HSS Hollow. Structural Sections LRFD COLUMN LOAD TABLES HSS: TECHNICAL BROCHURE
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1 HSS Hollow Structural Sections LRFD COLUMN LOAD TABLES HSS: TECHNICAL BROCHURE Steel Tube Institute Waukegan Road, Suite Glenview, IL TEL:.1.1 FA:..1
2 HSS Manufacturing Methods The transformation of steel strip into hollow structural sections (HSS) is the result of a series of operations including forming, welding and sizing. Currently three methods are being used in North America for the manufacture of HSS. These methods are described below. Each method meets ASTM A- and CSA G-. requirements for the the manufacture of HSS, and the sizes listed in this brochure may be produced to either standard. Electric Resistance Welding (ERW) Process In the tube mill, flat steel strip (1) is formed continuously around its longitudinal axis to produce a round tube. This is done by moving the strip through a progressive set of rolls (-). The strip edges () are heated by either high frequency induction or contact welding and then forged together by weld rolls to create a continuous longitudinal weld without the addition of filler metal. The weld seam () is then cooled and processed through a set of sizing shaping rolls which cold-form it into a round (), square () or rectangular () section. Form-Square Weld-Square (ERW) Process In the tube mill, flat steel strip (1) is formed continuously around its longitudinal axis to produce a round tube. This is done by moving the strip through a progressive set of rolls (-). The strip edges () are heated by either high frequency induction or contact welding and then forged together by weld rolls to create a continuous longitudinal weld without the addition of filler metal. The weld seam () is then cooled and processed through a set of sizing shaping rolls which cold-form it into a round (), square () or rectangular () section. Submerged Arc Weld (SAW) Process In the tube mill, flat steel strip (1) is formed continuously around its longitudinal axis to produce a round tube. This is done by moving the strip through a progressive set of rolls (-). The strip edges () are heated by either high frequency induction or contact welding and then forged together by weld rolls to create a continuous longitudinal weld without the addition of filler metal. The weld seam () is then cooled and processed through a set of sizing shaping rolls which cold-form it into a round (), square () or rectangular () section.
3 TITLE IF NECESSAR Foreword Note: The information presented in this publication has been prepared in accordance with recognized engineering principles and is for general information only. While it is believed to be accurate, this information should not be used or relied upon for any specific application without competent professional examination and verification of its accuracy, suitability, and applicability by a licensed professional engineer, designer, or architect. The publication of the material contained herein is not intended as a representation or warranty on the part of The Steel Tube Institute of North America or of any other person named herein, that this information is suitable for any general or particular use or of freedom from infringement of any patent or patents. Anyone making use of this information assumes all liability arising from such use. Caution must be exercised when relying upon other specifications and codes developed by other bodies and incorporated by reference herein since such material may be modified or amended from time to time subsequent to the printing of this edition. The Institute bears no responsibility for such material other than to refer to it and incorporate it by reference at the time of the initial publication of this edition. Load and Resistance Factor Design (LRFD) column load tables are presented for square, rectangular and round hollow structural sections (HSS) manufactured by the electric resistance welding (ERW) method and for square, and rectangular HSS manufactured by the submerged arc welding (SAW) method. Tables of design stresses for compression members for six minimum specified yield stress steels from Fy = ksi to Fy = ksi are also included. The tabulated design strength loads and the compression member design stresses have been calculated in accordance with the AISC Specification for Structural Steel Buildings.. Revised section property data for HSS is published in Hollow Structural Sections - Dimensions and Section Properties available from the Steel Tube Institute of North America. Tables for square and rectangular HSS are presented for Fy = ksi and for Fy = ksi. Separate tables are used for HSS sizes produced by the ERW and SAW manufacturing methods. Tables for round HSS are presented for Fy = ksi, Fy = ksi and for Fy = ksi. The round HSS are produced by the ERW manufacturing method. The design strength loads have been calculated for effective lengths, KL, with respect to the least radius of gyration, r or ry, varying from to feet. A HSS defined as a slender element cross section, in accordance with Table B.1 of the AISC Specification for Structural Steel Buildings., is identified in the tables with an asterisk (*) immediately following the design wall thickness parameter in the heading. The tabulated values of compression member design stresses are calculated in accordance with the requirements of AISC Chapter E of the AISC Specification Note that these design stresses do not apply to a HSS defined as a slender element cross section. Refer to part, Design of Compression Members, of the AISC 1th Edition Steel Construction Manual for a discussion of the design strength of columns. The symbols in these tables follow those used in the AISC Manual.
