Chimney towers, lightning rods, surveillance towers, stee...
Space Structure Calculation Manual
Project Name: 150-meter Chimney Tower Frame
Date: 03/31/2024
Table of Contents
1 Design Principles
2 Structural Information
2.1 Overall Information
2.2 Calculating Parameters
2.3 Design Parameters
3 Calculation Diagram
4 Material Information
4.1 Material Properties
5 Load and Combination
5.1 Operational Information
5.2 Load Information
5.3 Load Combination
6 Cycle and Mode Shape
6.1 Cycle and Quality Participation Coefficient
7 Linear Calculation Results
7.1 Linear Counterforce
7.2 Linear Internal Force
7.3 Linear Displacement
8 Verification results
8.1 Graph of Stress Ratio Limit Distribution for Rods
8.2 Bar stress ratio distribution chart
8.3 Bolt Stress Calculation Results Cloud Map
Design Principles
"General Specification for Engineering Structures" (GB55001-2021)
"Steel Structure Design Standard" (GB50017-2017)
"General Specifications for Steel Structures" (GB55006-2021)
"Code for Design of Tall Structures" (GB50135-2019)
"Mobile Communication Engineering Steel Tower Pylon Structural Design Specification" (YD/T5131-2019)
Technical Code for Steel Tube Tower Construction (CECS 236:2008)
"Code for Design of Building Structures Load (GB50009-2012)"
"Seismic Design Code for Buildings" (GB50011-2010) (2016 Edition)
"General Seismic Code for Building and Municipal Engineering Works" (GB55002-2021)
"Code for Design of Foundations of Buildings (GB50007-2011)"
Uniform Standard for Design Reliability of Building Structures (GB50068-2018)
"Code for Design of Concrete-Filled Steel Tubular Structures" (GB50936-2014)
"Code for Design of Concrete-Filled Steel Tubular Structures" (CECS 28:2012)
"Rectangular Steel Tubular Concrete Structure Technical Code" (CECS 159-2004)
"Code for Welding of Steel Structures" (GB50661-2011)
"Code for High-Strength Bolted Connections in Steel Structures" (JGJ82-2011)
2 Structural Information
2.1 Overall Information
Total Nodes: 904
Total Supports: 5
Total Units: 1,975
Master and slave node count: 1
Material Type 2
Section Types 20
Load Case 4
2.2 Calculation Parameters
(1) Power Characteristic Calculation
Calculate Number of Modes: 12
Vibration Type: Ritz Vector
(2) Linear Calculations
Liang Unit Attribute: Consider Shear Effect (Timoshenko Beam)
Liang Anti-Torsional Inertia: Free Torsional Inertia
Consider P-Δ/Second-Order Effects: Yes
2.3 Design Parameters
Structural Importance Factor: 1.000
Critical Angle Support: 15.000°
Seismic Rating
Structural Type
Seismic Rating
Seismic Rating of Construction Measures
Steel frame
No Chinese content provided.
Level Three
Note: This refers to the overall seismic grade. Please check if any components have been individually defined with a seismic grade.
3 Calculation Diagram
Calculation Diagram (Overall)
Note: Blue units are standard units, green units are connection units, green solid circles are supports, and yellow solid circles are the master nodes of master and slave nodes.
Support Information Sheet (Unit: Stiffness: kN/mm, kN*mm/rad; Displacement: mm, rad)
Bracket Type
Flat Motion 1
Static 2
Pivot 3
Turn R1
Turn R2
Turn R3
1
Rigid
Rigid
Rigid
No content provided.
No content provided.
No content provided.
Master-Slave Node Information Table
Chained Name
Restriction Type
X-axis Translation
Y-axis translation
Z-axis translation
Corner x
Corner y
Corner z
EQUAL1
Coupling
Rigid
Rigid
N/A
No content provided.
N/A
No content provided.
Material Information
4.1 Material Characteristics
Name
Materials
Elastic Modulus (kN/mm²)
Poisson's Ratio
Linear Thermal Expansion Coefficient
Design Strength (MPa)
Quality Density (kg/mm³)
Q235B-1
Q235
206.000
0.300
1.20e-05
In compliance with regulations
7.85e-06
Q355B-1
Q355
206.000
0.300
1.20e-05
In accordance with the regulations.
7.85e-06
5 Load and Combination
5.1 Process Information
Number
Operation Number
Load Type
Self-weight coefficient
Load Specifications
1
0
Heng
1
2
1
No Chinese content provided. Please provide the text to be translated.
0
Tower 0-degree wind load
3
2
Wind
0
Tower Frame 45-degree Wind Load
4
3
Alive
0
5.2 Load Information
(1) Node Load List (Force: kN; Distributed Force: kN/m; Bending Moment: kN.m; Distributed Bending Moment: kN.m/m)
Number
Load Type
Operating Condition
Px
Py
Pz
Mx
My
Mz
1
Heng
0
0.000
0.000
-0.800
0.000
0.000
0.000
2
No Chinese content provided.
0
0.000
0.000
-0.100
0.000
0.000
0.000
(2) List of Load Transfer for Members (Force: kN; Distributed Force: kN/m; Bending Moment: kN.m; Distributed Bending Moment: kN.m/m)
Sequence Number
Load Type
Operational Condition
导荷方式 - Load Distribution Method
Body Ratio
Face Load Value (Basic Wind Pressure)
1
Wind
1
Direct Node
0.000
0.550
2
Wind
2
Direct Node
0.000
0.550
3
No Chinese content provided for translation.
