Steel Structure Analysis For Le-Tigre Warehouse Project in New Caledonia(partial)

Steel Structure Force Analysis by 3D3S Software (for 3-storey Steel Structure Project in New Caledonia)

3D3S software, a professional structural analysis and design software for steel structures, is adopted to conduct comprehensive force analysis on the 3-storey steel structure project in New Caledonia, ensuring the rationality, safety and stability of the structural design. Combined with the project's actual working conditions and environmental constraints, the software completes the whole-process force calculation and verification, providing reliable technical support for the project design and construction.

The force analysis process and key contents based on 3D3S software are as follows: First, establish a three-dimensional model of the 3-storey steel structure in the software, accurately inputting structural parameters such as member sections, connection forms, and material properties (consistent with the project's actual steel grade and specification). Then, load all relevant loads into the model, including dead load (self-weight of steel members, floor slabs, and other permanent loads), live load (floor use load, personnel and equipment load), wind load and seismic load corresponding to the geographical location of New Caledonia, so as to simulate the actual force state of the structure comprehensively.

During the analysis, the software conducts finite element calculation on each steel member (columns, beams, purlins, etc.) and connection nodes, focusing on checking the axial force, shear force, bending moment and deflection of the members, as well as the bearing capacity and stability of the nodes. For the key stress parts of the 3-storey structure (such as the connection between floors, the bottom of columns, and the parts bearing concentrated loads), the software performs local stress analysis to avoid local deformation or damage caused by excessive stress.

In addition, 3D3S software can simulate the dynamic response of the structure under seismic and strong wind loads, verify whether the structural stiffness and ductility meet the design requirements, and optimize the section size and connection form of the members according to the analysis results, so as to achieve the balance between structural safety and economic efficiency. The analysis results show that the 3-storey steel structure project in New Caledonia meets the relevant design standards and can safely bear various design loads, ensuring the long-term stable operation of the project.

 

1 Design Codes

"Code for Design of Steel Structures" (GB50017-2003)

"Building Structural Load Specification" (GB50009-2012)

"Code for Seismic Design of Buildings" (GB50011-2010)

"Building Foundation Design Code" (GB50007-2011)

"Steel Welding Code" (GB50661-2011)

"Steel Bolts Connecting Technical Specification" (JGJ82-2011)

2 Calculation Model

Calculation Model (Circles Denote Restraints)

3 Loads and Combinations

Structural Importance Factor: 1.00

3.1 Node Loads

3.2 Element Loads

1) Case No.: 0

*Surface Loads:

No.	Load Type	Distribution Mode	Shape Factor	Load Value (Reference Wind Pressure ) kN/m2
1	Dead Load	one-way Elem	--	4.00
2	Dead Load	one-way Elem	--	0.40

Diagram for Surface Load:

Surface Load No. 1 Distribution Diagram (Solid lines elements that loads assigned to )

Surface Load No. 2 Distribution Diagram (Solid lines elements that loads assigned to )

2) Case No.: 1

*Surface Loads:

No.	Load Type	Distribution Mode	Shape Factor	Load Value (Reference Wind Pressure ) kN/m2
1	Live Load	one-way Elem	--	10.00
2	Live Load	one-way Elem	--	0.30

Diagram for Surface Load:

Surface Load No. 1 Distribution Diagram (Solid lines elements that loads assigned to )

Surface Load No. 2 Distribution Diagram (Solid lines elements that loads assigned to )

3) Case No.: 2

*Surface Loads:

No.	Load Type	Distribution Mode	Shape Factor	Load Value (Reference Wind Pressure ) kN/m2
1	Wind Load	one-way Elem	0.80	2.55
2	Wind Load	one-way Elem	-0.50	2.55
3	Wind Load	one-way Elem	-0.70	2.55
4	Wind Load	one-way Elem	-0.60	2.55
5	Wind Load	one-way Elem	-0.50	2.55

Diagram for Surface Load:

Surface Load No. 1 Distribution Diagram (Solid lines elements that loads assigned to )

Surface Load No. 2 Distribution Diagram (Solid lines elements that loads assigned to )

Surface Load No. 3 Distribution Diagram (Solid lines elements that loads assigned to )

Surface Load No. 4 Distribution Diagram (Solid lines elements that loads assigned to )

Surface Load No. 5 Distribution Diagram (Solid lines elements that loads assigned to )

4) Case No.: 3

*Surface Loads:

No.	Load Type	Distribution Mode	Shape Factor	Load Value (Reference Wind Pressure ) kN/m2
1	Wind Load	one-way Elem	0.80	2.55
2	Wind Load	one-way Elem	-0.50	2.55
3	Wind Load	one-way Elem	-0.70	2.55

Diagram for Surface Load:

Surface Load No. 1 Distribution Diagram (Solid lines elements that loads assigned to )

Surface Load No. 2 Distribution Diagram (Solid lines elements that loads assigned to )

Surface Load No. 3 Distribution Diagram (Solid lines elements that loads assigned to )

4.1.2 Envelope Forces

 

Color Display by Maximal Axial Force N (kN);

Maximal Axial Forces N of 10 Elements (Unit: m,kN,kN.m)

No.	Elem	Combo No.	Combo No.	Location	N	Q2	Q3	M	M2	M3
1	122	3	1	0.000	50.9	53.9	-0.0	0.0	0.0	47.1
2	125	3	1	0.000	45.3	66.3	0.1	0.0	-0.2	69.6
3	118	3	1	0.000	45.3	66.4	0.0	-0.0	-0.0	69.8
4	128	3	1	0.000	40.9	-4.1	0.0	-0.0	-0.2	-6.4
5	695	3	1	0.000	37.3	-4.3	-0.0	-0.0	0.0	-8.5
6	468	6	4	1.704	31.3	-46.2	-0.0	-0.0	-0.0	0.0
7	733	6	4	1.663	30.1	-35.9	-0.0	0.0	0.0	0.0
8	90	3	1	0.000	27.2	-96.3	-0.1	0.0	0.2	-124.3
9	89	3	1	0.000	27.2	123.1	0.2	0.0	-0.3	129.8
10	694	3	1	0.000	25.7	0.7	-0.0	-0.0	0.0	5.1

 

Color Display by Minimal Axial Force N (kN);

Minimal Axial Forces N of 10 Elements (Unit: m,kN,kN.m)

No.	Elem	Combo No.	Combo No.	Location	N	Q2	Q3	M	M2	M3
1	396	3	1	3.550	-1091.9	-0.1	0.3	-0.0	0.6	0.2
2	480	3	1	3.550	-1081.1	-0.8	4.6	0.0	5.3	1.3
3	383	3	1	0.000	-1053.7	-0.5	0.8	-0.0	-1.5	0.0
4	392	3	1	0.000	-1035.5	1.3	0.6	-0.0	-0.9	1.1
5	476	3	1	0.000	-1028.6	1.7	4.3	-0.0	-5.0	1.7
6	413	3	1	3.550	-1028.1	0.0	-1.9	-0.0	-2.1	-0.1
7	469	3	1	0.000	-1019.9	-0.5	4.1	-0.0	-4.8	0.1
8	390	3	1	0.000	-1019.3	-0.6	0.6	0.0	-0.9	-0.9
9	385	3	1	0.000	-1017.4	0.6	0.6	-0.0	-1.1	1.0
10	474	3	1	0.000	-1012.6	-0.2	4.0	0.0	-4.7	-0.2

 

Color Display by Maximal Bending Moment M2 (kN.m);

Maximal Bending Moments M2 of 10 Elements (Unit: m,kN,kN.m)

No.	Elem	Combo No.	Combo No.	Location	N	Q2	Q3	M	M2	M3
1	493	3	1	0.000	-269.8	-2.9	-40.9	-0.0	70.0	-4.3
2	484	3	1	0.000	-274.8	-2.1	-40.9	-0.0	68.6	0.7
3	491	3	1	0.000	-270.1	-1.2	-39.6	0.0	68.1	-2.8
4	486	3	1	0.000	-271.0	-0.6	-39.5	-0.0	68.1	-2.5
5	496	3	1	0.000	-274.2	2.8	-35.4	-0.0	56.6	6.8
6	375	3	1	3.200	-242.4	-2.7	29.7	-0.0	44.5	4.4
7	366	3	1	3.200	-228.7	-0.4	29.5	0.0	44.4	-2.0
8	368	3	1	3.200	-243.2	0.2	28.8	-0.0	42.9	-0.3
9	373	3	1	3.200	-241.2	-0.5	28.8	0.0	42.9	0.5
10	378	3	1	3.200	-243.1	0.0	26.9	0.0	42.0	-0.1

 

Color Display by Minimal Bending Moment M2 (kN.m);

Minimal Bending Moments M2 of 10 Elements (Unit: m,kN,kN.m)

