 5.03 Min Vy -0.283 -0.002 -0.026 0.000 0.052 0.002 CO 2
5 5.03 Max Mz -0.117 -0.002 -0.002 0.000 -0.002 0.002 CO 1
1.89 Min Mz -0.264 -0.000 -0.024 0.000 0.131 -0.002 CO 2
47 RC1 5 0.00 Max N -0.132 0.002 0.002 0.000 -0.002 0.002 CO 1
3 6.54 Min N -0.712 -0.003 -0.060 0.000 -0.329 0.004 CO 2
5 0.00 Max Vy -0.132 0.002 0.002 0.000 -0.002 0.002 CO 1
3 6.54 Min Vy -0.712 -0.003 -0.060 0.000 -0.329 0.004 CO 2
3 6.54 Max Mz -0.712 -0.003 -0.060 0.000 -0.329 0.004 CO 2
3.27 Min Mz -0.151 0.000 0.000 0.000 0.002 -0.002 CO 1
48 RC1 3 0.00 Max N -0.267 0.002 0.002 0.000 -0.002 0.002 CO 1
20 3.27 Min N -1.236 0.000 0.100 0.001 0.000 0.000 CO 2
3 0.00 Max Vy -1.217 0.002 0.101 0.001 -0.329 0.004 CO 2
20 3.27 Min Vy -0.286 -0.001 -0.001 0.000 0.000 0.000 CO 1
3 0.00 Max Mz -1.217 0.002 0.101 0.001 -0.329 0.004 CO 2
2.45 Min Mz -0.281 0.000 0.000 0.000 0.000 -0.000 CO 1
Section No. 2: Dimension Lumber 2x6 | ANSI/AWC NDS-2015
5 RC1 3 0.00 Max N 0.010 -0.000 0.004 0.000 0.000 0.000 CO 1
4 4.23 Min N -0.039 -0.000 -0.003 0.000 0.000 0.000 CO 3
4 4.23 Max Vy 0.010 0.000 -0.004 0.000 0.000 0.000 CO 1
3 0.00 Min Vy -0.035 -0.000 0.004 0.000 0.000 0.000 CO 2
1.41 Max Mz -0.035 -0.000 0.001 0.000 0.004 0.000 CO 2
3 0.00 Min Mz 0.010 -0.000 0.004 0.000 0.000 0.000 CO 1
6 RC1 5 0.00 Max N 0.023 0.000 0.003 0.000 0.000 0.000 CO 1
6 2.77 Min N -0.041 -0.000 -0.002 0.000 0.000 -0.000 CO 3
5 0.00 Max Vy 0.023 0.000 0.003 0.000 0.000 0.000 CO 1
6 2.77 Min Vy -0.032 -0.000 -0.003 0.000 0.000 -0.000 CO 2
5 0.00 Max Mz 0.023 0.000 0.003 0.000 0.000 0.000 CO 1
5 0.00 Min Mz -0.032 -0.000 0.003 0.000 0.000 -0.000 CO 2
7 RC1 7 0.00 Max N 0.009 0.000 0.002 0.000 0.000 0.000 CO 1
8 1.65 Min N -0.025 -0.000 -0.001 0.000 0.000 0.000 CO 3
7 0.00 Max Vy 0.009 0.000 0.002 0.000 0.000 0.000 CO 1
7 0.00 Min Vy -0.021 -0.000 0.002 0.000 0.000 0.000 CO 2
7 0.00 Max Mz 0.009 0.000 0.002 0.000 0.000 0.000 CO 1
7 0.00 Min Mz 0.009 0.000 0.002 0.000 0.000 0.000 CO 1
8 RC1 26 4.46 Max N -0.040 -0.000 -0.002 0.000 0.002 0.001 CO 1
3 0.00 Min N -0.348 -0.000 0.003 0.000 0.000 0.000 CO 2
26 4.46 Max Vy -0.324 -0.000 -0.000 0.000 0.004 0.001 CO 3
3 0.00 Min Vy -0.047 -0.000 0.003 0.000 0.000 0.000 CO 1
26 4.46 Max Mz -0.040 -0.000 -0.002 0.000 0.002 0.001 CO 1
3 0.00 Min Mz -0.047 -0.000 0.003 0.000 0.000 0.000 CO 1
9 RC1 27 3.43 Max N 0.208 0.000 -0.001 0.000 0.001 -0.000 CO 3
6 0.00 Min N -0.035 0.000 0.002 0.000 0.000 0.000 CO 1
RFEM 5.30.01 - General 3D structures solved using FEM www.dlubal.com
Fire Tower Engineered Timber
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Sheet:1
RESULTS
Date:9/7/2023 Project: Big Sky RFEM Model: 22ft tower
4.12 CROSS-SECTIONS - INTERNAL FORCES4.12 CROSS-SECTIONS - INTERNAL FORCES Result Combinations
Member Node Location Forces [kip]Moments [kipft]Corresponding
No.RC No.x [ft]N Vy Vz MT My Mz Load Cases
9 RC1 27 3.43 Max Vy 0.196 0.000 -0.001 0.000 0.001 -0.001 CO 2
6 0.00 Min Vy 0.204 0.000 0.001 0.000 0.000 0.000 CO 3
6 0.00 Max Mz -0.035 0.000 0.002 0.000 0.000 0.000 CO 1
27 3.43 Min Mz -0.028 0.000 -0.001 0.000 0.001 -0.001 CO 1
10 RC1 8 0.00 Max N -0.024 0.000 0.001 -0.000 0.000 0.000 CO 1
27 2.04 Min N -0.264 0.000 -0.000 0.000 0.001 -0.001 CO 2
8 0.00 Max Vy -0.261 0.000 0.001 0.000 0.000 0.000 CO 2
27 2.04 Min Vy -0.158 0.000 -0.000 0.000 0.000 -0.000 CO 5
8 0.00 Max Mz -0.024 0.000 0.001 -0.000 0.000 0.000 CO 1
27 2.04 Min Mz -0.264 0.000 -0.000 0.000 0.001 -0.001 CO 2
11 RC1 5 0.00 Max N 0.259 -0.000 0.000 0.000 0.000 0.000 CO 3
26 2.92 Min N -0.038 -0.000 -0.001 -0.000 0.002 0.001 CO 1
5 0.00 Max Vy 0.106 -0.000 0.001 0.000 0.000 0.000 CO 5
26 2.92 Min Vy 0.241 -0.000 -0.002 0.000 -0.002 0.001 CO 2
26 2.92 Max Mz 0.241 -0.000 -0.002 0.000 -0.002 0.001 CO 2
5 0.00 Min Mz -0.033 -0.000 0.002 -0.000 0.000 0.000 CO 1
12 RC1 6 0.00 Max N 0.098 -0.023 0.049 -0.000 -0.000 0.000 CO 3
25 2.92 Min N -0.038 -0.000 -0.001 -0.000 0.002 0.001 CO 1
25 2.92 Max Vy 0.098 0.003 0.043 -0.000 0.135 0.030 CO 3
6 0.00 Min Vy 0.085 -0.024 0.050 -0.000 -0.000 0.000 CO 2
25 2.92 Max Mz 0.082 0.003 0.043 -0.000 0.136 0.030 CO 2
6 0.00 Min Mz -0.033 -0.000 0.002 -0.000 0.000 0.000 CO 1
13 RC1 11 0.00 Max N 0.017 0.016 0.039 -0.000 0.000 0.000 CO 3
28 2.04 Min N -0.028 0.000 -0.000 -0.000 0.001 -0.001 CO 1
11 0.00 Max Vy 0.008 0.016 0.040 -0.000 0.000 0.000 CO 2
28 2.04 Min Vy 0.017 -0.003 0.034 0.000 0.074 -0.013 CO 3
11 0.00 Max Mz 0.008 0.016 0.040 -0.000 0.000 0.000 CO 2
28 2.04 Min Mz 0.006 -0.003 0.034 0.000 0.075 -0.014 CO 2
14 RC1 28 3.43 Max N 0.041 -0.012 0.017 -0.000 0.074 -0.013 CO 3
12 0.00 Min N -0.035 0.000 0.002 0.000 0.000 0.000 CO 1
12 0.00 Max Vy 0.026 0.019 0.027 0.000 -0.000 -0.000 CO 2
28 3.43 Min Vy 0.041 -0.012 0.017 -0.000 0.074 -0.013 CO 3
12 0.00 Max Mz -0.035 0.000 0.002 0.000 0.000 0.000 CO 1
2.28 Min Mz 0.028 -0.001 0.020 0.000 0.054 -0.021 CO 2
15 RC1 25 4.46 Max N 0.135 0.013 0.025 0.000 0.135 0.030 CO 3
4 0.00 Min N -0.047 -0.000 0.003 0.000 0.000 0.000 CO 1
25 4.46 Max Vy 0.135 0.013 0.025 0.000 0.135 0.030 CO 3
4 0.00 Min Vy 0.116 -0.027 0.036 0.000 0.000 -0.000 CO 2
2.97 Max Mz 0.118 -0.000 0.029 0.000 0.096 0.040 CO 2
4 0.00 Min Mz 0.116 -0.027 0.036 0.000 0.000 -0.000 CO 2
16 RC1 8 0.00 Max N 0.021 -0.007 0.002 0.000 0.000 0.000 CO 2
0.83 Min N 0.006 0.000 0.000 0.000 0.000 0.001 CO 5
11 1.65 Max Vy 0.017 0.007 -0.001 0.000 0.000 0.000 CO 3
8 0.00 Min Vy 0.017 -0.007 0.001 0.000 0.000 0.000 CO 3
0.83 Max Mz 0.017 0.000 0.000 0.000 0.000 0.003 CO 3
8 0.00 Min Mz 0.009 0.000 0.002 0.000 0.000 0.000 CO 1
17 RC1 6 0.00 Max N 0.023 0.000 0.003 0.000 0.000 0.000 CO 1
1.39 Min N -0.057 0.000 0.000 0.000 0.001 0.009 CO 3
12 2.77 Max Vy -0.057 0.013 -0.002 0.000 0.000 0.000 CO 3
6 0.00 Min Vy -0.057 -0.013 0.002 0.000 0.000 0.000 CO 3
1.39 Max Mz -0.057 0.000 0.000 0.000 0.001 0.009 CO 3
6 0.00 Min Mz 0.023 0.000 0.003 0.000 0.000 0.000 CO 1
18 RC1 4 0.00 Max N 0.010 -0.000 0.004 0.000 0.000 0.000 CO 1
2.12 Min N -0.078 -0.000 0.000 0.000 0.003 0.020 CO 3
10 4.23 Max Vy -0.078 0.019 -0.003 0.000 0.000 0.000 CO 3
4 0.00 Min Vy -0.078 -0.019 0.003 0.000 0.000 0.000 CO 3
2.12 Max Mz -0.078 -0.000 0.000 0.000 0.003 0.020 CO 3
4 0.00 Min Mz 0.010 -0.000 0.004 0.000 0.000 0.000 CO 1
19 RC1 12 0.00 Max N -0.033 -0.000 0.002 -0.000 0.000 0.000 CO 1
24 2.92 Min N -0.335 -0.000 0.000 -0.000 0.005 0.001 CO 2
24 2.92 Max Vy -0.320 -0.000 0.001 -0.000 0.004 0.001 CO 3
12 0.00 Min Vy -0.033 -0.000 0.002 -0.000 0.000 0.000 CO 1
24 2.92 Max Mz -0.038 -0.000 -0.001 -0.000 0.002 0.001 CO 1