4 Table of Contents How to Use the Column Load Tables Column Load Tables Square HSS (ERW) Fy = ksi Square HSS (ERW) Fy = ksi Round HSS (ERW) Fy = ksi Round HSS (ERW) Fy = ksi Round HSS (ERW) Fy = ksi Rectangular HSS (ERW) Fy = ksi Rectangular HSS (ERW) Fy = ksi Square HSS (SAW) Fy = ksi 1 Square HSS (SAW) Fy = ksi Rectangular HSS (SAW) Fy = ksi Rectangular HSS (SAW) Fy = ksi Design Stress Tables 1 Fy = ksi Fy = ksi Fy = ksi Fy = ksi Fy = ksi Fy = ksi
5 HOW TO USE COLUMN TABLE LOADS Example 1: Example : Design the lightest -inch square ERW HSS column of Fy = ksi (ASTM A Gr. B) to support a factored concentric load of kips. The largest effective length, KL, is 1 feet. Enter the Fy = ksi table for the -inch square ERW HSS. Read across the row at KL = 1 ft. and note the following: x x / is good for kips > kips - O.K. x 1/ is good for kips > kips - O.K. x / is good for 1 kips > kips - O.K. x /1 is good for 1 kips > kips - O.K. x 1/ is good for kips < kips - not good Select: x x /1 HSS (Weight =. lbs./ft.) Design the lightest -inch by -inch rectangular ERW HSS column of Fy = ksi (ASTM A Gr. C) to support a factored concentric load of kips. The effective length, KL, with respect to the minor axis is 1 feet. The effective length, KL, with respect to the major axis is feet. Enter the Fy = ksi table for the -inch x -inch rectangular EWR HSS. Read across the row at KL = 1 ft. and note the following: x x / is good for kips > kips - O.K. x 1/ is good for kips > kips - O.K. x / is good for 1 kips < kips - not good Tentatively select: x x 1/ rx /ry = 1. Equivalent effective length for the major axis: Example : Design the lightest square ERW HSS column of Fy = ksi (ASTM A Gr. B) to support a factored concentric load of 1 kips. The largest effective length, KL, is feet. Enter the Fy = ksi tables for square ERW HSS. / 1. = 1. Enter the same table, read across the row at KL = 1. and note the following: x x / is good for kips (interpolated) > kips rx /ry = 1. - O.K. x x 1/ is good for kips (interpolated) < kips - not good Select: x x / HSS (Weight =. lbs./ft.) Read across the rows at KL = ft. and note the following: x x /1 (1.1 lbs./ft.) is good for kips > 1 kips - O.K. 1/ x 1/ x 1/ (1. lbs./ft.) is good for 1 kips = 1 kips - O.K. x x 1/ (1. lbs./ft.) is good for kips > 1 kips - O.K. x x /1 (1.1 lbs./ft.) is good for kips > 1 kips - O.K. x x /1 (1. lbs./ft.) is good for 1 kips > 1 kips - O.K. Select: x x /1 HSS (Weight = 1.1 lbs./ft.) 1
6 HSS/SQUARE (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi 1x1 x 1/ / /1.....*.* / 1/ / / *. * / 1/ / /1 1/ *.* Effective Length KL (ft) Area, In. 1, In. r, I n exceeds. Table B.1 of the AISC Specification for Structural Steel Buildings.