0
Bi-directional Rod
--
0.000
4
No Chinese content provided for translation.
1
Bi-directional Rod
0.000
0.550
5
No Chinese content provided for translation.
0
Bi-directional rod
--
0.000
6
Wind
1
Bi-directional Rod
0.000
0.550
7
No Chinese content provided.
0
Bidirectional Rod
--
0.000
8
Wind
1
Bi-directional Rod
0.000
0.550
9
Heng
0
Bidirectional Rod
--
0.000
10
Wind
1
Bidirectional Rod
0.000
0.550
11
No Chinese content provided. Please provide the text to be translated.
0
Bidirectional Rod
--
0.000
12
No Chinese content provided. Please provide the text to be translated.
1
Bi-directional Rod
0.000
0.550
13
Heng
0
Bidirectional Rod
--
0.000
14
Wind
1
Bidirectional Rod
0.000
0.550
15
No Chinese content provided for translation.
0
Bidirectional Rod
--
0.000
16
Wind
1
Bi-directional Rod
0.000
0.550
17
No Chinese content provided for translation.
0
Bidirectional Rod
--
0.000
18
Wind
1
Bidirectional Rod
0.000
0.550
19
No Chinese content provided. Please provide the text to be translated.
0
Bi-directional Rod
--
0.000
20
No Chinese content provided for translation.
1
Bidirectional Rod
0.000
0.550
21
Heng
0
Bidirectional Rod
--
0.000
22
Wind
1
Bidirectional Rod
0.000
0.550
23
No Chinese content provided.
0
Bi-directional Rod
--
0.000
24
Wind
1
Bidirectional Rod
0.000
0.550
25
No Chinese content provided.
0
Bi-directional Rod
--
0.000
26
No Chinese content provided.
1
Bidirectional Rod
0.000
0.550
27
No Chinese content provided for translation.
0
Bi-directional Rod
--
0.000
28
No Chinese content provided.
1
Bidirectional Rod
0.000
0.550
29
Heng
0
Bidirectional Rod
--
0.000
30
No Chinese content provided.
1
Bidirectional Rod
0.000
0.550
31
No Chinese content provided for translation.
0
Bidirectional Rod
--
0.000
32
No Chinese content provided, so returning as is: Wind
1
Bidirectional Rod
0.000
0.550
33
No Chinese content provided for translation.
0
Bidirectional Rod
--
0.000
34
Wind
1
Bidirectional Rod
0.000
0.550
35
No Chinese content provided for translation.
0
Bidirectional Rod
--
0.000
36
Wind
1
Bidirectional Rod
0.000
0.550
37
Heng
0
Bidirectional Rod
--
0.000
38
Wind
1
Bi-directional Rod
0.000
0.550
39
No Chinese content provided for translation.
0
Bidirectional Rod
--
0.000
40
No Chinese content provided.
1
Bi-directional Rod
0.000
0.550
41
No Chinese content provided. Please provide the news content to be translated.
0
Bidirectional Rod
--
0.000
42
Wind
1
Bidirectional Rod
0.000
0.550
43
Wind
1
Direct Node
0.800
0.550
44
No Chinese content provided for translation.
2
Direct Node
0.800
0.550
45
Active
3
Bidirectional Rod
--
2.000
46
No Chinese content provided for translation.
0
Bi-directional Rod
--
0.200
5.2.1 Heng Load
5.2.1.1 Dead Load 0
(1) Dead Load at 0 Node Load
Node Load Table
Number
Px(kN)
Py(kN)
Pz(kN)
Mx(kN.m)
My(kN.m)
Mz(kN.m)
1
0.000
0.000
-0.800
0.000
0.000
0.000
2
0.000
0.000
-0.100
0.000
0.000
0.000
Constant Load Condition 0 Node Load Distribution Map (Overall)
(2) Dead Load Member for Load Transfer
Bearing Load Table
Number
Guide Load Method
Surface Load Value kN/m²
Irregular distribution
1
Bidirectional Rod
0.000
No content provided.
2
Bidirectional Rod
0.000
No content provided.
3
Bidirectional Rod
0.000
N/A
4
Bi-directional Rod
0.000
No content provided.
5
Bi-directional Rod
0.000
No
6
Bidirectional Rod
0.000
No content provided for translation.
7
Bidirectional Rod
0.000
No content provided.
8
Bidirectional Rod
0.000
No content provided for translation.
9
Bi-directional Rod
0.000
No content provided.
10
Bidirectional Rod
0.000
No content provided.
11
Bidirectional Rod
0.000
No content provided for translation.
12
Bidirectional Rod
0.000
No content provided.
13
Bi-directional Rod
0.000
No translation needed; the content is "否" which means "no" in English.
14
Bidirectional Rod
0.000
No
15
Bidirectional Rod
0.000
No content provided for translation.
16
Bidirectional Rod
0.000
N/A
17
Bidirectional Rod
0.000
No translation required.
18
Bi-directional rod
0.000
N/A
19
Bidirectional Rod
0.000
No content provided.