12 0.00 Min Mz -0.033 -0.000 0.002 -0.000 0.000 0.000 CO 1
20 RC1 16 0.00 Max N 0.211 0.000 0.001 -0.000 0.000 0.000 CO 3
23 2.04 Min N -0.028 0.000 -0.000 -0.000 0.001 -0.001 CO 1
16 0.00 Max Vy -0.024 0.000 0.001 -0.000 0.000 0.000 CO 1
16 0.00 Min Vy 0.211 0.000 0.001 -0.000 0.000 0.000 CO 3
16 0.00 Max Mz -0.024 0.000 0.001 -0.000 0.000 0.000 CO 1
23 2.04 Min Mz -0.028 0.000 -0.000 -0.000 0.001 -0.001 CO 1
21 RC1 23 3.43 Max N -0.028 0.000 -0.001 0.000 0.001 -0.001 CO 1
17 0.00 Min N -0.271 0.000 0.002 -0.000 0.000 0.000 CO 2
17 0.00 Max Vy -0.271 0.000 0.002 -0.000 0.000 0.000 CO 2
23 3.43 Min Vy -0.159 0.000 -0.001 -0.000 0.000 -0.000 CO 5
17 0.00 Max Mz -0.035 0.000 0.002 0.000 0.000 0.000 CO 1
23 3.43 Min Mz -0.265 0.000 -0.001 -0.000 0.001 -0.001 CO 2
22 RC1 24 4.46 Max N 0.258 -0.000 -0.002 -0.000 -0.002 0.001 CO 3
10 0.00 Min N -0.047 -0.000 0.003 0.000 0.000 0.000 CO 1
10 0.00 Max Vy 0.099 -0.000 0.001 -0.000 0.000 0.000 CO 5
24 4.46 Min Vy 0.243 -0.000 -0.002 -0.000 -0.002 0.001 CO 2
24 4.46 Max Mz 0.243 -0.000 -0.002 -0.000 -0.002 0.001 CO 2
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Sheet:1
RESULTS
Date:9/7/2023 Project: Big Sky RFEM Model: 22ft tower
4.12 CROSS-SECTIONS - INTERNAL FORCES4.12 CROSS-SECTIONS - INTERNAL FORCES Result Combinations
Member Node Location Forces [kip]Moments [kipft]Corresponding
No.RC No.x [ft]N Vy Vz MT My Mz Load Cases
22 RC1 10 0.00 Min Mz -0.047 -0.000 0.003 0.000 0.000 0.000 CO 1
23 RC1 11 0.00 Max N 0.009 0.000 0.002 0.000 0.000 0.000 CO 1
11 0.00 Min N -0.025 0.000 0.001 -0.000 0.000 0.000 CO 3
16 1.65 Max Vy -0.021 0.000 -0.002 -0.000 0.000 0.000 CO 2
11 0.00 Min Vy 0.009 0.000 0.002 0.000 0.000 0.000 CO 1
11 0.00 Max Mz 0.009 0.000 0.002 0.000 0.000 0.000 CO 1
11 0.00 Min Mz 0.009 0.000 0.002 0.000 0.000 0.000 CO 1
24 RC1 12 0.00 Max N 0.023 0.000 0.003 0.000 0.000 0.000 CO 1
12 0.00 Min N -0.041 0.000 0.002 -0.000 0.000 -0.000 CO 3
12 0.00 Max Vy -0.032 0.000 0.003 -0.000 0.000 -0.000 CO 2
2.08 Min Vy 0.023 -0.000 -0.001 0.000 0.001 0.000 CO 1
12 0.00 Max Mz 0.023 0.000 0.003 0.000 0.000 0.000 CO 1
12 0.00 Min Mz -0.032 0.000 0.003 -0.000 0.000 -0.000 CO 2
25 RC1 10 0.00 Max N 0.010 -0.000 0.004 0.000 0.000 0.000 CO 1
10 0.00 Min N -0.039 0.000 0.003 -0.000 0.000 0.000 CO 3
15 4.23 Max Vy -0.035 0.000 -0.004 -0.000 0.000 0.000 CO 2
10 0.00 Min Vy 0.010 -0.000 0.004 0.000 0.000 0.000 CO 1
2.82 Max Mz -0.035 0.000 -0.001 -0.000 0.004 0.000 CO 2
10 0.00 Min Mz 0.010 -0.000 0.004 0.000 0.000 0.000 CO 1
26 RC1 17 0.00 Max N -0.033 -0.000 0.002 -0.000 0.000 0.000 CO 1
22 2.92 Min N -0.180 -0.000 -0.001 0.000 0.002 0.001 CO 2
22 2.92 Max Vy -0.101 -0.000 -0.001 0.000 0.001 0.001 CO 5
17 0.00 Min Vy -0.175 -0.000 0.002 0.000 -0.000 0.000 CO 2
22 2.92 Max Mz -0.180 -0.000 -0.001 0.000 0.002 0.001 CO 2
17 0.00 Min Mz -0.033 -0.000 0.002 -0.000 0.000 0.000 CO 1
27 RC1 7 0.00 Max N -0.024 0.000 0.001 -0.000 0.000 0.000 CO 1
21 2.04 Min N -0.071 0.000 -0.000 0.000 0.001 -0.000 CO 2
7 0.00 Max Vy -0.024 0.000 0.001 -0.000 0.000 0.000 CO 1
21 2.04 Min Vy -0.060 0.000 -0.000 0.000 0.001 -0.000 CO 3
7 0.00 Max Mz -0.024 0.000 0.001 -0.000 0.000 0.000 CO 1
21 2.04 Min Mz -0.028 0.000 -0.000 -0.000 0.001 -0.001 CO 1
28 RC1 21 3.43 Max N -0.028 0.000 -0.001 0.000 0.001 -0.001 CO 1
5 0.00 Min N -0.078 0.000 0.002 -0.000 0.000 0.000 CO 2
5 0.00 Max Vy -0.035 0.000 0.002 0.000 0.000 0.000 CO 1
21 3.43 Min Vy -0.060 0.000 -0.001 -0.000 0.001 -0.000 CO 3
5 0.00 Max Mz -0.035 0.000 0.002 0.000 0.000 0.000 CO 1
21 3.43 Min Mz -0.028 0.000 -0.001 0.000 0.001 -0.001 CO 1
29 RC1 22 4.46 Max N -0.040 -0.000 -0.002 0.000 0.002 0.001 CO 1
15 0.00 Min N -0.189 -0.000 0.003 -0.000 -0.000 0.000 CO 2
22 4.46 Max Vy -0.166 -0.000 -0.001 -0.000 0.001 0.001 CO 3
15 0.00 Min Vy -0.189 -0.000 0.003 -0.000 -0.000 0.000 CO 2
22 4.46 Max Mz -0.182 -0.000 -0.002 -0.000 0.002 0.001 CO 2
15 0.00 Min Mz -0.047 -0.000 0.003 0.000 0.000 0.000 CO 1
30 RC1 16 0.00 Max N 0.032 0.000 0.002 0.000 0.000 0.000 CO 2
0.83 Min N 0.009 0.000 0.000 0.000 0.001 0.000 CO 1
16 0.00 Max Vy 0.032 0.000 0.002 0.000 0.000 0.000 CO 2
7 1.65 Min Vy 0.032 -0.000 -0.002 0.000 0.000 0.000 CO 2
16 0.00 Max Mz 0.009 0.000 0.002 0.000 0.000 0.000 CO 1
0.83 Min Mz 0.032 0.000 0.000 0.000 0.001 -0.000 CO 2
31 RC1 17 0.00 Max N 0.118 -0.000 0.003 0.000 0.000 0.000 CO 2
1.39 Min N 0.023 0.000 0.000 0.000 0.002 0.000 CO 1
5 2.77 Max Vy 0.118 0.000 -0.003 0.000 0.000 0.000 CO 2
17 0.00 Min Vy 0.118 -0.000 0.003 0.000 0.000 0.000 CO 2
1.39 Max Mz 0.118 0.000 0.000 0.000 0.002 0.000 CO 2
17 0.00 Min Mz 0.023 0.000 0.003 0.000 0.000 0.000 CO 1
32 RC1 15 0.00 Max N 0.061 0.000 0.004 0.000 0.000 0.000 CO 2
1.41 Min N 0.010 -0.000 0.001 0.000 0.004 0.000 CO 1
15 0.00 Max Vy 0.061 0.000 0.004 0.000 0.000 0.000 CO 2
3 4.23 Min Vy 0.061 -0.000 -0.004 0.000 0.000 0.000 CO 2
0.71 Max Mz 0.010 -0.000 0.003 0.000 0.002 0.000 CO 1
1.41 Min Mz 0.061 0.000 0.001 0.000 0.004 -0.000 CO 2
49 RC1 6 2.92 Max N -0.033 0.000 -0.002 0.000 0.000 0.000 CO 1
26 0.00 Min N -0.335 0.000 -0.000 0.000 0.005 0.001 CO 2
6 2.92 Max Vy -0.033 0.000 -0.002 0.000 0.000 0.000 CO 1
26 0.00 Min Vy -0.320 0.000 -0.001 0.000 0.004 0.001 CO 3
26 0.00 Max Mz -0.038 0.000 0.001 0.000 0.002 0.001 CO 1
6 2.92 Min Mz -0.033 0.000 -0.002 0.000 0.000 0.000 CO 1
50 RC1 7 2.04 Max N 0.211 -0.000 -0.001 0.000 0.000 0.000 CO 3
27 0.00 Min N -0.028 -0.000 0.000 0.000 0.001 -0.001 CO 1
7 2.04 Max Vy 0.211 -0.000 -0.001 0.000 0.000 0.000 CO 3
7 2.04 Min Vy -0.024 -0.000 -0.001 0.000 0.000 0.000 CO 1
7 2.04 Max Mz -0.024 -0.000 -0.001 0.000 0.000 0.000 CO 1
27 0.00 Min Mz -0.028 -0.000 0.000 0.000 0.001 -0.001 CO 1
51 RC1 27 0.00 Max N -0.028 -0.000 0.001 -0.000 0.001 -0.001 CO 1
5 3.43 Min N -0.271 -0.000 -0.002 0.000 0.000 0.000 CO 2
27 0.00 Max Vy -0.159 -0.000 0.001 0.000 0.000 -0.000 CO 5
5 3.43 Min Vy -0.271 -0.000 -0.002 0.000 0.000 0.000 CO 2
5 3.43 Max Mz -0.035 -0.000 -0.002 -0.000 0.000 0.000 CO 1
27 0.00 Min Mz -0.265 -0.000 0.001 0.000 0.001 -0.001 CO 2
52 RC1 26 0.00 Max N 0.258 0.000 0.002 0.000 -0.002 0.001 CO 3
4 4.46 Min N -0.047 0.000 -0.003 -0.000 0.000 0.000 CO 1
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Sheet:1
RESULTS
Date:9/7/2023 Project: Big Sky RFEM Model: 22ft tower
4.12 CROSS-SECTIONS - INTERNAL FORCES4.12 CROSS-SECTIONS - INTERNAL FORCES Result Combinations
Member Node Location Forces [kip]Moments [kipft]Corresponding
No.RC No.x [ft]N Vy Vz MT My Mz Load Cases
52 RC1 26 0.00 Max Vy 0.243 0.000 0.002 0.000 -0.002 0.001 CO 2
