STRUCTURAL STEEL ANALYSIS DESIGN OF COMMERCIAL FACTORIES FOR LOADING AND EARTHQUAKE RESISTANCE

In the university my courses According to the widely used of "Steel buildings " in these days which taught us to analyze and design this flooring system that can achieve the requirements of this structure. Also use several programs like (ETAB, SAP , ROBOT & TEKLA etc), beside that I used different combinations for earthquake resistance. It analysis and design according to the eurocode AISC 14.0 , in addition to that I used the program of Autodesk Robot Structural, AUTO CAD 2013 & Tekla Structure. while I have many components I used that program to help me for designing, by include the loads as input, then I got different diagrams and diameters for each part. Keyword : Steel connection & Loading


INTRODUCTION
Most design tasks in structural engineering are based both on theoretical models and empirical evidence. The theory is developed into a design procedure, and this procedure is carried out and tested. The results of these tests are then used to formulate new and more accurate analysis procedures. So, to some extent, this is an iterative process. Centuries of experience with building structures as well as new developments in analytical procedures have led to a greater understanding of how structures work. This is especially true in the area of connections in structures. There is a fairly high degree of uncertainty in the behavior of connections, which makes their analysis and design difficult, and makes experimental verification so important. Many of the elements of the connections have variability in their properties, which, when analyzed together, further increase the uncertainties in the connection. The consequence of this is that careful and accurate design of connections can be crucial to the design of the structure. This thesis attempts to understand and compare various types of connections in structural steel buildings, including both the modeling theory of connections as well as the physical components of connections. https://ejournal.worldconference.id/index.php/neutron E-ISSN: 2685-3272 | P-ISSN 1412-0860 2. Agree the design, timescale, analysis and design and quality of project. 3. Understand and apply methods and approaches adopted by the code regarding the analyzed structure. 4. Comprehend the method of designing steel structures. 5. Establish a link between analysis of structures and the design process. 6. Enhance applying computer package programs such as: ROBOT, AUTOCADE ,TEKLA and Microsoft office to determine the calculation process and obtain the required results. 7. Understand the exact and suitable ways to analyze and design. 8. Prepare myself for work environmental to be an engineer.

Design of Bolted Connections with Injection Bolts
 Design rules for static loading As of now demonstrated previously, injection bolts might be non-preloaded load move through bearing and shear of the bolt and furthermore preloaded load move through bearing and shear of the bolt and through grinding between the associated plates. The ECCS proposals give design rules for both types of shear connections.  Bearing and shear: The plan extreme shear load shall not surpass the plan shear opposition of the bolt nor the plan bearing obstruction of the resin. Serviceability limit state: Ultimate limit state: Shear resistance of the bolt (Eurocode 3, 1992), shear plane through through the shank of the bolt).

Design Methods for support and Bracing Connections
Accidental activities:  Drifted snow decided utilizing Annex B of BS EN 1991-1-3 (see Section 3.3.3).  Opening of a prevailing opening thought to be closed.
Robustness requirements of BS EN 1991-1-7 and its National Annex  Table 3. Suggested limits for horizontal deflections:

Connections
Connections are initially assumed as pins, thereby implying that the centroidal axes of all members intersecting at a node point are coincident. Practical considerations frequently dictate otherwise, and it is quite common for member axes to be eccentric to the assumed node for reasons of fit-up and the physical constraints that are inherent in the truss structure. Such eccentricities induce secondary bending stresses of the node points, which must be accounted for not only by local bending and axial load checks at the ends of all constituent members, but also in connection design. Typical truss joints are illustrated .It is customary to calculate the net bending moment at each node point due to any eccentricities, and proportion this moment to each member connected to the node in relation to member stiffness.

Portal frames
By far the most common structural form for single-storey buildings is the portal Frame. Various configurations of portal frame

Bracing
Bracing is required to resist lateral loads, principally wind loads, and the destabilising effects of the imperfections defined in Section 5.3 of BS EN 1993-1-1 Bracing at plastic hinges:

First-order and second-order analysis
For portal frames with shallow roof slopes, provided that the axial compression in the beams or rafters is not significant and a,, 2 3,O the 'amplification factor' can be calculated according to: ( ) Secondary beams:     For bolts used in connections with long-slotted holes, the slots being perpendicular to the forces.
Location in North Cyprus -Turkey -Near East University.

Structural analysis
The structural model for the analysis was created in software ROBOT. Following input data is used for model consideration:  Beams in plane xz are rigidly connected to the steel columns.  The beams in plane yz are hinged at both ends. Releases for hinged connections are indicated in following directions: Ry, Rz.  Elements defining bracing system are also hinged at both ends.  Supports are pinned. Fixed directions of pinned support: Ux, Uy, Uz, Rz.11  Bracings in axis A1-A2, D1-D2, A3-A4, D3-D4 are represented by one bar per frame assuming that it will work in tension and compression.  The concrete slab has a strong influence on the global stiffness of the structure. In ROBOT 3D model concrete slab was modeled by a horizontal bracing system, connected to main columns. Connection of these bracings are hinged.  To identify the type of analysis which should be performed (1st or 2nd order) we calculate for ultimate limit state combinations. In all combinations . Therefore, according to EN 1993-1-1 1st order elastic analysis should be performed. MATERIAL: ASTM A36 STEEL PLATE CHARACTERISTICS ASTM A36 plate is a low carbon steel that exhibits good strength coupled with formability. It is easy to machine and fabricate and can be securely welded. A36 STEEL PLATE SIZES 3/16" -28" TYPICAL CHEMICAL PROPERTIES  Table 11 ASTM A36 CHANNEL ASTM A36 is a hot-rolled, low-alloy carbon steel that exhibits good tensile strength. Its properties include ductility, ease of machinability and welding.

Structural analysis
 Beams in plane xz are rigidly connected to the steel columns.  The beams in plane yz are hinged at both ends. Releases for hinged connections are indicated in following directions: Ry, Rz. Table .14 Bracings in axis A1-A2, D1-D2, A3-A4, D3-D4 are represented by one bar per frame assuming that it will work in tension and compression   1. Each student had his own dimensions of the construction then we learnt how to use ETAB program to design the buildings but I used ROBOT program instead of ETAB because I am familiar with ROBOT in addition both programs have the same functions after that we moved to another step which is putting the loads in the program (all the loads), after loading process we had learnt how to design the connection by using ROBOT program and we did so for our building actually it was sensitive step because the safety of construction depends on connection safety mainly 2. Then we used TEKLA program to draw the project after that we converted our drawings from TEKLA program to AUTOCAD program. 3. At the end, we had used four programs we got too much benefit from these programs and by finishing this project now we are qualified to work and design with a real projects but we still need more experience.