20
Bi-directional Rod
0.000
No content provided.
21
Bi-directional Rod
0.200
N/A
Constant Load Condition 0 Bar Load Distribution Diagram (Overall)
5.2.2 Live Load
5.2.2.1 Live Load 3
(1) Live Load 3-Bar Member Load
Bearing Load Table
Serial Number
导荷方式 - Load Distribution Method
Surface Load Value kN/m²
Irregular distribution
1
Bidirectional Rod
2.000
No content provided.
Live load condition 3 - member load distribution diagram (overall)
5.2.3 Wind Load
5.2.3.1 Basic Parameters
Basic Wind Pressure: 0.55 (kN/m²)2)
Surface Roughness: B
Aerodynamic Calculation Standard: "Design Standard for Tall Structures" (GB50135-2019)
Damping Ratio for Wind Load Calculation: 0.02
Reference Point Elevation Z0 (m): 0.00
Aerodynamic Load Parameters
No Chinese content provided.
μz (as originally stated)
η
μz (corrected)
βz
0.487
1.00
1.00
1.00
1.20
16.3
1.16
1.00
1.16
1.20
33.5
1.44
1.00
1.44
1.20
49.5
1.62
1.00
1.62
1.33
67.5
1.77
1.00
1.77
1.67
84.0
1.89
1.00
1.89
1.82
101.
2.00
1.00
2.00
1.93
117.
2.08
1.00
2.08
1.97
134.
2.17
1.00
2.17
1.91
150.
2.25
1.00
2.25
1.70
Note: μz is the wind pressure height change coefficient, η is the wind pressure height change correction coefficient, βz is the wind vibration coefficient, and βgz is the gust coefficient (used for calculating protective structures).
5.2.3.2 Wind Load 1
(1) Wind Load 1 - Beam Load Guideline
Lumber Load Tables
Number
导荷方式 - Loading method
Basic Wind Pressure (kN/m)2)
Body Ratio
Aerodynamic Coefficient of Vibration
1
Direct Node
0.550
Automatic Calculation
Automated Calculation
2
Bi-directional Rod
0.550
0.000
Automated Calculation
3
Bi-directional Rod
0.550
0.000
Automatic Calculation
4
Bidirectional Rod
0.550
0.000
Automatic Calculation
5
Bidirectional Rod
0.550
0.000
Automatic Calculation
6
Bi-directional Rod
0.550
0.000
Automatic Calculation
7
Bi-directional Rod
0.550
0.000
Automatic Calculation
8
Bi-directional Rod
0.550
0.000
Automatic Calculation
9
Bi-directional Rod
0.550
0.000
Automatic Calculation
10
Bidirectional Rod
0.550
0.000
Automatic Calculation
11
Bidirectional Rod
0.550
0.000
Automatic Calculation
12
Bidirectional Rod
0.550
0.000
Automatic Calculation
13
Bi-directional Rod
0.550
0.000
Automated Calculation
14
Bi-directional Rod
0.550
0.000
Automatic Calculation
15
Bi-directional Rod
0.550
0.000
Automatic Calculation
16
Bi-directional Rod
0.550
0.000
Automatic Calculation
17
Bidirectional Rod
0.550
0.000
Automated Calculation
18
Bi-directional Rod
0.550
0.000
Automated Calculation
19
Bidirectional Rod
0.550
0.000
Automatic Calculation
20
Bi-directional Rod
0.550
0.000
Automatic Calculation
21
Bidirectional Rod
0.550
0.000
Automated Calculation
22
Direct Node
0.550
0.800
Automatic Calculation
Wind Load Condition 1 Shape Factor Distribution Chart (Overall)
5.2.3.3 Wind Load 2
(1) Wind Load on 2-member Load Transfer
Bearing Load Table
Serial Number
导荷方式: Load Distribution Method
Basic Wind Pressure (kN/m²)2)
Body Shape Factor
Aerodynamic Vibration Coefficient
1
Direct Node
0.550
Automatic Calculation
Automated Calculation
2
Direct Node
0.550
0.800
Automatic Calculation
Wind Load Condition 2 Shape Coefficient Distribution Chart (Overall)
5.2.4 Earthquake Impact
Calculation Basis: "Code for Seismic Design of Buildings" (GB50011-2010) (2016 Edition)
Earthquake Intensity: 6 degrees, 0.05g
Site Category: Type II
Design Earthquake Group: Group 1
Feature Cycle Value (s): 0.35
Maximum Coefficient of Horizontal Seismic Influence: 0.04
Unprecedented Seismic Impact Coefficient: Maximum Value of 0.28
Calculate the number of vibration modes: 12
Structural Damping Ratio: 0.02
Cycle Reduction Coefficient: 1
Consider coupling with bidirectional seismic action: No
Vibration Mode Combination Method: CQC
Calculating Vertical Seismic Effects: No
5.2.5 Ice Wrapping Load
