{"id":411641,"date":"2024-10-20T05:46:06","date_gmt":"2024-10-20T05:46:06","guid":{"rendered":"https:\/\/pdfstandards.shop\/product\/uncategorized\/aisi-s100-2016-ra-2020-ws2\/"},"modified":"2024-10-26T10:40:28","modified_gmt":"2024-10-26T10:40:28","slug":"aisi-s100-2016-ra-2020-ws2","status":"publish","type":"product","link":"https:\/\/pdfstandards.shop\/product\/publishers\/aisi\/aisi-s100-2016-ra-2020-ws2\/","title":{"rendered":"AISI S100 2016 RA 2020 wS2"},"content":{"rendered":"

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PDF Pages<\/th>\nPDF Title<\/th>\n<\/tr>\n
3<\/td>\nDISCLAIMER <\/td>\n<\/tr>\n
4<\/td>\nDEDICATION <\/td>\n<\/tr>\n
6<\/td>\nPREFACE <\/td>\n<\/tr>\n
56<\/td>\nA. GENERAL PROVISIONS
A1 Scope, Applicability, and Definitions
A1.1 Scope
A1.2 Applicability <\/td>\n<\/tr>\n
57<\/td>\nA1.3 Definitions <\/td>\n<\/tr>\n
63<\/td>\nA1.4 Units of Symbols and Terms <\/td>\n<\/tr>\n
64<\/td>\nA2 Referenced Specifications, Codes, and Standards <\/td>\n<\/tr>\n
67<\/td>\nA2.1 Referenced Specifications, Codes, and Standards for United States and Mexico
A2.2 Referenced Specifications, Codes, and Standards for Canada <\/td>\n<\/tr>\n
68<\/td>\nA3 Material
A3.1 Applicable Steels
A3.1.1 Steels With a Specified Minimum Elongation of Ten Percent or Greater (Elongation ( 10%) <\/td>\n<\/tr>\n
70<\/td>\nA3.1.2 Steels With a Specified Minimum Elongation From Three Percent to Less Than Ten Percent (3% ( Elongation ( 10%)
A3.1.3 Steels With a Specified Minimum Elongation of Less Than Three Percent (Elongation ( 3%) <\/td>\n<\/tr>\n
72<\/td>\nA3.2 Other Steels
A3.2.1 Ductility Requirements of Other Steels <\/td>\n<\/tr>\n
73<\/td>\nA3.2.1.1 Restrictions for Curtain Wall Studs
A3.3 Yield Stress and Strength Increase From Cold Work of Forming
A3.3.1 Yield Stress
A3.3.2 Strength Increase From Cold Work of Forming <\/td>\n<\/tr>\n
75<\/td>\nB. DESIGN REQUIREMENTS
B1 General Provisions
B2 Loads and Load Combinations
B3 Design Basis
B3.1 Required Strength [Effect Due to Factored Loads] <\/td>\n<\/tr>\n
76<\/td>\nB3.2 Design for Strength
B3.2.1 Allowable Strength Design (ASD) Requirements
B3.2.2 Load and Resistance Factor Design (LRFD) Requirements
B3.2.3 Limit States Design (LSD) Requirements <\/td>\n<\/tr>\n
77<\/td>\nB3.3 Design for Structural Members
B3.4 Design for Connections
B3.4.1 Design for Anchorage to Concrete
B3.5 Design for Stability
B3.6 Design of Structural Assemblies and Systems
B3.7 Design for Serviceability <\/td>\n<\/tr>\n
78<\/td>\nB3.8 Design for Ponding
B3.9 Design for Fatigue
B3.10 Design for Corrosion Effects
B4 Dimensional Limits and Considerations
B4.1 Limitations for Use of the Effective Width Method or the Direct Strength Method <\/td>\n<\/tr>\n
80<\/td>\nB4.2 Members Falling Outside the Applicability Limits
B4.3 Shear Lag Effects\u2014Short Spans Supporting Concentrated Loads <\/td>\n<\/tr>\n
81<\/td>\nB5 Member Properties
B6 Fabrication and Erection
B7 Quality Control and Quality Assurance
B7.1 Delivered Minimum Thickness
B8 Evaluation of Existing Structures <\/td>\n<\/tr>\n
82<\/td>\nC. DESIGN FOR STABILITY
C1 Design for System Stability
C1.1 Direct Analysis Method Using Rigorous Second-Order Elastic Analysis
C1.1.1 Determination of Required Strengths
C1.1.1.1 Analysis <\/td>\n<\/tr>\n
83<\/td>\nC1.1.1.2 Consideration of Initial Imperfections <\/td>\n<\/tr>\n
84<\/td>\nC1.1.1.3 Modification of Section Stiffness
C1.1.2 Determination of Available Strengths [Factored Resistances] <\/td>\n<\/tr>\n
85<\/td>\nC1.2 Direct Analysis Method Using Amplified First-Order Elastic Analysis
C1.2.1 Determination of Required Strengths [Effects due to Factored Loads]
C1.2.1.1 Analysis <\/td>\n<\/tr>\n
87<\/td>\nC1.2.1.2 Consideration of Initial Imperfections
C1.2.1.3 Modification of Section Stiffness
C1.2.2 Determination of Available Strengths [Factored Resistances]
C1.3 Effective Length Method <\/td>\n<\/tr>\n
88<\/td>\nC1.3.1 Determination of Required Strengths [Effects of Factored Loads]
C1.3.1.1 Analysis
C1.3.1.2 Consideration of Initial Imperfections
C1.3.2 Determination of Available Strengths [Factored Resistances] <\/td>\n<\/tr>\n
89<\/td>\nC2 Member Bracing
C2.1 Symmetrical Beams and Columns
C2.2 C-Section and Z-Section Beams
C2.2.1 Neither Flange Connected to Sheathing That Contributes to the Strength and Stability of the C- or Z-Section <\/td>\n<\/tr>\n
91<\/td>\nC2.2.2 Flange Connected to Sheathing That Contributes to the Strength and Stability of the C- or Z-Section
C2.3 Bracing of Axially Loaded Compression Members <\/td>\n<\/tr>\n