4 4.46 Min Vy 0.099 0.000 -0.001 0.000 0.000 0.000 CO 5
26 0.00 Max Mz 0.243 0.000 0.002 0.000 -0.002 0.001 CO 2
4 4.46 Min Mz -0.047 0.000 -0.003 -0.000 0.000 0.000 CO 1
53 RC1 25 0.00 Max N 0.135 -0.013 -0.025 -0.000 0.135 0.030 CO 3
10 4.46 Min N -0.047 0.000 -0.003 -0.000 0.000 0.000 CO 1
10 4.46 Max Vy 0.116 0.027 -0.036 -0.000 0.000 -0.000 CO 2
25 0.00 Min Vy 0.135 -0.013 -0.025 -0.000 0.135 0.030 CO 3
1.49 Max Mz 0.118 0.000 -0.029 -0.000 0.096 0.040 CO 2
10 4.46 Min Mz 0.116 0.027 -0.036 -0.000 0.000 -0.000 CO 2
54 RC1 28 0.00 Max N 0.041 0.012 -0.017 0.000 0.074 -0.013 CO 3
6 3.43 Min N -0.035 -0.000 -0.002 -0.000 0.000 0.000 CO 1
28 0.00 Max Vy 0.041 0.012 -0.017 0.000 0.074 -0.013 CO 3
6 3.43 Min Vy 0.026 -0.019 -0.027 -0.000 -0.000 -0.000 CO 2
6 3.43 Max Mz -0.035 -0.000 -0.002 -0.000 0.000 0.000 CO 1
1.14 Min Mz 0.028 0.001 -0.020 -0.000 0.054 -0.021 CO 2
55 RC1 8 2.04 Max N 0.017 -0.016 -0.039 0.000 0.000 0.000 CO 3
28 0.00 Min N -0.028 -0.000 0.000 0.000 0.001 -0.001 CO 1
28 0.00 Max Vy 0.017 0.003 -0.034 -0.000 0.074 -0.013 CO 3
8 2.04 Min Vy 0.008 -0.016 -0.040 0.000 0.000 0.000 CO 2
8 2.04 Max Mz 0.008 -0.016 -0.040 0.000 0.000 0.000 CO 2
28 0.00 Min Mz 0.006 0.003 -0.034 -0.000 0.075 -0.014 CO 2
56 RC1 12 2.92 Max N 0.098 0.023 -0.049 0.000 -0.000 0.000 CO 3
25 0.00 Min N -0.038 0.000 0.001 0.000 0.002 0.001 CO 1
12 2.92 Max Vy 0.085 0.024 -0.050 0.000 -0.000 0.000 CO 2
25 0.00 Min Vy 0.098 -0.003 -0.043 0.000 0.135 0.030 CO 3
25 0.00 Max Mz 0.082 -0.003 -0.043 0.000 0.136 0.030 CO 2
12 2.92 Min Mz -0.033 0.000 -0.002 0.000 0.000 0.000 CO 1
57 RC1 24 0.00 Max N -0.040 0.000 0.002 -0.000 0.002 0.001 CO 1
15 4.46 Min N -0.348 0.000 -0.003 -0.000 0.000 0.000 CO 2
15 4.46 Max Vy -0.047 0.000 -0.003 -0.000 0.000 0.000 CO 1
24 0.00 Min Vy -0.324 0.000 0.000 -0.000 0.004 0.001 CO 3
24 0.00 Max Mz -0.040 0.000 0.002 -0.000 0.002 0.001 CO 1
15 4.46 Min Mz -0.047 0.000 -0.003 -0.000 0.000 0.000 CO 1
58 RC1 23 0.00 Max N 0.208 -0.000 0.001 -0.000 0.001 -0.000 CO 3
12 3.43 Min N -0.035 -0.000 -0.002 -0.000 0.000 0.000 CO 1
12 3.43 Max Vy 0.204 -0.000 -0.001 -0.000 0.000 0.000 CO 3
23 0.00 Min Vy 0.196 -0.000 0.001 -0.000 0.001 -0.001 CO 2
12 3.43 Max Mz -0.035 -0.000 -0.002 -0.000 0.000 0.000 CO 1
23 0.00 Min Mz -0.028 -0.000 0.001 -0.000 0.001 -0.001 CO 1
59 RC1 11 2.04 Max N -0.024 -0.000 -0.001 0.000 0.000 0.000 CO 1
23 0.00 Min N -0.264 -0.000 0.000 -0.000 0.001 -0.001 CO 2
23 0.00 Max Vy -0.158 -0.000 0.000 -0.000 0.000 -0.000 CO 5
11 2.04 Min Vy -0.261 -0.000 -0.001 -0.000 0.000 0.000 CO 2
11 2.04 Max Mz -0.024 -0.000 -0.001 0.000 0.000 0.000 CO 1
23 0.00 Min Mz -0.264 -0.000 0.000 -0.000 0.001 -0.001 CO 2
60 RC1 17 2.92 Max N 0.259 0.000 -0.000 -0.000 0.000 0.000 CO 3
24 0.00 Min N -0.038 0.000 0.001 0.000 0.002 0.001 CO 1
24 0.00 Max Vy 0.241 0.000 0.002 -0.000 -0.002 0.001 CO 2
17 2.92 Min Vy 0.106 0.000 -0.001 -0.000 0.000 0.000 CO 5
24 0.00 Max Mz 0.241 0.000 0.002 -0.000 -0.002 0.001 CO 2
17 2.92 Min Mz -0.033 0.000 -0.002 0.000 0.000 0.000 CO 1
61 RC1 22 0.00 Max N -0.040 0.000 0.002 -0.000 0.002 0.001 CO 1
3 4.46 Min N -0.189 0.000 -0.003 0.000 -0.000 0.000 CO 2
3 4.46 Max Vy -0.189 0.000 -0.003 0.000 -0.000 0.000 CO 2
22 0.00 Min Vy -0.166 0.000 0.001 0.000 0.001 0.001 CO 3
22 0.00 Max Mz -0.182 0.000 0.002 0.000 0.002 0.001 CO 2
3 4.46 Min Mz -0.047 0.000 -0.003 -0.000 0.000 0.000 CO 1
62 RC1 21 0.00 Max N -0.028 -0.000 0.001 -0.000 0.001 -0.001 CO 1
17 3.43 Min N -0.078 -0.000 -0.002 0.000 0.000 0.000 CO 2
21 0.00 Max Vy -0.060 -0.000 0.001 0.000 0.001 -0.000 CO 3
17 3.43 Min Vy -0.035 -0.000 -0.002 -0.000 0.000 0.000 CO 1
17 3.43 Max Mz -0.035 -0.000 -0.002 -0.000 0.000 0.000 CO 1
21 0.00 Min Mz -0.028 -0.000 0.001 -0.000 0.001 -0.001 CO 1
63 RC1 16 2.04 Max N -0.024 -0.000 -0.001 0.000 0.000 0.000 CO 1
21 0.00 Min N -0.071 -0.000 0.000 -0.000 0.001 -0.000 CO 2
21 0.00 Max Vy -0.060 -0.000 0.000 -0.000 0.001 -0.000 CO 3
16 2.04 Min Vy -0.024 -0.000 -0.001 0.000 0.000 0.000 CO 1
16 2.04 Max Mz -0.024 -0.000 -0.001 0.000 0.000 0.000 CO 1
21 0.00 Min Mz -0.028 -0.000 0.000 0.000 0.001 -0.001 CO 1
64 RC1 5 2.92 Max N -0.033 0.000 -0.002 0.000 0.000 0.000 CO 1
22 0.00 Min N -0.180 0.000 0.001 -0.000 0.002 0.001 CO 2
5 2.92 Max Vy -0.175 0.000 -0.002 -0.000 -0.000 0.000 CO 2
22 0.00 Min Vy -0.101 0.000 0.001 -0.000 0.001 0.001 CO 5
22 0.00 Max Mz -0.180 0.000 0.001 -0.000 0.002 0.001 CO 2
5 2.92 Min Mz -0.033 0.000 -0.002 0.000 0.000 0.000 CO 1
RFEM 5.30.01 - General 3D structures solved using FEM www.dlubal.com
Fire Tower Engineered Timber
104 5th Street Calumet, MI 49913 USA
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Sheet:1
RESULTS
Date:9/7/2023 Project: Big Sky RFEM Model: 22ft tower
INTERNAL FORCES N
-1.236
-1.217
-0.712-0.348
0.061
-1.236
0.010-1.217
-0.712
0.061
-0.039
0.780
-0.182
-0.180-0.180
-0.182
-0.6720.259
-0.271 -0.283
-0.340
0.258
-0.286
0.788
-0.038
-0.040
0.454
-0.672
-0.171
-0.267
-0.283
0.023
-0.041
-0.340
-0.335
-0.078
-0.040
0.780
0.211
0.472
-0.253
-0.265
-0.264
-0.134
X
Z
Y-0.286
-0.028
-0.028
0.788
0.135
0.254
-0.117
-0.132
0.454
0.098
0.135
0.010-0.267
-0.253
-0.134 -0.025
-0.265
-0.264
0.472
0.204
-0.261
-0.116
-0.330
0.104
0.0410.041
-0.086
-0.116
-0.261 0.118
-0.126
Isometric
INTERNAL FORCES NINTERNAL FORCES N
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Sheet:1
RF-TIMBER AWC
Date:9/7/2023 Project: Big Sky RFEM Model: 22ft tower
1.1.1 GENERAL DATA1.1.1 GENERAL DATA
Members to design:All
Design according to:ASD - 2018 - Allowable Stress Design
Ultimate Limit State Design
Result combinations to design:RC1 CO1/p or to CO5
RF-TIMBER AWC
CA1
1.2 MATERIALS1.2 MATERIALS
Matl.Material
No.Description Comment
1 Douglas Fir-Larch (WCLIB GRA), 5“x5“ and Larger, Posts
and Timbers, No.1 | ANSI/AWC NDS-2018
2 Douglas Fir-Larch, 2“-4“ Thick, 2“ and Wider, No.1 and
Btr | ANSI/AWC NDS-2018
1.3.1 CROSS-SECTIONS1.3.1 CROSS-SECTIONS
Sect.Matl.Cross-section Max Design
No.No.Description [in]Ratio Comment
1 1 T-Rectangle 5/5 0.11
Bending Design Value Adjustment CF (Fb)1.000
Tension Design Value Adjustment CF (Ft)1.000
Compression Parallel to Grain Design
Value Adjustment
CF (Fc)1.000
Bending Design Value Adjustment Cfu 1.000
2 2 Dimension Lumber 2x6 | ANSI/AWC
NDS-2015
0.16
Bending Design Value Adjustment CF (Fb)1.300
Tension Design Value Adjustment CF (Ft)1.300
Compression Parallel to Grain Design
Value Adjustment
CF (Fc)1.100
Bending Design Value Adjustment Cfu 1.150
T-Rectangle 5/5 Dimension Lumber...
