本文将以 AISC 15 中所介绍的 LRFD 示例为基础，介绍如何使用 RFEM 中“参数化薄壁”截面： Rehabilitation and Retrofit [2]. The RF-STEEL AISC add-on module is used to perform the design check for both the unreinforced and reinforced columns according to AISC Chapter E.
Shown below is example 6.2 of AISC Design Guide 15 [2], where the AISC historic shape W10X66 (Fy = 33 ksi) is used for the 16-foot-long column.
The following steps outline the procedure of creating a user-defined cross-section and material.
Creating User-Defined W10X66 Cross-Section
- Choose the "Symmetric I-Section" in the Cross-Section Library. Then enter the geometric properties found on Table 5-2.1 (page 50 of Design Guide 15 [2]). The next step is to create a new user-defined material for Fy = 33 ksi steel using the [Import Material from Material Library] button.
- Fill out the filter in the Material Library, then "Create New Material" based on "Steel A36". In the next window, fill in the "Material Description" and revise Fy to 33 ksi.
- Draw the 16-foot-long member. Provide pinned support (Z-rotation fixed) at the bottom of the column. For the support at the top, only translation is fixed in the X and Y directions. Apply axial load = 550 kips (Dead + Live).
- Solve the model using the add-on module RF-STEEL AISC.
As shown above, the required strength exceeds the available strength by 26%, and therefore the column requires reinforcing steel plates (Fy = 36 ksi) welded to the column flanges. Assume that the reinforcing plates are installed over the entire column length.
请注意： The minor discrepancies in compressive strength between the RFEM model and AISC hand-calculation example [2] are due to the difference in cross-sectional areas (a corner radius is not included in the RFEM cross-section).
Creating User-Defined Reinforced W10X66 Column with A36 Steel Plates
The welded reinforcing plates will increase both the area and the moment of inertia of the column. This will result in an increased compressive strength as determined from AISC Specification Section E3 [1].
The design of reinforcement is an iterative process best done using a spreadsheet. This solution will present only the final solution, where two 3/8-inch-thick x 8-inch-wide cover plates are welded to the column flanges as shown below.
5
钢筋截面
- Choose the "Strengthened I-Section" in the Cross-Section Library. Then enter the geometric properties of the W10x66 column and the 3/8 inch x 8 inch reinforcement plates. Pick the same user-defined material "Steel Fy=33" that was previously created (per AISC Design Guide 15 [2], "The existing column has a yield strength of <nobr>Fy = 33 ksi</nobr>, while the reinforcing plates have a yield strength of Fy = 36 ksi. For the calculation of the available compressive strength of the column, conservatively consider a yield strength of 33 ksi for the entire reinforced column cross-section.").
- Repeat the same procedure of drawing the column and applying loads as shown previously. Solve the model using RF-STEEL AISC. As shown below, the reinforced column meets the design code check.
Checking Requirements for Built-up Columns as per AISC Section E6 and Designing Welds
From AISC Specification section E6.1 [1], the connections at the ends of the reinforcing plates are designed for the full compressive load within the plate. Design the end connections for the yield strength of the reinforcing plates.
Use 1/4 inch fillet welds on both sides of the reinforcing plate. The flange thickness is tf = 0.748 inch and the reinforcing plate is 3/8 inch thick, thus the weld size meets the minimum size requirements of AISC Specification Table J2.4 [1]. The required weld length is:
| l焊缝 | 焊缝长度 |
| Pu | （1）个板的压缩荷载= Fy 。 AG |
| [F7]y | 板的屈服强度= 36 ksi |
| [THESIS.TITEL]g | （1）板的总面积= 0.375 in x 8.0 in = 3.0 in 2 |
| ΦRñ | 焊缝每英寸的焊缝强度 |
This weld length meets the prescriptive requirement from AISC section E6.2(b) [1] that the end weld length not be less than the maximum width of the member.
Use 1/4" weld x 10-inch-long longitudinal welds on both sides at the ends of the plates.
From AISC section E6.1(b) [1], a modified slenderness ratio for built-up columns is required when a/ri > 40, where a is the distance between welds. To avoid the need to use a modified slenderness, the maximum distance between intermittent fillet welds should be limited to:
| ri | （1）个板的回转半径 |
| ixi | bt 3/12 = [（8.0in。 （0.375in） 3 ]/12 = 0.0352in 4 （一个板） |
| Ai | （1）板的面积= tw =（0.375in）（8in）= 3.0in 2 |
| amax | 间断角焊缝之间的最大距离 |
Use intermittent connecting welds 1.5 inch long at 4 inches on center (section J2.2b for minimum weld length). A 1.5-inch-long weld meets the 4*weld size and 1.5 inch minimum.
From AISC section E6.2(a) [1], the individual components of compression members must be connected at intervals, a, such that the slenderness ratio, a/ri, does not exceed 3/4 times the governing slenderness ratio of the built-up member.
| [LinkToImage02] | 焊缝距离 |
| ri | （1）个板的回转半径 |
| Lc | 柱子的无支撑长度 = 16 米 = 192 英寸 |
| ro |
钢筋截面的最小回转半径（在RFEM中为r z）
|
From AISC section E6.2(b) [1], the maximum spacing of intermittent welds shall not exceed the plate thickness times <nobr>0.75 √(E/Fy)</nobr>, nor 12 inches.
The final design of the reinforced column is shown below.
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组合柱焊缝设计
As shown from the above example, RFEM "Parametric-Thin-Walled" cross-section can be utilized to calculate the geometric properties of commonly used built-up members. The add-on module RF-STEEL AISC calculates the member's design strengths and performs code check.
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