Ground Clearance (m): 0
Ice Wrapping Working Condition Distribution Map (Overall)
5.3 Load Combinations
1.300 Dead Load + 1.50 Live Load
(2) 1.300 Dead Load + 1.50 Wind Load
(3) 1.300 Dead Load + 1.50 Wind Load
1.300 Deadweight + 1.500 Ice Load
1.300 Dead Load + 1.50 Live Load 3 + 1.50 x 0.60 Wind Load 1
(6) 1,300 dead load + 1.50 live load 3 + 1.50 x 0.60 wind load 2
(7) 1.300 Dead Load + 1.50 x 0.70 Live Load 3 + 1.50 Wind Load 1
(8) 1.300 Dead Load + 1.50 x 0.70 Live Load 3 + 1.50 Wind Load 2
(9) 1,300 dead load + 1.50 live load 3 + 1.500 x 0.700 ice encasement
(10) 1.300 Dead Load + 1.50 x 0.70 Live Load 3 + 1.500 Ice Sheath
(11) 1.300 Dead Load + 1.50 Wind Load 1 + 1.500 x 0.700 Ice Shear
(12) 1.300 Dead Load + 1.50 Wind Load + 1.500 x 0.700 Ice Shear
(13) 1.300 Dead Load + 1.50 x 0.60 Wind Load 1 + 1.500 Ice Shear
(14) 1,300 Dead Load + 1.50 x 0.60 Wind Load 2 + 1.500 Ice Shear
(15) 1,300 Dead Load + 1.50 x 0.70 Live Load 3 + 1.50 x 0.60 Wind Load 1
1.300 Dead Load + 1.50 x 0.70 Live Load 3 + 1.50 x 0.60 Wind Load 2
(17) 1.300 dead load + 1.50 live load 3 + 1.50 x 0.60 wind load 1 + 1.500 x 0.700 icing load
(18) 1.300 Dead Load + 1.50 Live Load 3 + 1.50 x 0.60 Wind Load 2 + 1.500 x 0.700 Ice Shear
(19) 1.300 dead load + 1.50 x 0.70 live load 3 + 1.50 wind load 1 + 1.500 x 0.700 icing load
1.300 Dead Load + 1.50 x 0.70 Live Load 3 + 1.50 Wind Load 2 + 1.500 x 0.700 Ice Load
(21) 1,300 Dead Load + 1.50 x 0.70 Live Load 3 + 1.50 x 0.60 Wind Load 1 + 1.500 x 0.700 Ice Shear
1.300 Dead Load + 1.50 x 0.70 Live Load 3 + 1.50 x 0.60 Wind Load 2 + 1.500 x 0.700 Ice Load
(23) 1.300 Dead Load + 1.50 x 0.70 Live Load 3 + 1.50 x 0.60 Wind Load 1 + 1.500 Ice Sheathing
(24) 1.300 Dead Load + 1.50 x 0.70 Live Load 3 + 1.50 x 0.60 Wind Load 2 + 1.500 Ice Sheath
(25) 1,300 dead load + 1.30 x 0.50 live load 3 + 1.400 horizontal earthquake
(26) 1,000 Dead Load + 1.50 Wind Load
(27) 1,000 Dead Load + 1.50 Wind Load
(28) Dead Load: 1.000 + Live Load: 1.00 x 0.50 x 3 + Horizontal Earthquake Load: 1.400
1.000 Dead Load + 1.00 x 0.50 Live Load 3 + 1.50 x 0.20 Wind Load 1 + 1.400 Horizontal Earthquake Load
(30) Dead Load: 1,000 kg; Live Load: 1.00 x 0.50 kg; Wind Load: 1.50 x 0.20 kg; Horizontal Earthquake Load: 1,400 kg
1.300 Dead Load + 1.30 x 0.50 Live Load 3 + 1.50 x 0.20 Wind Load 1 + 1.400 Horizontal Earthquake Load
1.300 Dead Load + 1.30 x 0.50 Live Load 3 + 1.50 x 0.20 Wind Load 2 + 1.400 Horizontal Earthquake Load
6 Periods and Vibration Modes
6.1 Cycle and Quality Participation Coefficient
Vibration Pattern
Cycle(s)
X Quality Participation Coefficient
Y Quality Participation Coefficient
Z to Quality Participation Coefficient
1
1.814
33.263%
0.053%
0.000%
2
1.408
0.079%
43.940%
0.000%
3
0.577
28.655%
0.137%
0.000%
4
0.571
0.000%
0.000%
0.000%
5
0.552
0.006%
1.208%
0.000%
6
0.460
0.000%
0.000%
0.000%
7
0.423
0.227%
24.738%
0.000%
8
0.363
0.000%
0.000%
0.000%
9
0.353
8.049%
0.115%
0.000%
10
0.224
0.490%
20.353%
0.000%
11
0.220
22.263%
0.432%
0.000%
12
0.100
0.000%
0.000%
0.000%
Total
93.032%
90.977%
0.000%
7 Linear Calculation Results
7.1 Linear Restoring Force
Support Node Identification Chart (Overall)
7.1.1 Most adverse reaction
Linear Combination of Unfavorable Reactions Table (Standard Values) (Units: kN, kN.m)
Node Number
Control
Combination Number
Combined Serial Number
N1
N2
N3
M1
M2
M3
777
N1 Max
7
1
278.191
-4.929
2196.230
0.000
0.000
0.000
777
N2 Max
20
1
247.313
130.118
2302.881
0.000
0.000
0.000
777
N3 Max
13
1
166.772
-2.956
2348.588
0.000
0.000
0.000
777
M1 Max
1
1
-0.356
0.004
2196.230
0.000
0.000
0.000
777
M2 Max
1
1
-0.356
0.004
2196.230
0.000
0.000
0.000
777
M3 Max
1
1
-0.356
0.004
2196.230
0.000
0.000
0.000
777
Max Effort United
24
1
148.246
78.072
2348.588
0.000
0.000
0.000
777
N1 Mini