7 HSS/SQUARE (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi x x / 1/ / /1 1/ / *.1* 1/ / /1 1/ / *.1* Effective Length KL (ft) Area, In. 1, In. r, I n exceeds. Table B.1 of the AISC Specification for Structural Steel Buildings.
8 HSS/SQUARE (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi x x / 1/ / /1 1/ / * / 1/ / /1 1/ / * Effective Length KL (ft) Area, In. 1, In. r, I n exceeds. Table B.1 of the AISC Specification for Structural Steel Buildings.
9 HSS/SQUARE (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi Area, In. 1, In. r, I n. Effective Length KL (ft) x / 1/ / /1 1/ /1 1/ * exceeds. Table B.1 of the AISC Specification for Structural Steel Buildings.
10 HSS/SQUARE (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi 1x1 x 1/ / /1.....*. * / 1/ / / *. * / 1/ / /1 1/ *.* Effective Length KL (ft) Area, In. 1, In. r, I n exceeds. Table B.1 of the AISC Specification for Structural Steel Buildings.
11 HSS/SQUARE (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi x x / 1/ / /1 1/ / *.1* 1/ / /1 1/ / *.1* Effective Length KL (ft) Area, In. 1, In. r, I n exceeds. Table B.1 of the AISC Specification for Structural Steel Buildings.
12 HSS/SQUARE (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi x x / 1/ / /1 1/ / * / 1/ / /1 1/ / * Effective Length KL (ft) Area, In. 1, In. r, I n exceeds. Table B.1 of the AISC Specification for Structural Steel Buildings.
13 HSS/SQUARE (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi Area, In. 1, In. r, I n. Effective Length KL (ft) x / 1/ / /1 1/ /1 1/ * exceeds. Table B.1 of the AISC Specification for Structural Steel Buildings.
14 HSS/SQUARE (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi 1/ x 1/ x / /1 1/ /1 1/ * 1/ / /1 1/ /1 1/ * Effective Length KL (ft) Area, In. 1, In. r, I n exceeds. Table B.1 of the AISC Specification for Structural Steel Buildings. 1
15 HSS/SQUARE (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi 1/x 1/ x 1/ / /1 1/ /1 1/ / / /1 1/ /1 1/ Effective Length KL (ft) Area, In. 1, In. r, I n exceeds. Table B.1 of the AISC Specification for Structural Steel Buildings. 1
16 HSS/SQUARE (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi -1/ x -1/ x / /1 1/ /1 1/ / /1 1/ /1 1/ Effective Length KL (ft) Area, In. 1, In. r, I n exceeds. Table B.1 of the AISC Specification for Structural Steel Buildings. 1
17 HSS/SQUARE (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi -1/ x -1/ -1/ x -1/ x /1 1/ /1 1/ / /1 1/ / /1 1/ Effective Length KL (ft) Area, In. 1, In. r, I n exceeds. Table B.1 of the AISC Specification for Structural Steel Buildings. 1
18 HSS/SQUARE (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi 1/ x 1/ x / /1 1/ /1 1/ * 1/ / /1 1/ /1 1/ * Effective Length KL (ft) Area, In. 1, In. r, I n exceeds. Table B.1 of the AISC Specification for Structural Steel Buildings.
19 HSS/SQUARE (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi 1/x 1/ x 1/ / /1 1/ /1 1/ / / /1 1/ /1 1/ Effective Length KL (ft) Area, In. 1, In. r, I n exceeds. Table B.1 of the AISC Specification for Structural Steel Buildings. 1
20 HSS/SQUARE (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi -1/ x -1/ x / /1 1/ /1 1/ / /1 1/ /1 1/ Effective Length KL (ft) Area, In. 1, In. r, I n exceeds. Table B.1 of the AISC Specification for Structural Steel Buildings.