1.4 LOAD DURATION1.4 LOAD DURATION
Load-Load Factor
ing Description Type Load Duration CD Comment
LC1 D Dead Permanent 0.900
LC2 W Wind Ten minutes 1.600
LC3 Ex Earthquake,
horizontal
Ten years 1.000
CO1 D -Permanent 0.900
CO2 D + 0.6W -Ten minutes 1.600
CO3 0.6D + 0.6W -Ten minutes 1.600
CO4 D + 0.7Eh -Ten years 1.000
CO5 0.6D + 0.7Eh -Ten years 1.000
2.4 DESIGN BY MEMBER2.4 DESIGN BY MEMBER
Member Location LC/CO/Design
No.x [ft]RC Design No.Description
1 Cross-section No. 1 - T-Rectangle 5/5
3.02 CO1 0.01 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
3.02 CO2 0.02 1 112)Cross-section resistance - Strength in shear due to shear force Vy/Vy
acc. to 3.4
3.02 CO4 0.06 1 152)Cross-section resistance - Strength in bending about z/y-axis and
compression acc. to 3.9.2
3.02 CO1 0.01 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
3.02 CO4 0.06 1 343)Stability - Bending about z/y-axis without LTB and compression with
buckling about both axes acc. to 3.9.2
2 Cross-section No. 1 - T-Rectangle 5/5
3.02 CO1 0.01 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
3.02 CO2 0.02 1 111)Cross-section resistance - Strength in shear due to shear force Vz/Vx
acc. to 3.4
3.02 CO4 0.06 1 151)Cross-section resistance - Strength in bending about y/x-axis and
compression acc. to 3.9.2
3.02 CO1 0.01 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
3.02 CO4 0.06 1 333)Stability - Bending about y/x-axis without LTB and compression with
buckling about both axes acc. to 3.9.2
3 Cross-section No. 1 - T-Rectangle 5/5
3.02 CO1 0.01 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
0.00 CO4 0.01 1 112)Cross-section resistance - Strength in shear due to shear force Vy/Vy
acc. to 3.4
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Sheet:1
RF-TIMBER AWC
Date:9/7/2023 Project: Big Sky RFEM Model: 22ft tower
2.4 DESIGN BY MEMBER2.4 DESIGN BY MEMBER
Member Location LC/CO/Design
No.x [ft]RC Design No.Description
3.02 CO5 0.05 1 152)Cross-section resistance - Strength in bending about z/y-axis and
compression acc. to 3.9.2
3.02 CO1 0.01 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
3.02 CO5 0.05 1 343)Stability - Bending about z/y-axis without LTB and compression with
buckling about both axes acc. to 3.9.2
4 Cross-section No. 1 - T-Rectangle 5/5
3.02 CO1 0.01 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
0.00 CO4 0.01 1 111)Cross-section resistance - Strength in shear due to shear force Vz/Vx
acc. to 3.4
3.02 CO5 0.05 1 151)Cross-section resistance - Strength in bending about y/x-axis and
compression acc. to 3.9.2
3.02 CO1 0.01 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
3.02 CO5 0.05 1 333)Stability - Bending about y/x-axis without LTB and compression with
buckling about both axes acc. to 3.9.2
5 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
0.71 CO5 0.00 1 100)Cross-section resistance - Negligible internal forces
4.23 CO3 0.00 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
0.00 CO1 0.00 1 111)Cross-section resistance - Strength in shear due to shear force Vz/Vx
acc. to 3.4
2.12 CO1 0.01 1 131)Cross-section resistance - Strength in bending about y/x-axis acc. to
3.3
2.12 CO2 0.00 1 151)Cross-section resistance - Strength in bending about y/x-axis and
compression acc. to 3.9.2
4.23 CO3 0.01 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
2.12 CO1 0.01 1 311)Stability - Bending about y/x-axis with LTB acc. to 3.3
2.12 CO3 0.01 1 373)Stability - Bending about y/x-axis with LTB and compression with
buckling about both axes acc. to 3.9.2
6 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
0.69 CO4 0.00 1 100)Cross-section resistance - Negligible internal forces
0.00 CO1 0.00 1 101)Cross-section resistance - Strength in tension parallel to grain acc. to
3.8
2.77 CO3 0.00 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
0.00 CO1 0.00 1 111)Cross-section resistance - Strength in shear due to shear force Vz/Vx
acc. to 3.4
1.39 CO4 0.00 1 131)Cross-section resistance - Strength in bending about y/x-axis acc. to
3.3
1.39 CO1 0.01 1 141)Cross-section resistance - Strength in bending about y/x-axis and
tension acc. to 3.9.1
1.39 CO2 0.00 1 151)Cross-section resistance - Strength in bending about y/x-axis and
compression acc. to 3.9.2
2.77 CO3 0.01 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
1.39 CO4 0.00 1 311)Stability - Bending about y/x-axis with LTB acc. to 3.3
1.39 CO1 0.01 1 321)Stability - Bending about y/x-axis with LTB and tension acc. to 3.9.1
1.39 CO2 0.00 1 373)Stability - Bending about y/x-axis with LTB and compression with
buckling about both axes acc. to 3.9.2
7 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
1.65 CO3 0.00 1 100)Cross-section resistance - Negligible internal forces
8 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
0.00 CO2 0.02 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
0.00 CO4 0.00 1 111)Cross-section resistance - Strength in shear due to shear force Vz/Vx
acc. to 3.4
1.49 CO4 0.00 1 151)Cross-section resistance - Strength in bending about y/x-axis and
compression acc. to 3.9.2
3.72 CO4 0.01 1 153)Cross-section resistance - Strength in biaxial bending and
compression acc. to 3.9.2
0.00 CO2 0.10 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
0.74 CO2 0.10 1 373)Stability - Bending about y/x-axis with LTB and compression with
buckling about both axes acc. to 3.9.2
2.23 CO2 0.10 1 393)Stability - Biaxial bending with LTB and compression with buckling
about both axes acc. to 3.9.2
9 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
3.43 CO3 0.02 1 101)Cross-section resistance - Strength in tension parallel to grain acc. to
3.8
0.00 CO1 0.00 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
2.28 CO2 0.02 1 141)Cross-section resistance - Strength in bending about y/x-axis and
tension acc. to 3.9.1
3.43 CO2 0.02 1 142)Cross-section resistance - Strength in bending about z/y-axis and
tension acc. to 3.9.1
2.28 CO1 0.00 1 151)Cross-section resistance - Strength in bending about y/x-axis and
compression acc. to 3.9.2
3.43 CO1 0.00 1 152)Cross-section resistance - Strength in bending about z/y-axis and c
RFEM 5.30.01 - General 3D structures solved using FEM www.dlubal.com
Fire Tower Engineered Timber
104 5th Street Calumet, MI 49913 USA
+1 401 654 4600
Page:25/35
Sheet:1
RF-TIMBER AWC
Date:9/7/2023 Project: Big Sky RFEM Model: 22ft tower
2.4 DESIGN BY MEMBER2.4 DESIGN BY MEMBER
Member Location LC/CO/Design
No.x [ft]RC Design No.Description
compression acc. to 3.9.2
0.00 CO1 0.01 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
2.28 CO2 0.02 1 321)Stability - Bending about y/x-axis with LTB and tension acc. to 3.9.1
3.43 CO1 0.00 1 343)Stability - Bending about z/y-axis without LTB and compression with
buckling about both axes acc. to 3.9.2
2.28 CO1 0.01 1 373)Stability - Bending about y/x-axis with LTB and compression with
buckling about both axes acc. to 3.9.2
10 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
0.00 CO1 0.00 1 100)Cross-section resistance - Negligible internal forces
2.04 CO4 0.01 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
2.04 CO4 0.00 1 152)Cross-section resistance - Strength in bending about z/y-axis and
compression acc. to 3.9.2
2.04 CO2 0.02 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
2.04 CO2 0.02 1 343)Stability - Bending about z/y-axis without LTB and compression with
buckling about both axes acc. to 3.9.2
11 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
0.00 CO3 0.02 1 101)Cross-section resistance - Strength in tension parallel to grain acc. to
3.8
0.73 CO1 0.00 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
2.19 CO3 0.02 1 142)Cross-section resistance - Strength in bending about z/y-axis and
tension acc. to 3.9.1
2.92 CO3 0.02 1 143)Cross-section resistance - Strength in biaxial bending and tension
acc. to 3.9.1
2.92 CO1 0.01 1 153)Cross-section resistance - Strength in biaxial bending and
compression acc. to 3.9.2
2.92 CO1 0.01 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
2.92 CO3 0.02 1 323)Stability - Biaxial bending with LTB and tension acc. to 3.9.1
2.92 CO1 0.01 1 393)Stability - Biaxial bending with LTB and compression with buckling
about both axes acc. to 3.9.2
12 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
0.00 CO3 0.01 1 101)Cross-section resistance - Strength in tension parallel to grain acc. to
3.8
0.73 CO1 0.00 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
2.19 CO5 0.02 1 111)Cross-section resistance - Strength in shear due to shear force Vz/Vx
acc. to 3.4
0.00 CO2 0.03 1 113)Cross-section resistance - Strength in shear due to shear force under
biaxial bending acc. to 3.4
2.92 CO2 0.15 1 143)Cross-section resistance - Strength in biaxial bending and tension
acc. to 3.9.1
2.92 CO1 0.01 1 153)Cross-section resistance - Strength in biaxial bending and
compression acc. to 3.9.2
2.92 CO1 0.01 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
2.92 CO2 0.15 1 323)Stability - Biaxial bending with LTB and tension acc. to 3.9.1
2.92 CO1 0.01 1 393)Stability - Biaxial bending with LTB and compression with buckling
about both axes acc. to 3.9.2
13 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
0.00 CO1 0.00 1 100)Cross-section resistance - Negligible internal forces
0.00 CO3 0.00 1 101)Cross-section resistance - Strength in tension parallel to grain acc. to
3.8
2.04 CO1 0.00 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
2.04 CO5 0.01 1 111)Cross-section resistance - Strength in shear due to shear force Vz/Vx
acc. to 3.4
0.00 CO2 0.03 1 113)Cross-section resistance - Strength in shear due to shear force under
biaxial bending acc. to 3.4
2.04 CO2 0.08 1 133)Cross-section resistance - Strength in biaxial bending acc. to 3.9
2.04 CO3 0.08 1 143)Cross-section resistance - Strength in biaxial bending and tension
acc. to 3.9.1
2.04 CO1 0.00 1 152)Cross-section resistance - Strength in bending about z/y-axis and
compression acc. to 3.9.2
2.04 CO1 0.00 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