25
2
-11.733
1.342
2196.230
0.000
0.000
0.000
777
N2 Minimum
29
4
56.258
-14.218
2196.230
0.000
0.000
0.000
777
N3 Minimum
25
1
11.021
-1.333
2196.230
0.000
0.000
0.000
777
M1 Mini
1
1
-0.356
0.004
2196.230
0.000
0.000
0.000
777
M2 Mini
1
1
-0.356
0.004
2196.230
0.000
0.000
0.000
777
M3 Mini
1
1
-0.356
0.004
2196.230
0.000
0.000
0.000
22
N1 Largest
25
2
-262.811
-269.910
980.427
0.000
0.000
0.000
22
N2 Largest
25
4
-266.067
-257.957
963.898
0.000
0.000
0.000
22
N3 Largest
20
1
-1098.017
-1235.908
4658.380
0.000
0.000
0.000
22
M1 Max
1
1
-310.347
-309.957
1146.578
0.000
0.000
0.000
22
M2 Max
1
1
-310.347
-309.957
1146.578
0.000
0.000
0.000
22
M3 Max
1
1
-310.347
-309.957
1146.578
0.000
0.000
0.000
22
United Efforts at Maximum Capacity
20
1
-1098.017
-1235.908
4658.380
0.000
0.000
0.000
22
N1 Minimum
20
1
-1098.017
-1235.908
4658.380
0.000
0.000
0.000
22
N2 Minus
20
1
-1098.017
-1235.908
4658.380
0.000
0.000
0.000
22
N3 Mini
25
4
-266.067
-257.957
963.898
0.000
0.000
0.000
22
M1 Mini
1
1
-310.347
-309.957
1146.578
0.000
0.000
0.000
22
M2 Minimum
1
1
-310.347
-309.957
1146.578
0.000
0.000
0.000
22
M3 Mini
1
1
-310.347
-309.957
1146.578
0.000
0.000
0.000
21
N1 Max
9
1
325.233
325.623
1206.191
0.000
0.000
0.000
21
N2 Largest
9
1
325.233
325.623
1206.191
0.000
0.000
0.000
21
N3 Max
9
1
325.233
325.623
1206.191
0.000
0.000
0.000
21
M1 Max
1
1
310.509
310.899
1150.406
0.000
0.000
0.000
21
M2 Max
1
1
310.509
310.899
1150.406
0.000
0.000
0.000
21
M3 Max
1
1
310.509
310.899
1150.406
0.000
0.000
0.000
21
Max Effort United
3
1
-527.889
-665.781
-2551.958
0.000
0.000
0.000
21
N1 Minus One
3
1
-527.889
-665.781
-2551.958
0.000
0.000
0.000
21
N2 Minus
3
1
-527.889
-665.781
-2551.958
0.000
0.000
0.000
21
N3 Mini
3
1
-527.889
-665.781
-2551.958
0.000
0.000
0.000
21
M1 Mini
1
1
310.509
310.899
1150.406
0.000
0.000
0.000
21
M2 Min
1
1
310.509
310.899
1150.406
0.000
0.000
0.000
21
M3 Mini
1
1
310.509
310.899
1150.406
0.000
0.000
0.000
20
N1 Largest
20
1
367.294
-391.079
1147.102
0.000
0.000
0.000
20
N2 Max
2
1
-132.765
199.906
-986.362
0.000
0.000
0.000
20
N3 Largest
9
1
325.245
-325.625
1206.238
0.000
0.000
0.000
20
M1 Max
1
1
310.520
-310.901
1150.453
0.000
0.000
0.000
20
M2 Max
1
1
310.520
-310.901
1150.453
0.000
0.000
0.000
20
M3 Max
1
1
310.520
-310.901
1150.453
0.000
0.000
0.000
20
United Efforts Yield Maximum Results
18
1
358.654
-373.077
1204.716
0.000
0.000
0.000
20
N1 Mini
2
1
-132.765
199.906
-986.362
0.000
0.000
0.000
20
N2 Minimum
20
1
367.294
-391.079
1147.102
0.000
0.000
0.000
20
N3 Mini
2
1
-132.765
199.906
-986.362
0.000
0.000
0.000
20
M1 Mini
1
1
310.520
-310.901
1150.453
0.000
0.000
0.000
20
M2 Minimum
1
1
310.520
-310.901
1150.453
0.000
0.000
0.000
20
M3 Mini
1
1
310.520
-310.901
1150.453
0.000
0.000
0.000
19
N1 Largest
3
1
-209.972
186.187
961.492
0.000
0.000
0.000
19
N2 Largest
19
1
-703.290
776.832
3093.870
0.000
0.000
0.000
19
N3 Largest
19
1
-703.290
776.832
3093.870
0.000
0.000
0.000
19
M1 Max
1
1
-310.335
309.955
1146.531
0.000
0.000
0.000
19
M2 Max
1
1
-310.335
309.955
1146.531
0.000
0.000
0.000
19
M3 Largest
1
1
-310.335
309.955
1146.531
0.000
0.000
0.000
19
United Efforts at Maximum Strength
19
1
-703.290
776.832
3093.870
0.000
0.000
0.000
19
N1 Minimum
19
1
-703.290
776.832
3093.870
0.000
0.000
0.000
19
N2 min
3
1
-209.972
186.187
961.492
0.000
0.000
0.000
19
N3 Mini
3
1
-209.972
186.187
961.492
0.000
0.000
0.000
19
M1 Minimum
1
1
-310.335
309.955
1146.531
0.000
0.000
0.000
19
M2 Min
1
1
-310.335
309.955
1146.531
0.000
0.000
0.000
19
M3 Mini
1
1
-310.335
309.955
1146.531
0.000
0.000
0.000
7.2 Linear Internal Force
7.2.1 Linear Combination Envelope
Envelop Cloud Map of Linear Combination Axial Force N: kN (Overall)
The internal forces of the top 10 units with the highest axial force (units: m, kN, kN.m)
