{"id":380700,"date":"2024-10-20T03:08:02","date_gmt":"2024-10-20T03:08:02","guid":{"rendered":"https:\/\/pdfstandards.shop\/product\/uncategorized\/fema-p-2006-2018\/"},"modified":"2024-10-26T05:40:27","modified_gmt":"2024-10-26T05:40:27","slug":"fema-p-2006-2018","status":"publish","type":"product","link":"https:\/\/pdfstandards.shop\/product\/publishers\/fema\/fema-p-2006-2018\/","title":{"rendered":"FEMA P 2006 2018"},"content":{"rendered":"

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PDF Catalog<\/h4>\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n
PDF Pages<\/th>\nPDF Title<\/th>\n<\/tr>\n
1<\/td>\nFEMA P-2006 <\/td>\n<\/tr>\n
3<\/td>\nTitlepage <\/td>\n<\/tr>\n
5<\/td>\nPreface <\/td>\n<\/tr>\n
7<\/td>\nTable of Contents <\/td>\n<\/tr>\n
17<\/td>\nList of Figures <\/td>\n<\/tr>\n
31<\/td>\nList of Tables <\/td>\n<\/tr>\n
41<\/td>\nLocation of ASCE 41-13 Provisions <\/td>\n<\/tr>\n
43<\/td>\nChapter 1: Introduction
1.1 Purpose
1.2 Target Audience
1.3 Background <\/td>\n<\/tr>\n
45<\/td>\n1.4 Basic Principles of ASCE 41-13 <\/td>\n<\/tr>\n
47<\/td>\n1.5 Scope of the Example Application Guide
1.5.1 Organization of Guide <\/td>\n<\/tr>\n
48<\/td>\n1.5.2 What is Not Covered in the Guide <\/td>\n<\/tr>\n
51<\/td>\n1.6 How to Use this Guide <\/td>\n<\/tr>\n
53<\/td>\nChapter 2: Guidance on Use of ASCE 41-13
2.1 ASCE 41-13 Overview <\/td>\n<\/tr>\n
55<\/td>\n2.2 Comparison of ASCE 41-13 and ASCE 7-10 Design Principles
2.2.1 New Building Seismic Design Principles <\/td>\n<\/tr>\n
57<\/td>\n2.2.2 ASCE 41-13 Seismic Evaluation and Retrofit Design Principles <\/td>\n<\/tr>\n
60<\/td>\n2.2.3 ASCE 7-10 and ASCE 41-13 Design Examples
2.2.3.1 Overview
2.2.3.2 ASCE 7-10 Example <\/td>\n<\/tr>\n
61<\/td>\n2.2.3.3 ASCE 41-13 Example <\/td>\n<\/tr>\n
62<\/td>\n2.2.3.4 Summary and Comparison <\/td>\n<\/tr>\n
63<\/td>\n2.3 When Should ASCE 41-13 be Used? <\/td>\n<\/tr>\n
66<\/td>\n2.4 What is New in ASCE 41-17?
2.4.1 Chapter 1 General Requirements
2.4.2 Chapter 2 Performance Objectives and Seismic Hazards <\/td>\n<\/tr>\n
68<\/td>\n2.4.2.1 Basic Performance Objective for Existing Buildings
2.4.2.2 Hazards Reduced Nonstructural Performance Level
2.4.3 Chapter 3 Evaluation and Retrofit Requirements <\/td>\n<\/tr>\n
69<\/td>\n2.4.4 Chapter 4 Tier 1 Screening
2.4.5 Chapter 5 Tier 2 Deficiency-Based Evaluation and Retrofit
2.4.6 Chapter 6 Tier 3 Systematic Evaluation and Retrofit <\/td>\n<\/tr>\n
70<\/td>\n2.4.7 Chapter 7 Analysis Procedures and Acceptance Criteria
2.4.7.1 Force-Controlled Action in Linear Analysis <\/td>\n<\/tr>\n
71<\/td>\n2.4.7.2 Nonlinear Analysis
2.4.8 Chapter 8 Foundations and Geologic Site Hazards
2.4.9 Chapter 9 Steel and Iron <\/td>\n<\/tr>\n
72<\/td>\n2.4.10 Chapter 10 Concrete <\/td>\n<\/tr>\n
73<\/td>\n2.4.11 Chapter 11 Masonry <\/td>\n<\/tr>\n
74<\/td>\n2.4.12 Chapter 12 Wood Light Frame