2.04 CO2 0.08 1 313)Stability - Biaxial bending with LTB acc. to 3.9
2.04 CO3 0.08 1 323)Stability - Biaxial bending with LTB and tension acc. to 3.9.1
2.04 CO1 0.00 1 343)Stability - Bending about z/y-axis without LTB and compression with
buckling about both axes acc. to 3.9.2
14 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
0.00 CO3 0.00 1 101)Cross-section resistance - Strength in tension parallel to grain acc. to
3.8
0.00 CO1 0.00 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
2.28 CO3 0.01 1 111)Cross-section resistance - Strength in shear due to shear force Vz/Vx
acc. to 3.4
0.00 CO2 0.02 1 113)Cross-section resistance - Strength in shear due to shear force under
biaxial bending acc. to 3.4
RFEM 5.30.01 - General 3D structures solved using FEM www.dlubal.com
Fire Tower Engineered Timber
104 5th Street Calumet, MI 49913 USA
+1 401 654 4600
Page:26/35
Sheet:1
RF-TIMBER AWC
Date:9/7/2023 Project: Big Sky RFEM Model: 22ft tower
2.4 DESIGN BY MEMBER2.4 DESIGN BY MEMBER
Member Location LC/CO/Design
No.x [ft]RC Design No.Description
2.28 CO4 0.05 1 133)Cross-section resistance - Strength in biaxial bending acc. to 3.9
2.28 CO3 0.08 1 143)Cross-section resistance - Strength in biaxial bending and tension
acc. to 3.9.1
2.28 CO1 0.00 1 151)Cross-section resistance - Strength in bending about y/x-axis and
compression acc. to 3.9.2
3.43 CO1 0.00 1 152)Cross-section resistance - Strength in bending about z/y-axis and
compression acc. to 3.9.2
0.00 CO1 0.01 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
2.28 CO4 0.05 1 313)Stability - Biaxial bending with LTB acc. to 3.9
2.28 CO3 0.08 1 323)Stability - Biaxial bending with LTB and tension acc. to 3.9.1
3.43 CO1 0.00 1 343)Stability - Bending about z/y-axis without LTB and compression with
buckling about both axes acc. to 3.9.2
2.28 CO1 0.01 1 373)Stability - Bending about y/x-axis with LTB and compression with
buckling about both axes acc. to 3.9.2
15 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
0.00 CO3 0.01 1 101)Cross-section resistance - Strength in tension parallel to grain acc. to
3.8
0.00 CO1 0.00 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
2.97 CO3 0.02 1 111)Cross-section resistance - Strength in shear due to shear force Vz/Vx
acc. to 3.4
0.00 CO2 0.02 1 113)Cross-section resistance - Strength in shear due to shear force under
biaxial bending acc. to 3.4
3.72 CO2 0.16 1 143)Cross-section resistance - Strength in biaxial bending and tension
acc. to 3.9.1
1.49 CO1 0.00 1 151)Cross-section resistance - Strength in bending about y/x-axis and
compression acc. to 3.9.2
3.72 CO1 0.01 1 153)Cross-section resistance - Strength in biaxial bending and
compression acc. to 3.9.2
0.00 CO1 0.01 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
3.72 CO2 0.16 1 323)Stability - Biaxial bending with LTB and tension acc. to 3.9.1
0.74 CO1 0.01 1 373)Stability - Bending about y/x-axis with LTB and compression with
buckling about both axes acc. to 3.9.2
2.23 CO1 0.01 1 393)Stability - Biaxial bending with LTB and compression with buckling
about both axes acc. to 3.9.2
16 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
0.00 CO1 0.00 1 100)Cross-section resistance - Negligible internal forces
0.00 CO2 0.00 1 101)Cross-section resistance - Strength in tension parallel to grain acc. to
3.8
0.00 CO3 0.00 1 112)Cross-section resistance - Strength in shear due to shear force Vy/Vy
acc. to 3.4
0.83 CO4 0.00 1 132)Cross-section resistance - Strength in bending about z/y-axis acc. to
3.3
0.83 CO2 0.01 1 142)Cross-section resistance - Strength in bending about z/y-axis and
tension acc. to 3.9.1
17 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
0.00 CO1 0.00 1 101)Cross-section resistance - Strength in tension parallel to grain acc. to
3.8
1.39 CO3 0.00 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
0.00 CO1 0.00 1 111)Cross-section resistance - Strength in shear due to shear force Vz/Vx
acc. to 3.4
0.00 CO3 0.01 1 112)Cross-section resistance - Strength in shear due to shear force Vy/Vy
acc. to 3.4
0.00 CO2 0.01 1 113)Cross-section resistance - Strength in shear due to shear force under
biaxial bending acc. to 3.4
0.69 CO4 0.01 1 132)Cross-section resistance - Strength in bending about z/y-axis acc. to
3.3
1.39 CO4 0.01 1 133)Cross-section resistance - Strength in biaxial bending acc. to 3.9
1.39 CO1 0.01 1 141)Cross-section resistance - Strength in bending about y/x-axis and
tension acc. to 3.9.1
1.39 CO3 0.02 1 152)Cross-section resistance - Strength in bending about z/y-axis and
compression acc. to 3.9.2
1.39 CO2 0.02 1 153)Cross-section resistance - Strength in biaxial bending and
compression acc. to 3.9.2
1.39 CO3 0.01 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
1.39 CO4 0.01 1 313)Stability - Biaxial bending with LTB acc. to 3.9
1.39 CO1 0.01 1 321)Stability - Bending about y/x-axis with LTB and tension acc. to 3.9.1
1.39 CO3 0.02 1 343)Stability - Bending about z/y-axis without LTB and compression with
buckling about both axes acc. to 3.9.2
1.39 CO2 0.02 1 393)Stability - Biaxial bending with LTB and compression with buckling
about both axes acc. to 3.9.2
18 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
0.71 CO3 0.00 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
0.00 CO1 0.00 1 111)Cross-section resistance - Strength in shear due to shear force Vz/Vx
acc. to 3.4
0.71 CO3 0.01 1 112)Cross-section resistance - Strength in shear due to shear force Vy/Vy
acc. to 3.4
0.00 CO3 0.01 1 113)Cross-section resistance - Strength in shear due to shear force under b
RFEM 5.30.01 - General 3D structures solved using FEM www.dlubal.com
Fire Tower Engineered Timber
104 5th Street Calumet, MI 49913 USA
+1 401 654 4600
Page:27/35
Sheet:1
RF-TIMBER AWC
Date:9/7/2023 Project: Big Sky RFEM Model: 22ft tower
2.4 DESIGN BY MEMBER2.4 DESIGN BY MEMBER
Member Location LC/CO/Design
No.x [ft]RC Design No.Description
biaxial bending acc. to 3.4
2.12 CO1 0.01 1 131)Cross-section resistance - Strength in bending about y/x-axis acc. to
3.3
0.71 CO3 0.02 1 152)Cross-section resistance - Strength in bending about z/y-axis and
compression acc. to 3.9.2
2.12 CO2 0.04 1 153)Cross-section resistance - Strength in biaxial bending and
compression acc. to 3.9.2
2.12 CO3 0.02 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
2.12 CO1 0.01 1 311)Stability - Bending about y/x-axis with LTB acc. to 3.3
0.71 CO3 0.02 1 343)Stability - Bending about z/y-axis without LTB and compression with
buckling about both axes acc. to 3.9.2
2.12 CO2 0.05 1 393)Stability - Biaxial bending with LTB and compression with buckling
about both axes acc. to 3.9.2
19 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
0.73 CO2 0.01 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
0.00 CO4 0.00 1 111)Cross-section resistance - Strength in shear due to shear force Vz/Vx
acc. to 3.4
1.46 CO5 0.00 1 151)Cross-section resistance - Strength in bending about y/x-axis and
compression acc. to 3.9.2
2.92 CO4 0.01 1 153)Cross-section resistance - Strength in biaxial bending and
compression acc. to 3.9.2
2.92 CO2 0.05 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
0.73 CO2 0.04 1 373)Stability - Bending about y/x-axis with LTB and compression with
buckling about both axes acc. to 3.9.2
2.92 CO2 0.04 1 393)Stability - Biaxial bending with LTB and compression with buckling
about both axes acc. to 3.9.2
20 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
0.00 CO1 0.00 1 100)Cross-section resistance - Negligible internal forces
0.00 CO3 0.02 1 101)Cross-section resistance - Strength in tension parallel to grain acc. to
3.8
2.04 CO1 0.00 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
2.04 CO2 0.02 1 142)Cross-section resistance - Strength in bending about z/y-axis and
tension acc. to 3.9.1
2.04 CO1 0.00 1 152)Cross-section resistance - Strength in bending about z/y-axis and
compression acc. to 3.9.2
2.04 CO1 0.00 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
2.04 CO1 0.00 1 343)Stability - Bending about z/y-axis without LTB and compression with
buckling about both axes acc. to 3.9.2
21 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
0.00 CO4 0.01 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
2.28 CO1 0.00 1 151)Cross-section resistance - Strength in bending about y/x-axis and
compression acc. to 3.9.2
3.43 CO4 0.00 1 152)Cross-section resistance - Strength in bending about z/y-axis and
compression acc. to 3.9.2
0.00 CO2 0.05 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
3.43 CO2 0.04 1 343)Stability - Bending about z/y-axis without LTB and compression with
buckling about both axes acc. to 3.9.2
2.28 CO2 0.04 1 373)Stability - Bending about y/x-axis with LTB and compression with
buckling about both axes acc. to 3.9.2
22 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
3.72 CO3 0.02 1 101)Cross-section resistance - Strength in tension parallel to grain acc. to
3.8
0.00 CO1 0.00 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
0.00 CO1 0.00 1 111)Cross-section resistance - Strength in shear due to shear force Vz/Vx
acc. to 3.4
1.49 CO2 0.02 1 141)Cross-section resistance - Strength in bending about y/x-axis and
tension acc. to 3.9.1
3.72 CO3 0.02 1 142)Cross-section resistance - Strength in bending about z/y-axis and
tension acc. to 3.9.1
4.46 CO3 0.02 1 143)Cross-section resistance - Strength in biaxial bending and tension
acc. to 3.9.1
1.49 CO1 0.00 1 151)Cross-section resistance - Strength in bending about y/x-axis and
compression acc. to 3.9.2
3.72 CO1 0.01 1 153)Cross-section resistance - Strength in biaxial bending and
compression acc. to 3.9.2
0.00 CO1 0.01 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
1.49 CO2 0.02 1 321)Stability - Bending about y/x-axis with LTB and tension acc. to 3.9.1
4.46 CO3 0.02 1 323)Stability - Biaxial bending with LTB and tension acc. to 3.9.1
0.74 CO1 0.01 1 373)Stability - Bending about y/x-axis with LTB and compression with
buckling about both axes acc. to 3.9.2
2.23 CO1 0.01 1 393)Stability - Biaxial bending with LTB and compression with buckling