Sequence Number
Unit Number
Combination Number
Combination Sequence Number
Location
Axial Force N
Shear Force Q2
Shear Q3
Torque M
Bending Moment M2
Bending Moment M3
1
157
27
1
3.331
4799.634
15.327
21.028
-0.720
87.493
-69.761
2
265
27
1
4.049
4634.790
13.869
11.015
0.384
70.608
-78.062
3
29
27
1
3.506
4627.436
23.820
21.295
-0.353
84.597
-95.441
4
155
27
1
0.000
4548.620
-38.891
-45.762
-0.485
14.719
-13.354
5
393
27
1
4.049
4525.938
5.926
-8.892
-0.142
8.544
-56.470
6
153
27
1
3.331
4487.713
-72.665
-63.039
-0.515
-120.021
141.496
7
27
27
1
0.000
4461.139
-24.901
-32.092
-0.138
8.887
-6.775
8
25
27
1
0.000
4424.074
25.129
31.597
-0.153
-107.049
84.039
9
263
27
1
0.000
4319.821
-37.834
-36.884
0.613
20.088
-24.156
10
261
27
1
4.049
4288.430
-52.715
-56.337
0.606
-131.321
131.595
Envelop Cloud Map of Linear Combination Axial Force N: kN (Overall)
Axial force N values of the top 10 units with the minimum internal forces (units: m, kN, kN.m)
Serial Number
Unit Number
Combination Number
Combined Serial Number
Location
Axial Force N
Shear Force Q2
Shear Force Q3
Torque M
Moment of M2
Bending Moment M3
1
30
20
1
0.000
-6913.291
-35.483
-33.568
0.352
-8.922
10.962
2
28
20
1
3.506
-6826.153
38.111
44.646
0.138
149.433
-128.724
3
26
20
1
3.506
-6803.946
-38.209
-44.029
0.152
-0.430
0.585
4
158
20
1
0.000
-6688.017
-32.493
-39.059
0.718
-14.754
16.137
5
156
20
1
3.331
-6486.204
53.446
59.589
0.484
182.710
-163.547
6
154
20
1
0.000
-6431.950
97.033
88.686
0.513
-128.764
137.420
7
266
20
1
0.000
-6198.603
-20.860
-18.059
-0.380
-32.579
28.383
8
264
20
1
4.049
-5878.067
51.429
50.334
-0.609
177.790
-178.068
9
262
20
1
0.000
-5865.481
72.645
76.469
-0.601
-128.474
113.225
10
394
20
1
0.000
-5788.726
-14.578
0.153
0.144
-49.830
37.698
Enveloped cloud map of maximum combined bending moment M2: kN·m (Overall)
Internal forces of the top 10 units with the maximum bending moment M2 (units: m, kN, kN.m)
Serial Number
Unit Number
Combination Number
Combined Serial Number
Location
Axial Force N
Shear Force Q2
Shear Q3
Torque M
Bending Moment M2
Moment of M3
1
1718
12
1
7.500
-1954.703
-74.785
67.228
0.000
4636.173
-3206.460
2
1958
12
1
0.000
-1954.702
127.526
-371.349
0.000
4636.173
-3206.460
3
1957
20
1
4.500
-2088.890
-92.110
49.996
0.000
4131.962
-3767.345
4
1719
20
1
1.500
-2184.651
-256.193
96.931
0.000
3906.360
-4181.271
5
1720
20
1
10.500
-2219.179
-273.432
79.528
0.000
3760.933
-4565.527
6
1962
12
1
6.000
-1305.290
64.768
20.607
0.000
3249.810
-4243.417
7
1963
12
1
0.000
-1305.289
53.704
-349.865
0.000
3249.810
-4243.417
8
1961
20
1
0.000
-1522.465
-3.239
-10.487
0.000
3189.091
-3874.242
9
1960
20
1
6.000
-1522.465
-49.217
52.429
0.000
3189.091
-3874.242
10
1739
20
1
0.975
-2492.040
391.087
101.589
0.000
2925.891
-7436.558
Enveloped cloud chart of linear combination bending moment M2: kN.m (Overall)
The internal forces of the top 10 units with the minimum bending moment M2 (units: m, kN, kN.m)
Serial Number
Unit Number
Combined Number
Combined Serial Number
Location
Axial Force N
Shear Force Q2
Shear Q3
Torque M
Moment of Inertia M2
Bending Moment M3
1
1971
27
1
0.000
-307.703
-121.476
95.834
-0.000
-5681.690
-336.860
2
1970
27
1
6.000
-307.703
-148.935
-22.745
-0.000
-5681.690
-336.860
3
1969
27
1
6.000
-386.264
-165.609
-242.645
-0.000
-5545.222
-1230.473
4
1972
27
1
0.000
-229.141
-104.964
80.865
-0.000
-5106.685
391.995
5
1973
27
1
0.000
-150.579
-9.533
291.205
-0.000
-4621.497
1021.777
6
1968
27
1
6.000
-464.827
-121.963
-89.957
-0.000
-4089.354
-2224.125
7
1967
27
1
6.000
-543.388
-139.181
-114.219
0.000
-3549.615
-2955.903
8
1974
27
1
0.000
-72.018
240.615
639.558
0.000
-2874.269
1078.976
9
1966
27
1
6.000
-621.950
-137.916
-207.925
0.000
-2864.299
-3790.992
10
1965
27
1
6.000
-700.511