21 HSS/SQUARE (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi -1/ x -1/ -1/ x -1/ x /1 1/ /1 1/ / /1 1/ / /1 1/ Effective Length KL (ft) Area, In. 1, In. r, I n exceeds. Table B.1 of the AISC Specification for Structural Steel Buildings.
22 HSS/ROUND (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi Diameter Area, In. 1, In. r, I n
23 HSS/ROUND (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi Diameter Area, In. 1, In. r, I n
24 HSS/ROUND (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi Diameter Area, In. 1, In. r, I n
25 HSS/ROUND (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi Diameter Area, In. 1, In. r, I n
26 HSS/ROUND (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi Diameter Area, In. 1, In. r, I n
27 HSS/ROUND (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi Diameter Area, In. 1, In. r, I n
28 HSS/ROUND (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi Diameter Area, In. 1, In. r, I n
29 HSS/ROUND (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi Diameter Area, In. 1, In. r, I n
30 HSS/ROUND (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi Diameter Area, In. 1, In. r, I n
31 HSS/ROUND (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi Diameter Area, In. 1, In. r, I n
32 HSS/ROUND (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi Diameter Area, In. 1, In. r, I n
33 HSS/ROUND (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi Diameter Area, In. 1, In. r, I n
34 HSS/ROUND (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi Diameter Area, In. 1, In. r, I n
35 HSS/ROUND (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi Diameter Area, In. 1, In. r, I n
36 HSS/ROUND (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi Diameter Area, In. 1, In. r, I n
37 HSS/ROUND (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi Diameter Area, In. 1, In. r, I n
38 HSS/ROUND (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi Diameter Area, In. 1, In. r, I n
39 HSS/ROUND (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi Diameter Area, In. 1, In. r, I n
40 HSS/ROUND (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi Diameter Area, In. 1, In. r, I n
41 HSS/ROUND (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi Diameter Area, In. 1, In. r, I n
42 HSS/ROUND (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi Diameter Area, In. 1, In. r, I n
43 HSS/ROUND (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi Diameter Area, In. 1, In. r, I n
44 HSS/ROUND (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi Diameter Area, In. 1, In. r, I n
45 HSS/ROUND (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi Diameter Area, In. 1, In. r, I n
46 HSS/ROUND (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi Diameter Area, In. 1, In. r, I n
47 HSS/ROUND (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi Diameter Area, In. 1, In. r, I n
48 HSS/ROUND (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi Diameter Area, In. 1, In. r, I n
49 HSS/ROUND (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi Diameter Area, In. 1, In. r, I n
50 HSS/ROUND (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi Diameter Area, In. 1, In. r, I n
51 HSS/ROUND (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi Diameter Area, In. 1, In. r, I n
52 HSS/ROUND (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi Diameter Area, In. 1, In. r, I n
53 HSS/ROUND (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi Diameter Area, In. 1, In. r, I n
54 HSS/ROUND (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi Diameter Area, In. 1, In. r, I n
55 HSS/ROUND (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi Diameter Area, In. 1, In. r, I n
56 HSS/ROUND (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fy=ksi Diameter Area, In. 1, In. r, I n
57 HSS/ROUND (ERW) FOR LRFD COLUMNS Fy = ksi Design Axial Strength in kips (ф =.) Fyksi Diameter Area, In. 1, In. r, I n
58 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi x x x / 1/ / /1...1.*.*. * / 1/ / / *.*.* 1/ / /1....*.*.* Area, In lx (in) ly (in) rx/ry ry (in) exceeds. Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of.
59 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi x 1x / 1/ / /1 1/ *.*.*.* / 1/ / / *.* Area, In lx (in) ly (in) rx/ry ry (in) exceeds. Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of.
60 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi 1x 1x 1x / 1/ / / *.* 1/ / /1.....*.* / 1/ / /1 1/ *.*.* Area, In lx (in) ly (in) rx/ry ry (in) exceeds. Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of.