about both axes acc. to 3.9.2
23 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
RFEM 5.30.01 - General 3D structures solved using FEM www.dlubal.com
Fire Tower Engineered Timber
104 5th Street Calumet, MI 49913 USA
+1 401 654 4600
Page:28/35
Sheet:1
RF-TIMBER AWC
Date:9/7/2023 Project: Big Sky RFEM Model: 22ft tower
2.4 DESIGN BY MEMBER2.4 DESIGN BY MEMBER
Member Location LC/CO/Design
No.x [ft]RC Design No.Description
0.00 CO3 0.00 1 100)Cross-section resistance - Negligible internal forces
24 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
0.69 CO4 0.00 1 100)Cross-section resistance - Negligible internal forces
0.00 CO1 0.00 1 101)Cross-section resistance - Strength in tension parallel to grain acc. to
3.8
0.00 CO3 0.00 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
0.00 CO1 0.00 1 111)Cross-section resistance - Strength in shear due to shear force Vz/Vx
acc. to 3.4
1.39 CO4 0.00 1 131)Cross-section resistance - Strength in bending about y/x-axis acc. to
3.3
1.39 CO1 0.01 1 141)Cross-section resistance - Strength in bending about y/x-axis and
tension acc. to 3.9.1
1.39 CO2 0.00 1 151)Cross-section resistance - Strength in bending about y/x-axis and
compression acc. to 3.9.2
0.00 CO3 0.01 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
1.39 CO4 0.00 1 311)Stability - Bending about y/x-axis with LTB acc. to 3.3
1.39 CO1 0.01 1 321)Stability - Bending about y/x-axis with LTB and tension acc. to 3.9.1
1.39 CO2 0.00 1 373)Stability - Bending about y/x-axis with LTB and compression with
buckling about both axes acc. to 3.9.2
25 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
0.71 CO5 0.00 1 100)Cross-section resistance - Negligible internal forces
0.00 CO3 0.00 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
0.00 CO1 0.00 1 111)Cross-section resistance - Strength in shear due to shear force Vz/Vx
acc. to 3.4
2.12 CO1 0.01 1 131)Cross-section resistance - Strength in bending about y/x-axis acc. to
3.3
2.12 CO2 0.00 1 151)Cross-section resistance - Strength in bending about y/x-axis and
compression acc. to 3.9.2
0.00 CO3 0.01 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
2.12 CO1 0.01 1 311)Stability - Bending about y/x-axis with LTB acc. to 3.3
2.12 CO3 0.01 1 373)Stability - Bending about y/x-axis with LTB and compression with
buckling about both axes acc. to 3.9.2
26 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
0.73 CO4 0.01 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
2.92 CO5 0.00 1 152)Cross-section resistance - Strength in bending about z/y-axis and
compression acc. to 3.9.2
2.92 CO1 0.01 1 153)Cross-section resistance - Strength in biaxial bending and
compression acc. to 3.9.2
2.92 CO2 0.02 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
2.92 CO3 0.02 1 343)Stability - Bending about z/y-axis without LTB and compression with
buckling about both axes acc. to 3.9.2
2.92 CO2 0.02 1 393)Stability - Biaxial bending with LTB and compression with buckling
about both axes acc. to 3.9.2
27 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
0.00 CO1 0.00 1 100)Cross-section resistance - Negligible internal forces
2.04 CO4 0.00 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
2.04 CO1 0.00 1 152)Cross-section resistance - Strength in bending about z/y-axis and
compression acc. to 3.9.2
2.04 CO2 0.01 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
2.04 CO2 0.00 1 343)Stability - Bending about z/y-axis without LTB and compression with
buckling about both axes acc. to 3.9.2
28 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
0.00 CO4 0.00 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
2.28 CO1 0.00 1 151)Cross-section resistance - Strength in bending about y/x-axis and
compression acc. to 3.9.2
3.43 CO1 0.00 1 152)Cross-section resistance - Strength in bending about z/y-axis and
compression acc. to 3.9.2
0.00 CO2 0.01 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
3.43 CO2 0.01 1 343)Stability - Bending about z/y-axis without LTB and compression with
buckling about both axes acc. to 3.9.2
2.28 CO2 0.01 1 373)Stability - Bending about y/x-axis with LTB and compression with
buckling about both axes acc. to 3.9.2
29 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
0.00 CO4 0.01 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
0.00 CO1 0.00 1 111)Cross-section resistance - Strength in shear due to shear force Vz/Vx
acc. to 3.4
1.49 CO1 0.00 1 151)Cross-section resistance - Strength in bending about y/x-axis and
compression acc. to 3.9.2
4.46 CO5 0.00 1 152)Cross-section resistance - Strength in bending about z/y-axis and
compression acc. to 3.9.2
RFEM 5.30.01 - General 3D structures solved using FEM www.dlubal.com
Fire Tower Engineered Timber
104 5th Street Calumet, MI 49913 USA
+1 401 654 4600
Page:29/35
Sheet:1
RF-TIMBER AWC
Date:9/7/2023 Project: Big Sky RFEM Model: 22ft tower
2.4 DESIGN BY MEMBER2.4 DESIGN BY MEMBER
Member Location LC/CO/Design
No.x [ft]RC Design No.Description
3.72 CO1 0.01 1 153)Cross-section resistance - Strength in biaxial bending and
compression acc. to 3.9.2
0.00 CO2 0.06 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
4.46 CO3 0.05 1 343)Stability - Bending about z/y-axis without LTB and compression with
buckling about both axes acc. to 3.9.2
0.74 CO2 0.05 1 373)Stability - Bending about y/x-axis with LTB and compression with
buckling about both axes acc. to 3.9.2
2.23 CO2 0.05 1 393)Stability - Biaxial bending with LTB and compression with buckling
about both axes acc. to 3.9.2
30 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
0.00 CO1 0.00 1 100)Cross-section resistance - Negligible internal forces
0.00 CO4 0.00 1 101)Cross-section resistance - Strength in tension parallel to grain acc. to
3.8
31 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
0.00 CO4 0.01 1 101)Cross-section resistance - Strength in tension parallel to grain acc. to
3.8
0.00 CO1 0.00 1 111)Cross-section resistance - Strength in shear due to shear force Vz/Vx
acc. to 3.4
1.39 CO4 0.01 1 141)Cross-section resistance - Strength in bending about y/x-axis and
tension acc. to 3.9.1
1.39 CO4 0.01 1 321)Stability - Bending about y/x-axis with LTB and tension acc. to 3.9.1
32 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
0.00 CO2 0.00 1 101)Cross-section resistance - Strength in tension parallel to grain acc. to
3.8
0.00 CO1 0.00 1 111)Cross-section resistance - Strength in shear due to shear force Vz/Vx
acc. to 3.4
2.12 CO1 0.01 1 131)Cross-section resistance - Strength in bending about y/x-axis acc. to
3.3
2.12 CO4 0.01 1 141)Cross-section resistance - Strength in bending about y/x-axis and
tension acc. to 3.9.1
2.12 CO1 0.01 1 311)Stability - Bending about y/x-axis with LTB acc. to 3.3
2.12 CO4 0.01 1 321)Stability - Bending about y/x-axis with LTB and tension acc. to 3.9.1
33 Cross-section No. 1 - T-Rectangle 5/5
0.00 CO1 0.00 1 100)Cross-section resistance - Negligible internal forces
34 Cross-section No. 1 - T-Rectangle 5/5
0.00 CO2 0.00 1 100)Cross-section resistance - Negligible internal forces
35 Cross-section No. 1 - T-Rectangle 5/5
0.00 CO1 0.00 1 100)Cross-section resistance - Negligible internal forces
36 Cross-section No. 1 - T-Rectangle 5/5
0.00 CO1 0.00 1 100)Cross-section resistance - Negligible internal forces
37 Cross-section No. 1 - T-Rectangle 5/5
0.00 CO3 0.00 1 101)Cross-section resistance - Strength in tension parallel to grain acc. to
3.8
5.03 CO1 0.01 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
0.00 CO4 0.01 1 112)Cross-section resistance - Strength in shear due to shear force Vy/Vy
acc. to 3.4
0.00 CO4 0.06 1 132)Cross-section resistance - Strength in bending about z/y-axis acc. to
3.3
0.00 CO3 0.06 1 142)Cross-section resistance - Strength in bending about z/y-axis and
tension acc. to 3.9.1
5.03 CO1 0.01 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
38 Cross-section No. 1 - T-Rectangle 5/5
0.00 CO3 0.01 1 101)Cross-section resistance - Strength in tension parallel to grain acc. to
3.8
6.54 CO1 0.01 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
0.00 CO2 0.02 1 112)Cross-section resistance - Strength in shear due to shear force Vy/Vy
acc. to 3.4
6.54 CO3 0.10 1 142)Cross-section resistance - Strength in bending about z/y-axis and
tension acc. to 3.9.1
6.54 CO1 0.01 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
39 Cross-section No. 1 - T-Rectangle 5/5
0.00 CO3 0.02 1 101)Cross-section resistance - Strength in tension parallel to grain acc. to
3.8
3.27 CO1 0.01 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
3.27 CO2 0.02 1 112)Cross-section resistance - Strength in shear due to shear force Vy/Vy
acc. to 3.4
0.00 CO3 0.11 1 142)Cross-section resistance - Strength in bending about z/y-axis and
tension acc. to 3.9.1
3.27 CO1 0.01 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
RFEM 5.30.01 - General 3D structures solved using FEM www.dlubal.com
Fire Tower Engineered Timber
104 5th Street Calumet, MI 49913 USA
+1 401 654 4600
Page:30/35
Sheet:1
RF-TIMBER AWC
Date:9/7/2023 Project: Big Sky RFEM Model: 22ft tower
2.4 DESIGN BY MEMBER2.4 DESIGN BY MEMBER
Member Location LC/CO/Design
No.x [ft]RC Design No.Description
40 Cross-section No. 1 - T-Rectangle 5/5
0.00 CO3 0.00 1 101)Cross-section resistance - Strength in tension parallel to grain acc. to
3.8
5.03 CO1 0.01 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
0.00 CO4 0.01 1 111)Cross-section resistance - Strength in shear due to shear force Vz/Vx
acc. to 3.4
0.00 CO4 0.06 1 131)Cross-section resistance - Strength in bending about y/x-axis acc. to
3.3
0.00 CO3 0.06 1 141)Cross-section resistance - Strength in bending about y/x-axis and
tension acc. to 3.9.1
5.03 CO1 0.01 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
41 Cross-section No. 1 - T-Rectangle 5/5
0.00 CO3 0.01 1 101)Cross-section resistance - Strength in tension parallel to grain acc. to
3.8
6.54 CO1 0.01 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