6.389
-266.611
0.000
-1616.749
-4618.486
Linear combination bending moment M3 maximum envelop cloud map: kN.m (Overall)
The internal forces of the top 10 units with the maximum bending moment M3 (units: m, kN, kN.m)
Sequence Number
Unit Number
Combination Number
Combined Serial Number
Location
Axial Force N
Shear Force Q2
Shear Q3
Torque M
Bending Moment M2
Moment of M3
1
1973
20
1
6.000
-100.886
-9.471
291.197
-0.000
-2874.131
1079.427
2
1974
20
1
0.000
-100.887
240.716
639.527
0.000
-2874.131
1079.427
3
1972
20
1
6.000
-210.858
-104.915
80.865
-0.000
-4621.316
1022.600
4
1971
20
1
6.000
-320.743
-121.420
95.835
-0.000
-5106.503
393.109
5
1966
25
1
0.000
-910.666
-4.713
1.054
-0.000
20.877
314.843
6
1965
25
1
6.000
-910.665
-7.661
1.225
-0.000
20.877
314.843
7
1967
25
1
0.000
-808.535
-4.746
0.773
-0.000
21.796
310.013
8
1968
25
1
0.000
-706.404
-4.524
-0.706
-0.000
22.572
291.613
9
1720
25
2
0.000
-2345.279
12.261
2.508
0.000
37.522
290.917
10
1739
25
2
0.975
-2346.319
-15.149
-2.000
0.000
37.522
290.917
M3 Composite Moment Minimum Envelope Contour: kN.m (Overall)
The internal forces of the top 10 units with the minimum bending moment M3 (units: m, kN, kN.m)
Number
Unit Number
Combined Serial Number
Combined Serial Number
Location
Axial Force N
Shear Q2
Shear Q3
Torque M
Moment of inertia M2
Bending Moment M3
1
1720
26
1
0.000
-1804.061
-307.812
14.850
-0.000
-189.511
-8381.900
2
1739
26
1
0.975
-1804.861
441.347
-12.155
-0.000
-189.511
-8381.900
3
1738
26
1
0.975
-1824.429
437.767
-12.159
-0.000
-177.660
-7951.587
4
1737
26
1
0.975
-1843.998
434.243
-12.162
-0.000
-165.805
-7524.764
5
1736
26
1
0.975
-1863.566
430.775
-12.165
-0.000
-153.947
-7101.377
6
1735
26
1
0.975
-1883.135
427.361
-12.167
0.000
-142.087
-6681.372
7
1734
26
1
0.975
-1902.703
424.011
-12.170
0.000
-130.224
-6264.695
8
1733
26
1
0.975
-1922.272
420.733
-12.172
0.000
-118.358
-5851.284
9
1966
26
1
0.000
-700.512
-141.931
-3.442
0.000
-270.300
-5748.650
10
1965
26
1
6.000
-700.511
31.220
-12.081
0.000
-270.300
-5748.650
7.3 Linear Displacement
7.3.1 Linear Maximum Displacement
Maximum positive displacement combination 3 (Const. 0 + Wind 2) Uz:mm
Maximum negative displacement combination 23 (Const 0+0.6 Wind 1+0.7 Active 3+Encrusted with Ice) Uz:mm
Linear Combination Maximum and Minimum Displacement Table
Most Unfavorable Scenario
Node
Combined Name
Ux
Uy
Uz
Uxyz
Maximum displacement in the X-direction
780
Combination 2 (Heng 0 + Feng 1)
532.216
-10.595
-3.793
532.335
Maximum Y-direction displacement
705
Mix 12 (Heng 0 + Wind 2 + 0.7 Coated with Ice)
405.567
216.988
-14.485
460.194
Maximum displacement in Z-direction
405
Combination 3 (Constant 0 + Wind 2)
114.779
97.431
15.896
151.393
Maximum Spatial Displacement
780
Combination 11 (Heng 0 + Wind 1 + 0.7 Wrapped Ice)
532.216
-10.595
-4.016
532.336
Minimum displacement in X-direction
780
Combination 25-Scenario 2 (Constant 0+0.5 Active 3+Horizontal Seismic)
-16.882
-0.755
-3.793
17.319
Minimum displacement in the Y-direction
121
Combination 2 (Heng 0 + Feng 1)
1.667
-13.712
4.349
14.481
Minimum displacement in Z-direction
36
Combination 23 (恒0+0.6 Wind1+0.7 Active3+Coated with Ice)
-0.433
0.054
-168.507
168.508
Linear Combination Maximum Minimum Displacement Map (Overall)
Verification Results
8.1 Section Stress Ratio Limit Distribution Chart
Stress Ratio Limit Table
Serial Number
Stress Ratio Lower Limit
Stress Ratio Limit
1
0
0.9
Stress Ratio Limit Distribution Chart (Overall)
8.2 Beam Stress Ratio Distribution Chart
8.3 Beam Calculation Results Cloud Map
8.3.1 Strength-to-stress ratio
Display components in color based on "intensity stress ratio" (overall)
The verification results of the top 10 units with the highest "intensity stress ratio" (combination number/situation number).