93<\/td>\nD. MEMBERS IN TENSION
D1 General Requirements
D2 Yielding of Gross Section
D3 Rupture of Net Section <\/td>\n<\/tr>\n
94<\/td>\nE. MEMBERS IN COMPRESSION
E1 General Requirements
E2 Yielding and Global (Flexural, Flexural-Torsional, and Torsional) Buckling <\/td>\n<\/tr>\n
95<\/td>\nE2.1 Sections Not Subject to Torsional or Flexural-Torsional Buckling
E2.1.1 Closed-Box Sections
E2.2 Doubly- or Singly-Symmetric Sections Subject to Torsional or Flexural-Torsional Buckling <\/td>\n<\/tr>\n
96<\/td>\nE2.3 Point-Symmetric Sections
E2.4 Non-Symmetric Sections <\/td>\n<\/tr>\n
97<\/td>\nE2.5 Sections With Holes
E3 Local Buckling Interacting With Yielding and Global Buckling
E3.1 Effective Width Method
E3.1.1 Members Without Holes <\/td>\n<\/tr>\n
98<\/td>\nE3.1.1.1 Closed Cylindrical Tubular Sections
E3.1.2 Members With Circular Holes
E3.2 Direct Strength Method
E3.2.1 Members Without Holes <\/td>\n<\/tr>\n
99<\/td>\nE3.2.2 Members With Holes
E4 Distortional Buckling
E4.1 Members Without Holes <\/td>\n<\/tr>\n
100<\/td>\nE4.2 Members With Holes <\/td>\n<\/tr>\n
101<\/td>\nF. MEMBERS IN FLEXURE
F1 General Requirements
F2 Yielding and Global (Lateral-Torsional) Buckling
F2.1 Initiation of Yielding Strength <\/td>\n<\/tr>\n
102<\/td>\nF2.1.1 Singly- or Doubly- Symmetric Sections Bending About Symmetric Axis <\/td>\n<\/tr>\n
103<\/td>\nF2.1.2 Singly-Symmetric Sections Bending About Centroidal Axis Perpendicular to Axis of Symmetry <\/td>\n<\/tr>\n
104<\/td>\nF2.1.3 Point-Symmetric Sections
F2.1.4 Closed-Box Sections <\/td>\n<\/tr>\n
105<\/td>\nF2.1.5 Other Cross-Sections
F2.2 Beams With Holes
F2.3 Initiation of Yielding Strength for Closed Cylindrical Tubular Sections <\/td>\n<\/tr>\n
106<\/td>\nF2.4 Inelastic Reserve Strength
F2.4.1 Element-Based Method <\/td>\n<\/tr>\n
107<\/td>\nF2.4.2 Direct Strength Method <\/td>\n<\/tr>\n
108<\/td>\nF3 Local Buckling Interacting With Yielding and Global Buckling
F3.1 Effective Width Method
F3.1.1 Members Without Holes <\/td>\n<\/tr>\n
109<\/td>\nF3.1.2 Members With Holes
F3.1.3 Members Considering Inelastic Reserve Strength
F3.2 Direct Strength Method
F3.2.1 Members Without Holes
F3.2.2 Members With Holes <\/td>\n<\/tr>\n
110<\/td>\nF3.2.3 Members Considering Local Inelastic Reserve Strength
F4 Distortional Buckling <\/td>\n<\/tr>\n
111<\/td>\nF4.1 Members Without Holes
F4.2 Members With Holes <\/td>\n<\/tr>\n
112<\/td>\nF4.3 Members Considering Distortional Inelastic Reserve Strength
F5 Stiffeners
F5.1 Bearing Stiffeners <\/td>\n<\/tr>\n
113<\/td>\nF5.2 Bearing Stiffeners in C-Section Flexural Members <\/td>\n<\/tr>\n
114<\/td>\nF5.3 Nonconforming Stiffeners <\/td>\n<\/tr>\n
115<\/td>\nG. MEMBERS IN SHEAR AND WEB CRIPPLING
G1 General Requirements
G2 Shear Strength of Webs Without Holes
G2.1 Flexural Members Without Transverse Web Stiffeners <\/td>\n<\/tr>\n
116<\/td>\nG2.2 Flexural Members With Transverse Web Stiffeners
G2.3 Web Elastic Critical Shear Buckling Force, Vcr <\/td>\n<\/tr>\n
117<\/td>\nG3 Shear Strength of C-Section Webs With Holes <\/td>\n<\/tr>\n
118<\/td>\nG4 Transverse Web Stiffeners
G4.1 Conforming Transverse Web Stiffeners <\/td>\n<\/tr>\n
119<\/td>\nG4.2 Nonconforming Transverse Web Stiffeners
G5 Web Crippling Strength of Webs Without Holes <\/td>\n<\/tr>\n
124<\/td>\nG6 Web Crippling Strength of C-Section Webs With Holes <\/td>\n<\/tr>\n
125<\/td>\nH. MEMBERS UNDER COMBINED FORCES
H1 Combined Axial Load and Bending
H1.1 Combined Tensile Axial Load and Bending <\/td>\n<\/tr>\n
126<\/td>\nH1.2 Combined Compressive Axial Load and Bending
H2 Combined Bending and Shear <\/td>\n<\/tr>\n
127<\/td>\nH3 Combined Bending and Web Crippling <\/td>\n<\/tr>\n
129<\/td>\nH4 Combined Bending and Torsional Loading <\/td>\n<\/tr>\n
131<\/td>\nI. ASSEMBLIES AND SYSTEMS
I1 Built-Up Sections
I1.1 Flexural Members Composed of Two Back-to-Back C-Sections <\/td>\n<\/tr>\n
132<\/td>\nI1.2 Compression Members Composed of Two Sections in Contact
I1.3 Spacing of Connections in Cover-Plated Sections <\/td>\n<\/tr>\n
133<\/td>\nI2 Floor, Roof, or Wall Steel Diaphragm Construction
I3 Mixed Systems
I4 Cold-Formed Steel Light-Frame Construction
I4.1 All-Steel Design of Wall Stud Assemblies <\/td>\n<\/tr>\n
134<\/td>\nI5 Special Bolted Moment Frame Systems
I6 Metal Roof and Wall Systems
I6.1 Member Strength: General Cross-Sections and System Connectivity
I6.1.1 Compression Member Design
I6.1.1.1 Flexural, Torsional, or Flexural-Torsional Buckling
I6.1.1.2 Local Buckling <\/td>\n<\/tr>\n