61 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi Area, In lx (in) ly (in) rx/ry ry (in) x / 1/ / /1 1/ / *.*.*.1* exceeds. Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of. 1
62 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi Area, In lx (in) ly (in) rx/ry ry (in) x / 1/ / /1 1/ / *.*.*.1* exceeds. Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of.
63 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi x x 1/ / /1 1/.....*.* / 1/ / /1 1/ / *.*.1* Area, In lx (in) ly (in) rx/ry ry (in) exceeds. Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of.
64 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi x x / 1/ / /1 1/ / *.*.1* / 1/ / /1 1/ / *.*.1* Area, In lx (in) ly (in) rx/ry ry (in) exceeds. Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of.
65 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi x 1/ x x / /1.1...* /1 1/ /1....*.*.1* 1/ /1. 1..*.1* Area, In lx (in) ly (in) rx/ry ry (in) exceeds. Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of.
66 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi x x / 1/ / /1 1/ / *.1* / 1/ / /1 1/ / *.1* Area, In lx (in) ly (in) rx/ry ry (in) exceeds. Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of.
67 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi x x x 1/ / /1 1/ / *.1* / 1/ / /1 1/ / *.1* / Area, In lx (in) ly (in) rx/ry ry (in) exceeds. Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of.
68 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi x x / /1 1/ /1 1/ *.1*.* / /1 1/ / *.1* Area, In lx (in) ly (in) rx/ry ry (in) exceeds. Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of.
69 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi x x / 1/ / /1 1/ / *.1* / 1/ / /1 1/ / *.1* Area, In lx (in) ly (in) rx/ry ry (in) exceeds Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of.
70 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi x x 1/ / /1 1/ / *.1* / 1/ / /1 1/ / * Area, In lx (in) ly (in) rx/ry ry (in) exceeds Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of.
71 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi Area, In lx (in) ly (in) rx/ry ry (in) x / 1/ / /1 1/ /1 1/ *.* exceeds Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of. 1
72 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi Area, In lx (in) ly (in) rx/ry ry (in) x 1/ / /1 1/ /1 1/ *.* exceeds Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of.
73 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi x x / /1 1/ /1 1/ *.* / 1/ / /1 1/ /1 1/ *.* Area, In lx (in) ly (in) rx/ry ry (in) exceeds Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of.
74 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi x x 1/ / /1 1/ /1 1/ *.* 1/ / /1 1/ /1 1/ *.* Area, In lx (in) ly (in) rx/ry ry (in) exceeds Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of.
75 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi x x / /1 1/ / / / /1 1/ /1 1/ * Area, In lx (in) ly (in) rx/ry ry (in) exceeds Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of.
76 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi x x 1/ / /1 1/ /1 1/ * / /1 1/ /1 1/ * Area, In lx (in) ly (in) rx/ry ry (in) exceeds Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of.
77 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi x x 1/ / /1 1/ / / / /1 1/ /1 1/ * Area, In lx (in) ly (in) rx/ry ry (in) exceeds Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of.
78 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi x 1/ x 1/ /1 1/ * / /1 1/ /1 1/ * Area, In lx (in) ly (in) rx/ry ry (in) exceeds Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of.
79 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi x x 1/ / /1 1/ /1 1/ /1 1/ / Area, In lx (in) ly (in) rx/ry ry (in) exceeds Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of.
80 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi x 1/ x 1/ / /1 1/ /1 1/ / /1 1/ /1 1/ Area, In lx (in) ly (in) rx/ry ry (in) exceeds Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of.
81 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi x 1/ x x1 1/ /1 1/ /1 1/ /1 1/ /1 1/ / /1 1/ Area, In lx (in) ly (in) rx/ry ry (in) exceeds Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of. 1
82 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi x1 1/x1 1/ x1 1/ x1 /1 1/ / /1 1/ /1 1/...1. /1 1/ Area, In lx (in) ly (in) rx/ry ry (in) exceeds Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of.