0.00 CO2 0.02 1 111)Cross-section resistance - Strength in shear due to shear force Vz/Vx
acc. to 3.4
6.54 CO3 0.10 1 141)Cross-section resistance - Strength in bending about y/x-axis and
tension acc. to 3.9.1
6.54 CO1 0.01 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
42 Cross-section No. 1 - T-Rectangle 5/5
0.00 CO3 0.02 1 101)Cross-section resistance - Strength in tension parallel to grain acc. to
3.8
3.27 CO1 0.01 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
3.27 CO2 0.02 1 111)Cross-section resistance - Strength in shear due to shear force Vz/Vx
acc. to 3.4
0.00 CO3 0.11 1 141)Cross-section resistance - Strength in bending about y/x-axis and
tension acc. to 3.9.1
3.27 CO1 0.01 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
43 Cross-section No. 1 - T-Rectangle 5/5
5.03 CO4 0.01 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
5.03 CO4 0.01 1 112)Cross-section resistance - Strength in shear due to shear force Vy/Vy
acc. to 3.4
0.00 CO5 0.05 1 152)Cross-section resistance - Strength in bending about z/y-axis and
compression acc. to 3.9.2
5.03 CO4 0.01 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
0.00 CO5 0.05 1 343)Stability - Bending about z/y-axis without LTB and compression with
buckling about both axes acc. to 3.9.2
44 Cross-section No. 1 - T-Rectangle 5/5
6.54 CO4 0.02 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
6.54 CO2 0.01 1 112)Cross-section resistance - Strength in shear due to shear force Vy/Vy
acc. to 3.4
6.54 CO2 0.10 1 152)Cross-section resistance - Strength in bending about z/y-axis and
compression acc. to 3.9.2
6.54 CO2 0.02 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
6.54 CO2 0.10 1 343)Stability - Bending about z/y-axis without LTB and compression with
buckling about both axes acc. to 3.9.2
45 Cross-section No. 1 - T-Rectangle 5/5
3.27 CO4 0.03 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
0.00 CO2 0.02 1 112)Cross-section resistance - Strength in shear due to shear force Vy/Vy
acc. to 3.4
0.00 CO2 0.10 1 152)Cross-section resistance - Strength in bending about z/y-axis and
compression acc. to 3.9.2
3.27 CO2 0.03 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
0.00 CO2 0.10 1 343)Stability - Bending about z/y-axis without LTB and compression with
buckling about both axes acc. to 3.9.2
46 Cross-section No. 1 - T-Rectangle 5/5
5.03 CO4 0.01 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
5.03 CO4 0.01 1 111)Cross-section resistance - Strength in shear due to shear force Vz/Vx
acc. to 3.4
0.00 CO5 0.05 1 151)Cross-section resistance - Strength in bending about y/x-axis and
compression acc. to 3.9.2
5.03 CO4 0.01 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
0.00 CO5 0.05 1 333)Stability - Bending about y/x-axis without LTB and compression with
buckling about both axes acc. to 3.9.2
47 Cross-section No. 1 - T-Rectangle 5/5
RFEM 5.30.01 - General 3D structures solved using FEM www.dlubal.com
Fire Tower Engineered Timber
104 5th Street Calumet, MI 49913 USA
+1 401 654 4600
Page:31/35
Sheet:1
RF-TIMBER AWC
Date:9/7/2023 Project: Big Sky RFEM Model: 22ft tower
2.4 DESIGN BY MEMBER2.4 DESIGN BY MEMBER
Member Location LC/CO/Design
No.x [ft]RC Design No.Description
6.54 CO4 0.02 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
6.54 CO2 0.01 1 111)Cross-section resistance - Strength in shear due to shear force Vz/Vx
acc. to 3.4
6.54 CO2 0.10 1 151)Cross-section resistance - Strength in bending about y/x-axis and
compression acc. to 3.9.2
6.54 CO2 0.02 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
6.54 CO2 0.10 1 333)Stability - Bending about y/x-axis without LTB and compression with
buckling about both axes acc. to 3.9.2
48 Cross-section No. 1 - T-Rectangle 5/5
3.27 CO4 0.03 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
0.00 CO2 0.02 1 111)Cross-section resistance - Strength in shear due to shear force Vz/Vx
acc. to 3.4
0.00 CO2 0.10 1 151)Cross-section resistance - Strength in bending about y/x-axis and
compression acc. to 3.9.2
3.27 CO2 0.03 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
0.00 CO2 0.10 1 333)Stability - Bending about y/x-axis without LTB and compression with
buckling about both axes acc. to 3.9.2
49 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
2.19 CO2 0.01 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
2.92 CO4 0.00 1 111)Cross-section resistance - Strength in shear due to shear force Vz/Vx
acc. to 3.4
1.46 CO5 0.00 1 151)Cross-section resistance - Strength in bending about y/x-axis and
compression acc. to 3.9.2
0.00 CO4 0.01 1 153)Cross-section resistance - Strength in biaxial bending and
compression acc. to 3.9.2
0.00 CO2 0.05 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
2.19 CO2 0.04 1 373)Stability - Bending about y/x-axis with LTB and compression with
buckling about both axes acc. to 3.9.2
0.00 CO2 0.04 1 393)Stability - Biaxial bending with LTB and compression with buckling
about both axes acc. to 3.9.2
50 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
2.04 CO1 0.00 1 100)Cross-section resistance - Negligible internal forces
2.04 CO3 0.02 1 101)Cross-section resistance - Strength in tension parallel to grain acc. to
3.8
0.00 CO1 0.00 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
0.00 CO2 0.02 1 142)Cross-section resistance - Strength in bending about z/y-axis and
tension acc. to 3.9.1
0.00 CO1 0.00 1 152)Cross-section resistance - Strength in bending about z/y-axis and
compression acc. to 3.9.2
0.00 CO1 0.00 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
0.00 CO1 0.00 1 343)Stability - Bending about z/y-axis without LTB and compression with
buckling about both axes acc. to 3.9.2
51 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
3.43 CO4 0.01 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
1.14 CO1 0.00 1 151)Cross-section resistance - Strength in bending about y/x-axis and
compression acc. to 3.9.2
0.00 CO4 0.00 1 152)Cross-section resistance - Strength in bending about z/y-axis and
compression acc. to 3.9.2
3.43 CO2 0.05 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
0.00 CO2 0.04 1 343)Stability - Bending about z/y-axis without LTB and compression with
buckling about both axes acc. to 3.9.2
1.14 CO2 0.04 1 373)Stability - Bending about y/x-axis with LTB and compression with
buckling about both axes acc. to 3.9.2
52 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
0.74 CO3 0.02 1 101)Cross-section resistance - Strength in tension parallel to grain acc. to
3.8
4.46 CO1 0.00 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
4.46 CO1 0.00 1 111)Cross-section resistance - Strength in shear due to shear force Vz/Vx
acc. to 3.4
2.97 CO2 0.02 1 141)Cross-section resistance - Strength in bending about y/x-axis and
tension acc. to 3.9.1
0.74 CO3 0.02 1 142)Cross-section resistance - Strength in bending about z/y-axis and
tension acc. to 3.9.1
0.00 CO3 0.02 1 143)Cross-section resistance - Strength in biaxial bending and tension
acc. to 3.9.1
2.97 CO1 0.00 1 151)Cross-section resistance - Strength in bending about y/x-axis and
compression acc. to 3.9.2
0.74 CO1 0.01 1 153)Cross-section resistance - Strength in biaxial bending and
compression acc. to 3.9.2
4.46 CO1 0.01 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
RFEM 5.30.01 - General 3D structures solved using FEM www.dlubal.com
Fire Tower Engineered Timber
104 5th Street Calumet, MI 49913 USA
+1 401 654 4600
Page:32/35
Sheet:1
RF-TIMBER AWC
Date:9/7/2023 Project: Big Sky RFEM Model: 22ft tower
2.4 DESIGN BY MEMBER2.4 DESIGN BY MEMBER
Member Location LC/CO/Design
No.x [ft]RC Design No.Description
2.97 CO2 0.02 1 321)Stability - Bending about y/x-axis with LTB and tension acc. to 3.9.1
0.00 CO3 0.02 1 323)Stability - Biaxial bending with LTB and tension acc. to 3.9.1
3.72 CO1 0.01 1 373)Stability - Bending about y/x-axis with LTB and compression with
buckling about both axes acc. to 3.9.2
2.23 CO1 0.01 1 393)Stability - Biaxial bending with LTB and compression with buckling
about both axes acc. to 3.9.2
53 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
4.46 CO3 0.01 1 101)Cross-section resistance - Strength in tension parallel to grain acc. to
3.8
4.46 CO1 0.00 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
1.49 CO3 0.02 1 111)Cross-section resistance - Strength in shear due to shear force Vz/Vx
acc. to 3.4
4.46 CO2 0.02 1 113)Cross-section resistance - Strength in shear due to shear force under
biaxial bending acc. to 3.4
0.74 CO2 0.16 1 143)Cross-section resistance - Strength in biaxial bending and tension
acc. to 3.9.1
2.97 CO1 0.00 1 151)Cross-section resistance - Strength in bending about y/x-axis and
compression acc. to 3.9.2
0.74 CO1 0.01 1 153)Cross-section resistance - Strength in biaxial bending and
compression acc. to 3.9.2
4.46 CO1 0.01 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
0.74 CO2 0.16 1 323)Stability - Biaxial bending with LTB and tension acc. to 3.9.1
3.72 CO1 0.01 1 373)Stability - Bending about y/x-axis with LTB and compression with
buckling about both axes acc. to 3.9.2
2.23 CO1 0.01 1 393)Stability - Biaxial bending with LTB and compression with buckling
about both axes acc. to 3.9.2
54 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
3.43 CO3 0.00 1 101)Cross-section resistance - Strength in tension parallel to grain acc. to
3.8
3.43 CO1 0.00 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
1.14 CO3 0.01 1 111)Cross-section resistance - Strength in shear due to shear force Vz/Vx
acc. to 3.4
3.43 CO2 0.02 1 113)Cross-section resistance - Strength in shear due to shear force under
biaxial bending acc. to 3.4
1.14 CO4 0.05 1 133)Cross-section resistance - Strength in biaxial bending acc. to 3.9
1.14 CO3 0.08 1 143)Cross-section resistance - Strength in biaxial bending and tension
acc. to 3.9.1
1.14 CO1 0.00 1 151)Cross-section resistance - Strength in bending about y/x-axis and
compression acc. to 3.9.2
0.00 CO1 0.00 1 152)Cross-section resistance - Strength in bending about z/y-axis and
compression acc. to 3.9.2