135<\/td>\nI6.1.1.3 Distortional Buckling
I6.1.2 Flexural Member Design
I6.1.2.1 Lateral-Torsional Buckling
I6.1.2.2 Local Buckling
I6.1.2.3 Distortional Buckling
I6.1.3 Member Design for Combined Flexure and Torsion <\/td>\n<\/tr>\n
136<\/td>\nI6.2 Member Strength: Specific Cross-Sections and System Connectivity
I6.2.1 Flexural Members Having One Flange Through-Fastened to Deck or Sheathing <\/td>\n<\/tr>\n
137<\/td>\nI6.2.2 Flexural Members Having One Flange Fastened to a Standing Seam Roof System
I6.2.3 Compression Members Having One Flange Through-Fastened to Deck or Sheathing <\/td>\n<\/tr>\n
139<\/td>\nI6.2.4 Z-Section Compression Members Having One Flange Fastened to a Standing Seam Roof
I6.3 Standing Seam Roof Panel Systems
I6.3.1 Strength of Standing Seam Roof Panel Systems <\/td>\n<\/tr>\n
140<\/td>\nI6.4 Roof System Bracing and Anchorage
I6.4.1 Anchorage of Bracing for Purlin Roof Systems Under Gravity Load With Top Flange Connected to Metal Sheathing <\/td>\n<\/tr>\n
144<\/td>\nI6.4.2 Alternate Lateral and Stability Bracing for Purlin Roof Systems <\/td>\n<\/tr>\n
145<\/td>\nI7 Rack Systems <\/td>\n<\/tr>\n
146<\/td>\nJ. CONNECTIONS AND JOINTS
J1 General Provisions
J2 Welded Connections
J2.1 Groove Welds in Butt Joints <\/td>\n<\/tr>\n
147<\/td>\nJ2.2 Arc Spot Welds <\/td>\n<\/tr>\n
148<\/td>\nJ2.2.1 Minimum Edge and End Distance <\/td>\n<\/tr>\n
149<\/td>\nJ2.2.2 Shear
J2.2.2.1 Shear Strength for Sheet(s) Welded to a Thicker Supporting Member <\/td>\n<\/tr>\n
150<\/td>\nJ2.2.2.2 Shear Strength for Sheet-to-Sheet Connections <\/td>\n<\/tr>\n
151<\/td>\nJ2.2.3 Tension <\/td>\n<\/tr>\n
152<\/td>\nJ2.2.4 Combined Shear and Tension on an Arc Spot Weld <\/td>\n<\/tr>\n
153<\/td>\nJ2.3 Arc Seam Welds
J2.3.1 Minimum Edge and End Distance <\/td>\n<\/tr>\n
154<\/td>\nJ2.3.2 Shear
J2.3.2.1 Shear Strength for Sheet(s) Welded to a Thicker Supporting Member
J2.3.2.2 Shear Strength for Sheet-to-Sheet Connections <\/td>\n<\/tr>\n
155<\/td>\nJ2.4 Top Arc Seam Sidelap Welds
J2.4.1 Shear Strength of Top Arc Seam Sidelap Welds <\/td>\n<\/tr>\n
157<\/td>\nJ2.5 Fillet Welds <\/td>\n<\/tr>\n
158<\/td>\nJ2.6 Flare Groove Welds <\/td>\n<\/tr>\n
161<\/td>\nJ2.7 Resistance Welds <\/td>\n<\/tr>\n
162<\/td>\nJ3 Bolted Connections <\/td>\n<\/tr>\n
164<\/td>\nJ3.1 Minimum Spacing <\/td>\n<\/tr>\n
165<\/td>\nJ3.2 Minimum Edge and End Distances
J3.3 Bearing
J3.3.1 Bearing Strength Without Consideration of Bolt Hole Deformation <\/td>\n<\/tr>\n
166<\/td>\nJ3.3.2 Bearing Strength With Consideration of Bolt Hole Deformation <\/td>\n<\/tr>\n
167<\/td>\nJ3.4 Shear and Tension in Bolts
J4 Screw Connections
J4.1 Minimum Spacing
J4.2 Minimum Edge and End Distances <\/td>\n<\/tr>\n
168<\/td>\nJ4.3 Shear
J4.3.1 Shear Strength Limited by Tilting and Bearing
J4.3.2 Shear in Screws
J4.4 Tension
J4.4.1 Pull-Out Strength
J4.4.2 Pull-Over Strength <\/td>\n<\/tr>\n
170<\/td>\nJ4.4.3 Tension in Screws
J4.5 Combined Shear and Tension
J4.5.1 Combined Shear and Pull-Over <\/td>\n<\/tr>\n
171<\/td>\nJ4.5.2 Combined Shear and Pull-Out
J4.5.3 Combined Shear and Tension in Screws <\/td>\n<\/tr>\n
172<\/td>\nJ5 Power-Actuated Fastener (PAF) Connections <\/td>\n<\/tr>\n
173<\/td>\nJ5.1 Minimum Spacing, Edge and End Distances <\/td>\n<\/tr>\n
174<\/td>\nJ5.2 Power-Actuated Fasteners (PAFs) in Tension
J5.2.1 Tension Strength of Power-Actuated Fasteners (PAFs)
J5.2.2 Pull-Out Strength
J5.2.3 Pull-Over Strength <\/td>\n<\/tr>\n
175<\/td>\nJ5.3 Power-Actuated Fasteners (PAFs) in Shear
J5.3.1 Shear Strength of Power-Actuated Fasteners (PAFs)
J5.3.2 Bearing and Tilting Strength <\/td>\n<\/tr>\n
176<\/td>\nJ5.3.3 Pull-Out Strength in Shear
J5.3.4 Net Section Rupture Strength
J5.3.5 Shear Strength Limited by Edge Distance
J5.4 Combined Shear and Tension <\/td>\n<\/tr>\n
177<\/td>\nJ6 Rupture
J6.1 Shear Rupture <\/td>\n<\/tr>\n
178<\/td>\nJ6.2 Tension Rupture <\/td>\n<\/tr>\n
179<\/td>\nJ6.3 Block Shear Rupture <\/td>\n<\/tr>\n
180<\/td>\nJ7 Connections to Other Materials
J7.1 Strength of Connection to Other Materials
J7.1.1 Bearing
J7.1.2 Tension
J7.1.3 Shear <\/td>\n<\/tr>\n
181<\/td>\nK. STRENGTH FOR SPECIAL CASES
K1 Test Standards <\/td>\n<\/tr>\n
182<\/td>\nK2 Tests for Special Cases
K2.1 Tests for Determining Structural Performance
K2.1.1 Load and Resistance Factor Design and Limit States Design <\/td>\n<\/tr>\n
186<\/td>\nK2.1.2 Allowable Strength Design <\/td>\n<\/tr>\n
187<\/td>\nK2.2 Tests for Confirming Structural Performance
K2.3 Tests for Determining Mechanical Properties
K2.3.1 Full Section