83 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi x x x / 1/ / /1...1.*.*. * / 1/ / / *.*.* 1/ / /1....*.*.* Area, In lx (in) ly (in) rx/ry ry (in) exceeds. Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of.
84 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi x 1x / 1/ / /1 1/ *.*.*.* / 1/ / / *.* Area, In lx (in) ly (in) rx/ry ry (in) exceeds. Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of.
85 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi 1x 1x 1x / 1/ / / *.* 1/ / /1.....*.* / 1/ / /1 1/ *.*.* Area, In lx (in) ly (in) rx/ry ry (in) exceeds. Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of.
86 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi 1x 1x / 1/ / /1 1/ / *.*.*.1* / 1/ / /1 1/ / *.*.*.1* Area, In lx (in) ly (in) rx/ry ry (in) exceeds. Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of.
87 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi x x 1/ / /1 1/.....*.* / 1/ / /1 1/ / *.*.1* Area, In lx (in) ly (in) rx/ry ry (in) exceeds. Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of.
88 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi x x / 1/ / /1 1/ / *.*.1* / 1/ / /1 1/ / *.*.1* Area, In lx (in) ly (in) rx/ry ry (in) exceeds. Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of.
89 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi x 1/ x x / /1.1...* /1 1/ /1....*.*.1* 1/ /1. 1..*.1* Area, In lx (in) ly (in) rx/ry ry (in) exceeds. Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of.
90 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi x x / 1/ / /1 1/ / *.1* / 1/ / /1 1/ / *.1* Area, In lx (in) ly (in) rx/ry ry (in) exceeds. Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of.
91 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi x x x 1/ / /1 1/ / *.1* / 1/ / /1 1/ / *.1* / Area, In lx (in) ly (in) rx/ry ry (in) exceeds. Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of. 1
92 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = - ksi Design Axial Strength in kips (ф =.) Fyksi x x / /1 1/ /1 1/ *.1*.* / /1 1/ / *.1* Area, In lx (in) ly (in) rx/ry ry (in) exceeds. Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of.
93 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi x x / 1/ / /1 1/ / *.1* / 1/ / /1 1/ / *.1* Area, In lx (in) ly (in) rx/ry ry (in) exceeds Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of.
94 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi x x 1/ / /1 1/ / *.1* / 1/ / /1 1/ / * Area, In lx (in) ly (in) rx/ry ry (in) exceeds Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of.
95 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi Area, In lx (in) ly (in) rx/ry ry (in) x / 1/ / /1 1/ /1 1/ *.* exceeds Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of.
96 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi x x 1/ / /1 1/ /1 1/ *.* / /1 1/ /1 1/ *.* Area, In lx (in) ly (in) rx/ry ry (in) exceeds Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of.
97 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi Area, In lx (in) ly (in) rx/ry ry (in) x / 1/ / /1 1/ /1 1/ *.* exceeds Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of.
98 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi x x 1/ / /1 1/ /1 1/ 1/ / /1 1/ /1 1/ *.*.....1*.* Area, In lx (in) ly (in) rx/ry ry (in) exceeds Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of.
99 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi x x / /1 1/ / / / /1 1/ /1 1/ * Area, In lx (in) ly (in) rx/ry ry (in) exceeds Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of.
100 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi x x 1/ / /1 1/ /1 1/ / /1 1/ /1 1/ *....1.* Area, In lx (in) ly (in) rx/ry ry (in) exceeds Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of.
101 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi x x 1/ / /1 1/ / / / /1 1/ /1 1/ * Area, In lx (in) ly (in) rx/ry ry (in) exceeds Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of. 1
102 HSS/RECTANGLE (ERW) FOR LRFD COLUMNS RECT Fy = ksi - Design Axial Strength in kips (ф =.) Fyksi x 1/ x 1/ /1 1/ * / /1 1/ /1 1/ * Area, In lx (in) ly (in) rx/ry ry (in) exceeds Table B.1 of the AISC Specification for Structural Steel Buildings. Double horizontal line indicates Kl/r limit of.
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