Sequence Number
Unit Number
Intensify
Stabilized around 2 axes
Stabilization around 3 axes
Along the 2-axis shear
Along the 3 axes shear
Along the 2-axis slenderness ratio
Longitudinal slenderness ratio along 3 axes
Verification results
1
30
0.818(20/1)
0.000
0.834
0.013
0.013
18
18
Satisfy
2
28
0.814(20/1)
0.000
0.827
0.014
0.016
18
18
Satisfied
3
156
0.812(20/1)
0.000
0.818
0.019
0.022
17
17
Met
4
264
0.811(20/1)
0.000
0.822
0.019
0.019
22
22
Satisfied
5
26
0.810(20/1)
0.000
0.825
0.013
0.015
18
18
Satisfied
6
262
0.808(20/1)
0.000
0.806
0.027
0.028
22
22
Satisfy
7
154
0.804(20/1)
0.000
0.798
0.034
0.031
17
17
Satisfactory
8
158
0.799(20/1)
0.000
0.812
0.012
0.014
17
17
Satisfy
9
266
0.774(20/1)
0.000
0.804
0.008
0.007
22
22
Satisfy
10
392
0.765(20/1)
0.000
0.772
0.021
0.020
22
22
Satisfied
8.3.2 Stable stress ratio around 2 axes
Display component colors (overall) according to the "Stress Ratio of Stability around 2 Axes"
"Verification results of the top 10 units with the highest 'Stress Ratio about 2 Axes of Stability' (combination number/situation number)"
Number
Unit Number
Strength
Stable around 2 axes
Stable Rotation Around 3 Axes
Along the 2-axis shear
Please provide the Chinese content to be translated.
The aspect ratio along the 2-axis
No Chinese content provided for translation.
Verification results
1
1957
0.293
0.293(12/1)
0.272
0.009
0.004
3
3
Met
2
1719
0.240
0.240(20/1)
0.238
0.022
0.007
1
1
Satisfy
3
1
0.052
0.000(1/1)
0.008
0.001
0.002
65
65
Satisfy
4
2
0.040
0.000(1/1)
0.050
0.001
0.002
65
65
Satisfy
5
3
0.032
0.000(1/1)
0.043
0.001
0.002
77
77
Satisfied
6
4
0.038
0.000(1/1)
0.013
0.001
0.002
77
77
Satisfied
7
5
0.077
0.000(1/1)
0.064
0.005
0.001
130
130
Satisfy
8
6
0.081
0.000(1/1)
0.136
0.005
0.001
130
130
Satisfy
9
7
0.068
0.000(1/1)
0.092
0.001
0.005
130
130
Satisfactory
10
8
0.067
0.000(1/1)
0.088
0.001
0.005
130
130
Satisfy
8.3.3 Stable Stress Ratio Around 3 Axes
Display component color (overall) according to "stabilized stress ratio around 3 axes"
The verification results of the top 10 units with the highest "Stress Ratio around 3 Axes" (combination number/situation number)
Serial Number
Unit Number
Intensity
Stabilized around 2 axes
Stabilized around 3 axes
Along the 2-axis shear
No Chinese content provided.
Along the 2-axis slenderness ratio
The Length-to-Width Ratio along the 3 Axes
Verification results
1
30
0.818
0.000
0.834(20/1)
0.013
0.013
18
18
Satisfactory
2
28
0.814
0.000
0.827(20/1)
0.014
0.016
18
18
Satisfy
3
26
0.810
0.000
0.825(20/1)
0.013
0.015
18
18
Satisfy
4
264
0.811
0.000
0.822(20/1)
0.019
0.019
22
22
Satisfied
5
156
0.812
0.000
0.818(20/1)
0.019
0.022
17
17
Satisfy
6
158
0.799
0.000
0.812(20/1)
0.012
0.014
17
17
Satisfied
7
262
0.808
0.000
0.806(20/1)
0.027
0.028
22
22
Satisfied
8
266
0.774
0.000
0.804(20/1)
0.008
0.007
22
22
Satisfied
9
154
0.804
0.000
0.798(20/1)
0.034
0.031
17
17
Satisfy
10
392
0.765
0.000
0.772(20/1)
0.021
0.020
22
22
Satisfy
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