K2.3.2 Flat Elements of Formed Sections <\/td>\n<\/tr>\n
188<\/td>\nK2.3.3 Virgin Steel <\/td>\n<\/tr>\n
189<\/td>\nL. DESIGN FOR SERVICEABILITY
L1 Serviceability Determination for the Effective Width Method
L2 Serviceability Determination for the Direct Strength Method
L3 Flange Curling <\/td>\n<\/tr>\n
190<\/td>\nM. DESIGN FOR FATIGUE
M1 General <\/td>\n<\/tr>\n
192<\/td>\nM2 Calculation of Maximum Stresses and Stress Ranges <\/td>\n<\/tr>\n
193<\/td>\nM3 Design Stress Range
M4 Bolts and Threaded Parts
M5 Special Fabrication Requirements <\/td>\n<\/tr>\n
196<\/td>\nAPPENDIX 1, EFFECTIVE WIDTH OF ELEMENTS
1.1 Effective Width of Uniformly Compressed Stiffened Elements <\/td>\n<\/tr>\n
197<\/td>\n1.1.1 Uniformly Compressed Stiffened Elements With Circular or Noncircular Holes <\/td>\n<\/tr>\n
199<\/td>\n1.1.2 Webs and Other Stiffened Elements Under Stress Gradient <\/td>\n<\/tr>\n
201<\/td>\n1.1.3 C-Section Webs With Holes Under Stress Gradient
1.1.4 Uniformly Compressed Elements Restrained by Intermittent Connections <\/td>\n<\/tr>\n
204<\/td>\n1.2 Effective Width of Unstiffened Elements
1.2.1 Uniformly Compressed Unstiffened Elements
1.2.2 Unstiffened Elements and Edge Stiffeners With Stress Gradient <\/td>\n<\/tr>\n
207<\/td>\n1.3 Effective Width of Uniformly Compressed Elements With a Simple Lip Edge Stiffener <\/td>\n<\/tr>\n
209<\/td>\n1.4 Effective Width of Stiffened Elements With Single or Multiple Intermediate Stiffeners or Edge-Stiffened Elements With Intermediate Stiffener(s)
1.4.1 Effective Width of Uniformly Compressed Stiffened Elements With Single or Multiple Intermediate Stiffeners <\/td>\n<\/tr>\n
210<\/td>\n1.4.1.1 Specific Case: Single or n Identical Stiffeners, Equally Spaced <\/td>\n<\/tr>\n
211<\/td>\n1.4.1.2 General Case: Arbitrary Stiffener Size, Location, and Number <\/td>\n<\/tr>\n
212<\/td>\n1.4.2 Edge-Stiffened Elements With Intermediate Stiffener(s) <\/td>\n<\/tr>\n
214<\/td>\nAPPENDIX 2, ELASTIC BUCKLING ANALYSIS OF MEMBERS
2.1 General Provisions <\/td>\n<\/tr>\n
215<\/td>\n2.2 Numerical Solutions
2.3 Analytical Solutions <\/td>\n<\/tr>\n
216<\/td>\n2.3.1 Members Subject to Compression
2.3.1.1 Global Buckling (Fcre, Pcre) <\/td>\n<\/tr>\n
217<\/td>\n2.3.1.2 Local Buckling (Fcr\uf06c, Pcr\uf06c)
2.3.1.3 Distortional Buckling (Fcrd, Pcrd) <\/td>\n<\/tr>\n
219<\/td>\n2.3.2 Members With Holes Subject to Compression
2.3.2.1 Global Buckling (Fcre, Pcre) for Members With Holes <\/td>\n<\/tr>\n
220<\/td>\n2.3.2.1.1 Sections With Holes Not Subject to Torsional or Flexural-Torsional Buckling <\/td>\n<\/tr>\n
221<\/td>\n2.3.2.1.2 Doubly- or Singly-Symmetric Sections (With Holes) Subject to Torsional or Flexural-Torsional Buckling
2.3.2.1.3 Point Symmetric Sections With Holes <\/td>\n<\/tr>\n
222<\/td>\n2.3.2.1.4 Non-Symmetric Sections With Holes
2.3.2.2 Local Buckling (Fcr\uf06c, Pcr\uf06c) for Members With Holes <\/td>\n<\/tr>\n
223<\/td>\n2.3.2.3 Distortional Buckling (Fcrd, Pcrd) for Members With Holes
2.3.3 Members Subject to Flexure
2.3.3.1 Global Buckling (Fcre, Mcre)
2.3.3.2 Local Buckling (Fcr\uf06c, Mcr\uf06c) <\/td>\n<\/tr>\n
224<\/td>\n2.3.3.3 Distortional Buckling (Fcrd, Mcrd) <\/td>\n<\/tr>\n
225<\/td>\n2.3.4 Members With Holes Subject to Flexure
2.3.4.1 Global Buckling (Fcre, Mcre) for Members With Holes
2.3.4.1.1 Singly- or Doubly- Symmetric Sections (With Holes) Bending About Symmetric Axis <\/td>\n<\/tr>\n
226<\/td>\n2.3.4.1.2 Point-Symmetric Sections (With Holes)
2.3.4.1.3 Closed-Boxed Section (With Holes)
2.3.4.2 Local Buckling (Fcr\uf06c, Mcr\uf06c) for Members With Holes
2.3.4.3 Distortional Buckling (Fcrd, Mcrd) for Members With Holes <\/td>\n<\/tr>\n
227<\/td>\n2.3.5 Shear Buckling (Vcr) <\/td>\n<\/tr>\n
232<\/td>\nAPPENDIX A, PROVISIONS APPLICABLE TO THE UNITED STATES AND MEXICO
I6.2.2 Flexural Members Having One Flange Fastened to a Standing Seam Roof System
I6.2.4 Z-Section Compression Members Having One Flange Fastened to a Standing Seam Roof <\/td>\n<\/tr>\n
233<\/td>\nI6.3.1a Strength of Standing Seam Roof Panel Systems <\/td>\n<\/tr>\n
234<\/td>\nJ2a Welded Connections
J3.4 Shear and Tension in Bolts <\/td>\n<\/tr>\n
240<\/td>\nAPPENDIX B, PROVISIONS APPLICABLE TO CANADA
C2a Lateral and Stability Bracing
C2.1 Symmetrical Beams and Columns
C2.1.1 Discrete Bracing for Beams
C2.1.2 Bracing by Deck, Slab, or Sheathing for Beams and Columns
C2.2a C-Section and Z-Section Beams <\/td>\n<\/tr>\n
241<\/td>\nC2.2.2 Discrete Bracing
C2.2.3 One Flange Braced by Deck, Slab, or Sheathing