No.	Elem	Combo No.	Combo No.	Location	N	Q2	Q3	M	M2	M3
1	484	3	1	3.200	-277.4	-2.1	-40.9	-0.0	-62.4	7.3
2	493	3	1	3.200	-272.4	-2.9	-40.9	-0.0	-60.8	4.9
3	491	3	1	3.200	-272.7	-1.2	-39.6	0.0	-58.5	1.2
4	486	3	1	3.200	-273.6	-0.6	-39.5	-0.0	-58.5	-0.5
5	496	3	1	3.200	-276.7	2.8	-35.4	-0.0	-56.6	-2.2
6	375	3	1	0.000	-239.8	-2.7	29.7	-0.0	-50.5	-4.3
7	366	3	1	0.000	-226.1	-0.4	29.5	0.0	-49.9	-3.3
8	368	3	1	0.000	-240.7	0.2	28.8	-0.0	-49.2	0.3
9	373	3	1	0.000	-238.6	-0.5	28.8	0.0	-49.2	-1.1
10	378	3	1	0.000	-240.5	0.0	26.9	0.0	-44.0	-0.1

 

Color Display by Maximal Bending Moment M3 (kN.m);

Maximal Bending Moments M3 of 10 Elements (Unit: m,kN,kN.m)

No.	Elem	Combo No.	Combo No.	Location	N	Q2	Q3	M	M2	M3
1	66	3	1	0.000	-38.9	148.5	0.0	0.0	-0.0	158.2
2	38	3	1	0.000	-38.9	145.4	0.0	0.0	-0.0	156.8
3	167	3	1	0.000	25.1	144.1	-0.0	0.0	0.0	154.7
4	45	3	1	0.000	-37.4	145.2	-0.0	0.0	0.1	154.7
5	59	3	1	0.000	-37.4	145.1	0.0	-0.0	-0.1	154.6
6	153	3	1	0.000	18.8	144.4	-0.0	-0.0	0.0	154.4
7	175	3	1	5.800	-0.9	-146.3	0.0	-0.0	0.1	151.1
8	176	3	1	0.000	-1.5	134.8	0.0	0.0	-0.1	151.1
9	536	3	1	0.000	1.7	145.2	0.3	0.0	-0.3	151.0
10	52	3	1	0.000	-25.9	140.5	0.0	0.0	-0.0	148.2

 

Color Display by Minimal Bending Moment M3 (kN.m);

Minimal Bending Moments M3 of 10 Elements (Unit: m,kN,kN.m)

No.	Elem	Combo No.	Combo No.	Location	N	Q2	Q3	M	M2	M3
1	174	3	1	3.250	-1.1	-0.0	0.0	0.0	0.0	-219.0
2	630	3	1	3.250	0.9	-0.0	0.0	0.0	-0.0	-219.0
3	181	3	1	3.250	-1.1	-0.0	0.0	-0.0	0.0	-219.0
4	188	3	1	3.250	-2.2	-0.0	0.0	-0.0	0.0	-214.1
5	195	3	1	3.250	-1.9	-0.0	0.0	-0.0	0.0	-214.1
6	616	3	1	3.250	1.3	-0.0	-0.0	-0.0	0.0	-214.1
7	209	3	1	3.250	-2.2	-0.0	0.0	-0.0	0.0	-214.1
8	602	3	1	3.250	1.1	-0.0	-0.0	0.0	-0.0	-214.1
9	623	3	1	3.250	1.4	-0.0	0.0	-0.0	-0.0	-214.1
10	609	3	1	3.250	1.3	-0.0	-0.0	0.0	0.0	-214.1

4.2 Displacements

4.2.1 Combination Displacements

 

Combo 1: Uz(mm)

 

Combo 2: Uz(mm)

 

Combo 3: Uz(mm)

 

Combo 4: Uz(mm)

 

Combo 5: Uz(mm)

 

Combo 6(1): Uz(mm)

 

Combo 6(2): Uz(mm)

 

Combo 6(3): Uz(mm)

 

Combo 6(4): Uz(mm)

5 Design Results

Material 2 :

Q235: Young Modulus: 2.06*10⁵N/mm²;Poisson Ratio: 0.30;Expansion Coefficient: 1.20*10^-5;Density: 7850kg/m³.

Q345: Young Modulus: 2.06*10⁵N/mm²;Poisson Ratio: 0.30;Expansion Coefficient: 1.20*10^-5;Density: 7850kg/m³.

5.1 Charts of Design Results

Maximal ratio of stress is 0.92.

Ratio of Stress

 

Note:

Above only one small part of the whole report.