3.43 CO1 0.01 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
1.14 CO4 0.05 1 313)Stability - Biaxial bending with LTB acc. to 3.9
1.14 CO3 0.08 1 323)Stability - Biaxial bending with LTB and tension acc. to 3.9.1
0.00 CO1 0.00 1 343)Stability - Bending about z/y-axis without LTB and compression with
buckling about both axes acc. to 3.9.2
1.14 CO1 0.01 1 373)Stability - Bending about y/x-axis with LTB and compression with
buckling about both axes acc. to 3.9.2
55 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
2.04 CO1 0.00 1 100)Cross-section resistance - Negligible internal forces
2.04 CO3 0.00 1 101)Cross-section resistance - Strength in tension parallel to grain acc. to
3.8
0.00 CO1 0.00 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
0.00 CO5 0.01 1 111)Cross-section resistance - Strength in shear due to shear force Vz/Vx
acc. to 3.4
2.04 CO2 0.03 1 113)Cross-section resistance - Strength in shear due to shear force under
biaxial bending acc. to 3.4
0.00 CO2 0.08 1 133)Cross-section resistance - Strength in biaxial bending acc. to 3.9
0.00 CO3 0.08 1 143)Cross-section resistance - Strength in biaxial bending and tension
acc. to 3.9.1
0.00 CO1 0.00 1 152)Cross-section resistance - Strength in bending about z/y-axis and
compression acc. to 3.9.2
0.00 CO1 0.00 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
0.00 CO2 0.08 1 313)Stability - Biaxial bending with LTB acc. to 3.9
0.00 CO3 0.08 1 323)Stability - Biaxial bending with LTB and tension acc. to 3.9.1
0.00 CO1 0.00 1 343)Stability - Bending about z/y-axis without LTB and compression with
buckling about both axes acc. to 3.9.2
56 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
2.92 CO3 0.01 1 101)Cross-section resistance - Strength in tension parallel to grain acc. to
3.8
2.19 CO1 0.00 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
0.73 CO5 0.02 1 111)Cross-section resistance - Strength in shear due to shear force Vz/Vx
acc. to 3.4
2.92 CO2 0.03 1 113)Cross-section resistance - Strength in shear due to shear force under
biaxial bending acc. to 3.4
0.00 CO2 0.15 1 143)Cross-section resistance - Strength in biaxial bending and tension a
RFEM 5.30.01 - General 3D structures solved using FEM www.dlubal.com
Fire Tower Engineered Timber
104 5th Street Calumet, MI 49913 USA
+1 401 654 4600
Page:33/35
Sheet:1
RF-TIMBER AWC
Date:9/7/2023 Project: Big Sky RFEM Model: 22ft tower
2.4 DESIGN BY MEMBER2.4 DESIGN BY MEMBER
Member Location LC/CO/Design
No.x [ft]RC Design No.Description
acc. to 3.9.1
0.00 CO1 0.01 1 153)Cross-section resistance - Strength in biaxial bending and
compression acc. to 3.9.2
0.00 CO1 0.01 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
0.00 CO2 0.15 1 323)Stability - Biaxial bending with LTB and tension acc. to 3.9.1
0.00 CO1 0.01 1 393)Stability - Biaxial bending with LTB and compression with buckling
about both axes acc. to 3.9.2
57 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
4.46 CO2 0.02 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
4.46 CO4 0.00 1 111)Cross-section resistance - Strength in shear due to shear force Vz/Vx
acc. to 3.4
2.97 CO4 0.00 1 151)Cross-section resistance - Strength in bending about y/x-axis and
compression acc. to 3.9.2
0.74 CO4 0.01 1 153)Cross-section resistance - Strength in biaxial bending and
compression acc. to 3.9.2
4.46 CO2 0.10 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
3.72 CO2 0.10 1 373)Stability - Bending about y/x-axis with LTB and compression with
buckling about both axes acc. to 3.9.2
2.23 CO2 0.10 1 393)Stability - Biaxial bending with LTB and compression with buckling
about both axes acc. to 3.9.2
58 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
0.00 CO3 0.02 1 101)Cross-section resistance - Strength in tension parallel to grain acc. to
3.8
3.43 CO1 0.00 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
1.14 CO2 0.02 1 141)Cross-section resistance - Strength in bending about y/x-axis and
tension acc. to 3.9.1
0.00 CO2 0.02 1 142)Cross-section resistance - Strength in bending about z/y-axis and
tension acc. to 3.9.1
1.14 CO1 0.00 1 151)Cross-section resistance - Strength in bending about y/x-axis and
compression acc. to 3.9.2
0.00 CO1 0.00 1 152)Cross-section resistance - Strength in bending about z/y-axis and
compression acc. to 3.9.2
3.43 CO1 0.01 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
1.14 CO2 0.02 1 321)Stability - Bending about y/x-axis with LTB and tension acc. to 3.9.1
0.00 CO1 0.00 1 343)Stability - Bending about z/y-axis without LTB and compression with
buckling about both axes acc. to 3.9.2
1.14 CO1 0.01 1 373)Stability - Bending about y/x-axis with LTB and compression with
buckling about both axes acc. to 3.9.2
59 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
2.04 CO1 0.00 1 100)Cross-section resistance - Negligible internal forces
0.00 CO4 0.01 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
0.00 CO4 0.00 1 152)Cross-section resistance - Strength in bending about z/y-axis and
compression acc. to 3.9.2
0.00 CO2 0.02 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
0.00 CO2 0.02 1 343)Stability - Bending about z/y-axis without LTB and compression with
buckling about both axes acc. to 3.9.2
60 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
2.92 CO3 0.02 1 101)Cross-section resistance - Strength in tension parallel to grain acc. to
3.8
2.19 CO1 0.00 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
0.73 CO3 0.02 1 142)Cross-section resistance - Strength in bending about z/y-axis and
tension acc. to 3.9.1
0.00 CO3 0.02 1 143)Cross-section resistance - Strength in biaxial bending and tension
acc. to 3.9.1
0.00 CO1 0.01 1 153)Cross-section resistance - Strength in biaxial bending and
compression acc. to 3.9.2
0.00 CO1 0.01 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
0.00 CO3 0.02 1 323)Stability - Biaxial bending with LTB and tension acc. to 3.9.1
0.00 CO1 0.01 1 393)Stability - Biaxial bending with LTB and compression with buckling
about both axes acc. to 3.9.2
61 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
4.46 CO4 0.01 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
4.46 CO1 0.00 1 111)Cross-section resistance - Strength in shear due to shear force Vz/Vx
acc. to 3.4
2.97 CO1 0.00 1 151)Cross-section resistance - Strength in bending about y/x-axis and
compression acc. to 3.9.2
0.00 CO5 0.00 1 152)Cross-section resistance - Strength in bending about z/y-axis and
compression acc. to 3.9.2
0.74 CO1 0.01 1 153)Cross-section resistance - Strength in biaxial bending and
compression acc. to 3.9.2
4.46 CO2 0.06 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
RFEM 5.30.01 - General 3D structures solved using FEM www.dlubal.com
Fire Tower Engineered Timber
104 5th Street Calumet, MI 49913 USA
+1 401 654 4600
Page:34/35
Sheet:1
RF-TIMBER AWC
Date:9/7/2023 Project: Big Sky RFEM Model: 22ft tower
2.4 DESIGN BY MEMBER2.4 DESIGN BY MEMBER
Member Location LC/CO/Design
No.x [ft]RC Design No.Description
0.00 CO3 0.05 1 343)Stability - Bending about z/y-axis without LTB and compression with
buckling about both axes acc. to 3.9.2
3.72 CO2 0.05 1 373)Stability - Bending about y/x-axis with LTB and compression with
buckling about both axes acc. to 3.9.2
2.23 CO2 0.05 1 393)Stability - Biaxial bending with LTB and compression with buckling
about both axes acc. to 3.9.2
62 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
3.43 CO4 0.00 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
1.14 CO1 0.00 1 151)Cross-section resistance - Strength in bending about y/x-axis and
compression acc. to 3.9.2
0.00 CO1 0.00 1 152)Cross-section resistance - Strength in bending about z/y-axis and
compression acc. to 3.9.2
3.43 CO2 0.01 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
0.00 CO2 0.01 1 343)Stability - Bending about z/y-axis without LTB and compression with
buckling about both axes acc. to 3.9.2
1.14 CO2 0.01 1 373)Stability - Bending about y/x-axis with LTB and compression with
buckling about both axes acc. to 3.9.2
63 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
2.04 CO1 0.00 1 100)Cross-section resistance - Negligible internal forces
0.00 CO4 0.00 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
0.00 CO1 0.00 1 152)Cross-section resistance - Strength in bending about z/y-axis and
compression acc. to 3.9.2
0.00 CO2 0.01 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
0.00 CO2 0.00 1 343)Stability - Bending about z/y-axis without LTB and compression with
buckling about both axes acc. to 3.9.2
64 Cross-section No. 2 - Dimension Lumber 2x6 | ANSI/AWC NDS-2015
2.19 CO4 0.01 1 102)Cross-section resistance - Strength in compression parallel to grain
acc. to 3.6
0.00 CO5 0.00 1 152)Cross-section resistance - Strength in bending about z/y-axis and
compression acc. to 3.9.2
0.00 CO1 0.01 1 153)Cross-section resistance - Strength in biaxial bending and
compression acc. to 3.9.2
0.00 CO2 0.02 1 303)Stability - Compression parallel to grain with buckling about both axes
acc. to 3.6 and 3.7
0.00 CO3 0.02 1 343)Stability - Bending about z/y-axis without LTB and compression with
buckling about both axes acc. to 3.9.2
0.00 CO2 0.02 1 393)Stability - Biaxial bending with LTB and compression with buckling
about both axes acc. to 3.9.2
RFEM 5.30.01 - General 3D structures solved using FEM www.dlubal.com
Fire Tower Engineered Timber
104 5th Street Calumet, MI 49913 USA
+1 401 654 4600
Page:35/35
Sheet:1
RF-TIMBER_AWC
Date:9/7/2023 Project: Big Sky RFEM Model: 22ft tower
DESIGN: ULTIMATE LIMIT STATE - CROSS-SECTION DESIGN
0.03
0.03
0.10
0.10
0.03
0.01
0.03
0.10
0.10
0.05
0.05
0.02 0.02
0.02
0.10
0.02
0.01
0.02
0.11
0.05
0.02 0.02
0.10
0.05
0.01
0.02
0.05
X
Z
Y
0.16
0.05
0.02
0.02
0.02
0.04
0.03
0.16
0.04
0.02
0.02
0.16
0.11
0.16
0.05 0.02
0.02
0.02
0.05
0.08
0.01
0.02
0.04
0.03
0.08
0.04
0.03
0.08
0.08
0.06
0.01
0.06
Isometric
DESIGN: ULTIMATE LIMIT STATE - CROSS-SECTION DESIGNDESIGN: ULTIMATE LIMIT STATE - CROSS-SECTION DESIGN
RFEM 5.30.01 - General 3D structures solved using FEM www.dlubal.com
use 400lb