C2.2.4 Both Flanges Braced by Deck, Slab, or Sheathing
I2 Floor, Roof, or Wall Steel Diaphragm Construction
I4 Cold-Formed Steel Light-Frame Construction
I6a Metal Roof and Wall Systems
I6.2.2 Flexural Members Having One Flange Fastened to a Standing Seam Roof System
J2a Welded Connections <\/td>\n<\/tr>\n
242<\/td>\nJ3.4 Shear and Tension in Bolts <\/td>\n<\/tr>\n
243<\/td>\nK2.1.1a Load and Resistance Factor Design and Limit States Design <\/td>\n<\/tr>\n
245<\/td>\nDISCLAIMER <\/td>\n<\/tr>\n
246<\/td>\nPREFACE <\/td>\n<\/tr>\n
256<\/td>\nINTRODUCTION <\/td>\n<\/tr>\n
258<\/td>\nA. GENERAL PROVISIONS
A1 Scope, Applicability, and Definitions
A1.1 Scope
A1.2 Applicability <\/td>\n<\/tr>\n
259<\/td>\nA1.3 Definitions <\/td>\n<\/tr>\n
264<\/td>\nA1.4 Units of Symbols and Terms
A2 Referenced Specifications, Codes, and Standards <\/td>\n<\/tr>\n
265<\/td>\nA3 Material
A3.1 Applicable Steels
A3.1.1 Steels With a Specified Minimum Elongation of Ten Percent or Greater (Elongation ( 10%) <\/td>\n<\/tr>\n
266<\/td>\nA3.1.2 Steels With a Specified Minimum Elongation From Three Percent to Less Than Ten Percent (3% ( Elongation < 10%)
A3.1.3 Steels With a Specified Minimum Elongation of Less Than Three Percent (Elongation < 3%) <\/td>\n<\/tr>\n
267<\/td>\nA3.2 Other Steels <\/td>\n<\/tr>\n
268<\/td>\nA3.2.1 Ductility Requirements of Other Steels <\/td>\n<\/tr>\n
269<\/td>\nA3.2.1.1 Restrictions for Curtain Wall Studs <\/td>\n<\/tr>\n
270<\/td>\nA3.3 Yield Stress and Strength Increase From Cold Work of Forming
A3.3.1 Yield Stress <\/td>\n<\/tr>\n
271<\/td>\nA3.3.2 Strength Increase From Cold Work of Forming <\/td>\n<\/tr>\n
276<\/td>\nB. DESIGN REQUIREMENTS
B1 General Provisions
B2 Loads and Load Combinations
B3 Design Basis <\/td>\n<\/tr>\n
277<\/td>\nB3.1 Required Strength [Effect Due to Factored Loads]
B3.2 Design for Strength
B3.2.1 Allowable Strength Design (ASD) Requirements
B3.2.2 Load and Resistance Factor Design (LRFD) Requirements <\/td>\n<\/tr>\n
283<\/td>\nB3.2.3 Limit States Design (LSD) Requirements <\/td>\n<\/tr>\n
284<\/td>\nB3.3 Design of Structural Members <\/td>\n<\/tr>\n
285<\/td>\nB3.4 Design of Connections
B3.5 Design for Stability
B3.6 Design of Structural Assemblies and Systems
B3.7 Design for Serviceability <\/td>\n<\/tr>\n
286<\/td>\nB3.8 Design for Ponding
B3.9 Design for Fatigue
B3.10 Design for Corrosion Effects <\/td>\n<\/tr>\n
287<\/td>\nB4 Dimensional Limits and Considerations
B4.1 Limitations for Use of the Effective Width Method or Direct Strength Method <\/td>\n<\/tr>\n
288<\/td>\nB4.2 Members Falling Outside the Application Limits <\/td>\n<\/tr>\n
289<\/td>\nB4.3 Shear Lag Effects \u2014 Short Spans Supporting Concentrated Loads <\/td>\n<\/tr>\n
290<\/td>\nB5 Member Properties
B6 Fabrication and Erection <\/td>\n<\/tr>\n
291<\/td>\nB7 Quality Control and Quality Assurance
B7.1 Delivered Minimum Thickness
B8 Evaluation of Existing Structures <\/td>\n<\/tr>\n
292<\/td>\nC. DESIGN FOR STABILITY
C1 Design for System Stability <\/td>\n<\/tr>\n
293<\/td>\nC1.1 Direct Analysis Method Using Rigorous Second-Order Elastic Analysis <\/td>\n<\/tr>\n
296<\/td>\nC1.2 Direct Analysis Method Using Amplified First-Order Elastic Analysis <\/td>\n<\/tr>\n
297<\/td>\nC1.3 Effective Length Method <\/td>\n<\/tr>\n
298<\/td>\nC2 Member Bracing <\/td>\n<\/tr>\n
299<\/td>\nC2.1 Symmetrical Beams and Columns
C2.2 C-Section and Z-Section Beams
C2.2.1 Neither Flange Connected to Sheathing That Contributes to the Strength and Stability of the Section <\/td>\n<\/tr>\n
305<\/td>\nC2.2.2 Flange Connected to Sheathing That Contributes to the Strength and Stability of the C- or Z-Section <\/td>\n<\/tr>\n
306<\/td>\nC2.3 Bracing of Axially Loaded Compression Members <\/td>\n<\/tr>\n
308<\/td>\nD. MEMBERS IN TENSION
D2 Yielding of Gross Section
D3 Rupture of Net Section <\/td>\n<\/tr>\n
309<\/td>\nE. MEMBERS IN COMPRESSION
E1 General Requirements <\/td>\n<\/tr>\n
311<\/td>\nE2 Yielding and Global (Flexural, Flexural-Torsional and Torsional) Buckling <\/td>\n<\/tr>\n
320<\/td>\nE2.1 Sections Not Subject to Torsional or Flexural-Torsional Buckling <\/td>\n<\/tr>\n
321<\/td>\nE2.1.1 Closed-Box Section
E2.2 Doubly- or Singly-Symmetric Sections Subject to Torsional or Flexural-Torsional Buckling <\/td>\n<\/tr>\n
322<\/td>\nE2.3 Point-Symmetric Sections
E2.4 Non-Symmetric Sections
E2.5 Sections With Holes
E3 Local Buckling Interacting With Yielding and Global Buckling <\/td>\n<\/tr>\n
323<\/td>\nE3.1 Effective Width Method <\/td>\n<\/tr>\n
324<\/td>\nE3.1.1 Members Without Holes
E3.1.1.1 Closed Cylindrical Tubular Sections <\/td>\n<\/tr>\n
327<\/td>\nE3.1.2 Members With Circular Holes
E3.2 Direct Strength Method
E3.2.1 Members Without Holes
E3.2.2 Members With Holes <\/td>\n<\/tr>\n
328<\/td>\nE4 Distortional Buckling
E4.1 Members Without Holes <\/td>\n<\/tr>\n
329<\/td>\nE4.2 Members With Holes <\/td>\n<\/tr>\n
331<\/td>\nF. MEMBERS IN FLEXURE
F1 General Requirements <\/td>\n<\/tr>\n
334<\/td>\nF2 Yielding and Global (Lateral-Torsional) Buckling
F2.1 Initiation of Yielding Strength <\/td>\n<\/tr>\n
339<\/td>\nF2.2 Beams With Holes <\/td>\n<\/tr>\n
340<\/td>\nF2.3 Initiation of Yielding Strength [Resistance] for Closed Cylindrical Tubular Sections <\/td>\n<\/tr>\n
341<\/td>\nF2.4 Inelastic Reserve Strength
F2.4.1 Element-Based Method <\/td>\n<\/tr>\n
342<\/td>\nF2.4.2 Direct Strength Method
F3 Local Buckling Interacting With Yielding and Global Buckling
F3.1 Effective Width Method <\/td>\n<\/tr>\n
345<\/td>\nF3.1.1 Members Without Holes
F3.1.2 Members With Holes
F3.1.3 Members Considering Inelastic Reserve Strength
F3.2 Direct Strength Method
F3.2.1 Members Without Holes <\/td>\n<\/tr>\n
346<\/td>\nF3.2.2 Members With Holes
F3.2.3 Members Considering Local Inelastic Reserve Strength <\/td>\n<\/tr>\n
347<\/td>\nF4 Distortional Buckling
F4.1 Members Without Holes <\/td>\n<\/tr>\n
348<\/td>\nF4.2 Members With Holes <\/td>\n<\/tr>\n
349<\/td>\nF4.3 Members Considering Distortional Inelastic Reserve Strength
F5 Stiffeners
F5.1 Bearing Stiffeners <\/td>\n<\/tr>\n
350<\/td>\nF5.2 Bearing Stiffeners in C-Section Flexural Members
F5.3 Nonconforming Stiffeners <\/td>\n<\/tr>\n
351<\/td>\nG. MEMBERS IN SHEAR AND WEB CRIPPLING
G1 General Requirements
G2 Shear Strength [Resistance] of Webs Without Holes
G2.1 Flexural Members Without Transverse Web Stiffeners <\/td>\n<\/tr>\n
352<\/td>\nG2.2 Flexural Members With Transverse Web Stiffeners
G2.3 Web Elastic Critical Shear Buckling Force, Vcr
G3 Shear Strength of C-Section Webs With Holes <\/td>\n<\/tr>\n
353<\/td>\nG4 Transverse Web Stiffeners
G4.1 Conforming Transverse Web Stiffeners
G4.2 Nonconforming Transverse Web Stiffeners
G5 Web Crippling Strength of Webs Without Holes <\/td>\n<\/tr>\n
360<\/td>\nG6 Web Crippling Strength of C-Section Webs With Holes <\/td>\n<\/tr>\n
361<\/td>\nH. MEMBERS UNDER COMBINED FORCES
H1 Combined Axial Load and Bending
H1.1 Combined Tensile Axial Load and Bending
H1.2 Combined Compressive Axial Load and Bending <\/td>\n<\/tr>\n
363<\/td>\nH2 Combined Bending and Shear <\/td>\n<\/tr>\n
365<\/td>\nH3 Combined Bending and Web Crippling <\/td>\n<\/tr>\n
366<\/td>\nH4 Combined Bending and Torsional Loading <\/td>\n<\/tr>\n
368<\/td>\nI. ASSEMBLIES AND SYSTEMS
I1 Built-Up Sections
I1.1 Flexural Members Composed of Two Back-to-Back C-Sections <\/td>\n<\/tr>\n
369<\/td>\nI1.2 Compression Members Composed of Two Sections in Contact <\/td>\n<\/tr>\n
370<\/td>\nI1.3 Spacing of Connections in Cover-Plated Sections <\/td>\n<\/tr>\n
371<\/td>\nI2 Floor, Roof, or Wall Steel Diaphragm Construction <\/td>\n<\/tr>\n
372<\/td>\nI3 Mixed Systems
I4 Cold-Formed Steel Light-Frame Construction <\/td>\n<\/tr>\n
373<\/td>\nI4.1 All-Steel Design of Wall Stud Assemblies <\/td>\n<\/tr>\n
374<\/td>\nI5 Special Bolted Moment Frame Systems
I6 Metal Roof and Wall Systems
I6.1 Member Strength: General Cross-Sections and System Connectivity <\/td>\n<\/tr>\n
375<\/td>\nI6.2 Member Strength: Specific Cross-Sections and System Connectivity
I6.2.1 Flexural Members Having One Flange Through-Fastened to Deck or Sheathing <\/td>\n<\/tr>\n
376<\/td>\nI6.2.2 Flexural Members Having One Flange Fastened to a Standing Seam Roof System
I6.2.3 Compression Members Having One Flange Through-Fastened to Deck or Sheathing <\/td>\n<\/tr>\n
377<\/td>\nI6.2.4 Z-Section Compression Members Having One Flange Fastened to a Standing Seam Roof
I6.3 Standing Seam Roof Panel Systems
I6.3.1 Strength [Resistance] of Standing Seam Roof Panel Systems <\/td>\n<\/tr>\n
378<\/td>\nI6.4 Roof System Bracing and Anchorage
I6.4.1 Anchorage of Bracing for Purlin Roof Systems Under Gravity Load With Top Flange Connected to Metal Sheathing <\/td>\n<\/tr>\n
380<\/td>\nI6.4.2 Alternative Lateral and Stability Bracing for Purlin Roof Systems
I7 Rack Systems <\/td>\n<\/tr>\n
382<\/td>\nJ. CONNECTIONS AND JOINTS
J1 General Provisions
J2 Welded Connections <\/td>\n<\/tr>\n
383<\/td>\nJ2.1 Groove Welds in Butt Joints
J2.2 Arc Spot Welds <\/td>\n<\/tr>\n
384<\/td>\nJ2.2.1 Minimum Edge and End Distance
J2.2.2 Shear
J2.2.2.1 Shear Strength for Sheet(s) Welded to a Thicker Supporting Member <\/td>\n<\/tr>\n
385<\/td>\nJ2.2.2.2 Shear Strength for Sheet-to-Sheet Connections
J2.2.3 Tension <\/td>\n<\/tr>\n
386<\/td>\nJ2.2.4 Combined Shear and Tension on an Arc Spot Weld
J2.3 Arc Seam Welds
J2.3.2 Shear
J2.3.2.1 Shear Strength for Sheet(s) Welded to a Thicker Supporting Member <\/td>\n<\/tr>\n
387<\/td>\nJ2.3.2.2 Shear Strength for Sheet-to-Sheet Connections
J2.4 Top Arc Seam Sidelap Welds
J2.4.1 Shear Strength of Top Arc Seam Sidelap Welds <\/td>\n<\/tr>\n
388<\/td>\nJ2.5 Fillet Welds <\/td>\n<\/tr>\n
389<\/td>\nJ2.6 Flare Groove Welds <\/td>\n<\/tr>\n
390<\/td>\nJ2.7 Resistance Welds
J3 Bolted Connections <\/td>\n<\/tr>\n
392<\/td>\nJ3.3 Bearing
J3.3.1 Bearing Strength Without Consideration of Bolt Hole Deformation <\/td>\n<\/tr>\n
393<\/td>\nJ3.3.2 Bearing Strength With Consideration of Bolt Hole Deformation
J3.4 Shear and Tension in Bolts
J4 Screw Connections <\/td>\n<\/tr>\n
394<\/td>\nJ4.1 Minimum Spacing
J4.2 Minimum Edge and End Distances <\/td>\n<\/tr>\n
395<\/td>\nJ4.3 Shear
J4.3.1 Shear Strength [Resistance] Limited by Tilting and Bearing
J4.3.2 Shear in Screws <\/td>\n<\/tr>\n
396<\/td>\nJ4.4 Tension
J4.4.1 Pull-Out Strength
J4.4.2 Pull-Over Strength <\/td>\n<\/tr>\n
397<\/td>\nJ4.4.3 Tension in Screws
J4.5 Combined Shear and Tension
J4.5.1 Combined Shear and Pull-Over <\/td>\n<\/tr>\n
398<\/td>\nJ4.5.2 Combined Shear and Pull-Out
J4.5.3 Combined Shear and Tension in Screws
J5 Power-Actuated Fastener (PAF) Connections
J5.1 Minimum Spacing, Edge and End Distances <\/td>\n<\/tr>\n
399<\/td>\nJ5.2 Power-Actuated Fasteners (PAFs) in Tension
J5.2.1 Tension Strength of Power-Actuated Fasteners (PAFs)
J5.2.2 Pull-Out Strength <\/td>\n<\/tr>\n
400<\/td>\nJ5.2.3 Pull-Over Strength
J5.3 Power-Actuated Fasteners (PAFs) in Shear
J5.3.1 Shear Strength of Power-Actuated Fasteners (PAFs) <\/td>\n<\/tr>\n
401<\/td>\nJ5.3.2 Bearing and Tilting Strength
J5.3.3 Pull-Out Strength in Shear
J5.3.4 Net Section Rupture Strength
J5.3.5 Shear Strength Limited by Edge Distance
J5.4 Combined Shear and Tension <\/td>\n<\/tr>\n
402<\/td>\nJ6 Rupture <\/td>\n<\/tr>\n
407<\/td>\nJ7 Connections to Other Materials
J7.1 Connection Strength to Other Materials <\/td>\n<\/tr>\n
408<\/td>\nJ7.1.1 Bearing <\/td>\n<\/tr>\n
409<\/td>\nJ7.1.2 Tension
J7.1.3 Shear <\/td>\n<\/tr>\n
410<\/td>\nK. RATIONAL ENGINEERING ANALYSIS AND TESTING
K1 Test Standards
K2 Tests for Special Cases
K2.1 Tests for Determining Structural Performance
K2.1.1 Load and Resistance Factor Design and Limit States Design <\/td>\n<\/tr>\n
413<\/td>\nK2.1.2 Allowable Strength Design
K2.2 Tests for Confirming Structural Performance
K2.3 Tests for Determining Mechanical Properties
K2.3.1 Full Section <\/td>\n<\/tr>\n
414<\/td>\nK2.3.2 Flat Elements of Formed Sections
K2.3.3 Virgin Steel <\/td>\n<\/tr>\n
415<\/td>\nL. DESIGN FOR SERVICEABILITY (Ieff)
L1 Serviceability Determination for Effective Width Method
L2 Serviceability Determination for Direct Strength Method
L3 Flange Curling <\/td>\n<\/tr>\n
416<\/td>\nM. DESIGN FOR FATIGUE <\/td>\n<\/tr>\n
418<\/td>\nAPPENDIX 1, EFFECTIVE WIDTH OF ELEMENTS <\/td>\n<\/tr>\n
422<\/td>\n1.1 Effective Width of Uniformly Compressed Stiffened Elements <\/td>\n<\/tr>\n
424<\/td>\n1.1.1 Uniformly Compressed Stiffened Elements With Circular or Noncircular Holes
1.1.2 Webs and Other Stiffened Elements Under Stress Gradient <\/td>\n<\/tr>\n
425<\/td>\n1.1.3 C-Section Webs With Holes Under Stress Gradient <\/td>\n<\/tr>\n
426<\/td>\n1.1.4 Uniformly Compressed Elements Restrained by Intermittent Connections <\/td>\n<\/tr>\n
428<\/td>\n1.2 Effective Widths of Unstiffened Elements <\/td>\n<\/tr>\n
430<\/td>\n1.2.1 Uniformly Compressed Unstiffened Elements
1.2.2 Unstiffened Elements and Edge Stiffeners With Stress Gradient <\/td>\n<\/tr>\n
432<\/td>\n1.3 Effective Width of Uniformly Compressed Elements With a Simple Lip Edge Stiffener <\/td>\n<\/tr>\n
433<\/td>\n1.4 Effective Widths of Stiffened Elements With Single or Multiple Intermediate Stiffeners or Edge-Stiffened Elements With Intermediate Stiffener(s)
1.4.1 Effective Width of Uniformly Compressed Stiffened Elements With Single or Multiple Intermediate Stiffeners <\/td>\n<\/tr>\n
435<\/td>\n1.4.2 Edge-Stiffened Elements With Intermediate Stiffener(s) <\/td>\n<\/tr>\n
436<\/td>\nAPPENDIX 2, ELASTIC BUCKLING ANALYSIS OF MEMBERS
2.1 General Provisions
2.2 Numerical Solutions
2.2.1 Elastic Buckling of Cold-Formed Steel Members <\/td>\n<\/tr>\n
438<\/td>\n2.2.2 Summary of Available Numerical Solution Methods <\/td>\n<\/tr>\n
444<\/td>\n2.2.3 Numerical Solutions \u2013 Identifying Buckling Modes <\/td>\n<\/tr>\n
446<\/td>\n2.2.4 Numerical Solutions – End Boundary Conditions <\/td>\n<\/tr>\n
447<\/td>\n2.2.5 Numerical Solutions \u2013 Shear Buckling <\/td>\n<\/tr>\n
448<\/td>\n2.2.6 Numerical Solutions \u2013 Members With Holes <\/td>\n<\/tr>\n
451<\/td>\n2.2.7 Numerical Solutions \u2013 Bracing and Attachments <\/td>\n<\/tr>\n
452<\/td>\n2.2.8 Numerical Solutions \u2013 Moment Gradient or Stress Gradient
2.2.9 Numerical Solutions\u2014Members With Variation Along Length
2.2.10 Numerical Solutions \u2013 Built-Up Sections and Assemblages <\/td>\n<\/tr>\n
453<\/td>\n2.3 Analytical Solutions
2.3.1 Members Subject to Compression
2.3.1.1 Global Buckling (Fcre, Pcre) <\/td>\n<\/tr>\n
455<\/td>\n2.3.1.2 Local Buckling (Fcr\uf06c, Pcr\uf06c)
2.3.1.3 Distortional Buckling (Fcrd, Pcrd) <\/td>\n<\/tr>\n
457<\/td>\n2.3.2 Members With Holes Subject to Compression
2.3.2.1 Global Buckling (Fcre, Pcre) for Members With Holes
2.3.2.1.1 Sections With Holes Not Subject to Torsional or Flexural-Torsional Buckling <\/td>\n<\/tr>\n
458<\/td>\n2.3.2.1.2 Doubly- or Singly-Symmetric Sections (With Holes) Subject to Torsional or Flexural-Torsional Buckling <\/td>\n<\/tr>\n
459<\/td>\n2.3.2.1.3 Point Symmetric Sections With Holes
2.3.2.1.4 Non-Symmetric Sections With Holes
2.3.2.2 Local Buckling (Fcr\uf06c, Pcr\uf06c) for Members With Holes
2.3.2.3 Distortional Buckling (Fcrd, Pcrd) for Members With Holes <\/td>\n<\/tr>\n
460<\/td>\n2.3.3 Members Subject to Flexure
2.3.3.1 Global Buckling (Fcre, Mcre)
2.3.3.2 Local Buckling (Fcr\uf06c, Mcr\uf06c)
2.3.3.3 Distortional Buckling (Fcrd, Mcrd) <\/td>\n<\/tr>\n
463<\/td>\n2.3.4 Members With Holes Subject to Flexure
2.3.4.1 Global Buckling (Fcre, Mcre) for Members With Holes
2.3.4.2 Local Buckling (Fcr\uf06c, Mcr\uf06c) for Members With Holes
2.3.4.3 Distortional Buckling (Fcrd, Mcrd) for Members With Holes
2.3.5 Shear Buckling (Vcr) <\/td>\n<\/tr>\n
466<\/td>\nAPPENDIX A, COMMENTARY ON PROVISIONS APPLICABLE TO THE UNITED STATES AND MEXICO
I6.2.2 Flexural Members Having One Flange Fastened to a Standing Seam Roof System
I6.2.4 Z-Section Compression Members Having One Flange Fastened to a Standing Seam Roof <\/td>\n<\/tr>\n
467<\/td>\nI6.3.1a Strength of Standing Seam Roof Panel Systems <\/td>\n<\/tr>\n
468<\/td>\nJ3.4 Shear and Tension in Bolts <\/td>\n<\/tr>\n
472<\/td>\nAPPENDIX B, COMMENTARY ON PROVISIONS APPLICABLE TO CANADA
C2a Lateral and Stability Bracing
C2.1a Symmetrical Beams and Columns
C2.1.1 Discrete Bracing for Beams
C2.2a C-Section and Z-Section Beams
C2.2.2 Discrete Bracing <\/td>\n<\/tr>\n
473<\/td>\nC2.2.3 One Flange Braced by Deck, Slab, or Sheathing <\/td>\n<\/tr>\n
474<\/td>\nREFERENCES <\/td>\n<\/tr>\n<\/table>\n","protected":false},"excerpt":{"rendered":"

AISI S100-16 (2020) w\/S2-20, North American Specification for the Design of Cold-Formed Steel Structural Members (Reaffirmed 2020) With Supplement 2, 2020 Edition<\/b><\/p>\n\n\n\n\n
Published By<\/td>\nPublication Date<\/td>\nNumber of Pages<\/td>\n<\/tr>\n
AISI<\/b><\/a><\/td>\n2016<\/td>\n505<\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n","protected":false},"featured_media":411647,"template":"","meta":{"rank_math_lock_modified_date":false,"ep_exclude_from_search":false},"product_cat":[2860],"product_tag":[],"class_list":{"0":"post-411641","1":"product","2":"type-product","3":"status-publish","4":"has-post-thumbnail","6":"product_cat-aisi","8":"first","9":"instock","10":"sold-individually","11":"shipping-taxable","12":"purchasable","13":"product-type-simple"},"_links":{"self":[{"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product\/411641","targetHints":{"allow":["GET"]}}],"collection":[{"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product"}],"about":[{"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/types\/product"}],"wp:featuredmedia":[{"embeddable":true,"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/media\/411647"}],"wp:attachment":[{"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/media?parent=411641"}],"wp:term":[{"taxonomy":"product_cat","embeddable":true,"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product_cat?post=411641"},{"taxonomy":"product_tag","embeddable":true,"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product_tag?post=411641"}],"curies":[{"name":"wp","href":"https:\/\/api.w.org\/{rel}","templated":true}]}}