2.4.13 Chapter 13 Architectural, Mechanical, and Electrical Components
2.4.14 Chapter 14 Seismic Isolation and Chapter 15 Design Requirements for Structures with Supplemental Energy Dissipation <\/td>\n<\/tr>\n
75<\/td>\n2.4.15 Chapter 16 System-Specific Performance Procedures
2.5 Tips for Using ASCE 41-13 <\/td>\n<\/tr>\n
77<\/td>\nChapter 3: Performance Objectives and Seismic Hazards
3.1 Overview
3.2 Performance Objectives and Target Building Performance Levels (ASCE 41-13 \u00a7 2.2 and \u00a7 2.3)
3.2.1 Introduction <\/td>\n<\/tr>\n
78<\/td>\n3.2.2 Basic Performance Objective for Existing Buildings (BPOE) (ASCE 41-13 \u00a7 2.2.1) <\/td>\n<\/tr>\n
79<\/td>\n3.2.3 Enhanced Performance Objective (ASCE 41-13 \u00a7 2.2.2)
3.2.4 Limited Performance Objective (ASCE 41-13 \u00a7 2.2.3) <\/td>\n<\/tr>\n
80<\/td>\n3.2.5 Target Building Performance Levels (ASCE 41-13 \u00a7 2.3) <\/td>\n<\/tr>\n
81<\/td>\n3.3 Seismic Hazard (ASCE 41-13 \u00a7 2.4)
3.3.1 Example of the General Procedure for Hazard Caused by Ground Shaking (ASCE 41-13 \u00a7 2.4.1) <\/td>\n<\/tr>\n
82<\/td>\nBSE-2E: 5%\/50-Year Spectral Response Acceleration (ASCE 41 \u00a7 2.4.1.3), Capped at BSE-2N <\/td>\n<\/tr>\n
83<\/td>\nBSE-1E: 20%\/50-Year Spectral Response Acceleration (ASCE 41 \u00a7 2.4.1.4), Capped at BSE-1N <\/td>\n<\/tr>\n
85<\/td>\n3.3.2 Seismic Design Spectra Web Tools <\/td>\n<\/tr>\n
86<\/td>\n3.3.3 Comparison of BSE-1E, BSE-2E, and ASCE 7-10 Design Levels <\/td>\n<\/tr>\n
89<\/td>\n3.3.4 Site-Specific Procedure for Hazards Caused by Ground Shaking (ASCE 41-13 \u00a7 2.4.2) <\/td>\n<\/tr>\n
90<\/td>\n3.3.4.1 Ground Motion Scaling <\/td>\n<\/tr>\n
91<\/td>\n3.3.4.2 Maximum Motions from a Single Event
3.3.4.3 Minimum Number of Records
3.3.4.4 Near-Fault Building Sites <\/td>\n<\/tr>\n
92<\/td>\n3.4 Levels of Seismicity <\/td>\n<\/tr>\n
94<\/td>\n3.5 Data Collection Requirements <\/td>\n<\/tr>\n
97<\/td>\nChapter 4: Analysis Procedures and Acceptance Criteria
4.1 Overview
4.2 Selection of Analysis Procedure (ASCE 41-13 \u00a7 7.3)
4.2.1 Tier 1 Screening <\/td>\n<\/tr>\n
98<\/td>\n4.2.2 Tier 2 Deficiency-Based Evaluation and Retrofit
4.2.3 Tier 3 Systematic Evaluation and Retrofit
4.2.3.1 Tier 3 Linear Procedures <\/td>\n<\/tr>\n
99<\/td>\n4.2.3.2 Tier 3 Nonlinear Procedures <\/td>\n<\/tr>\n
100<\/td>\n4.2.4 Examples
4.2.4.1 Tier 2 Deficiency-Based Evaluation and Retrofit Example <\/td>\n<\/tr>\n
103<\/td>\n4.2.4.2 Tier 3 Systematic Evaluation and Retrofit Example <\/td>\n<\/tr>\n
104<\/td>\n4.3 Determination of Forces and Target Displacements (ASCE 41-13 \u00a7 7.4)
4.3.1 Introduction
4.3.2 Example of Pseudo Seismic Force Calculations for Linear Static Procedure (ASCE 41-13 \u00a7 7.4.1) <\/td>\n<\/tr>\n
105<\/td>\n4.3.2.1 Seismic Design Parameters and Performance Level
4.3.2.2 Alternate Method for Determining Pseudo Seismic Forces <\/td>\n<\/tr>\n
108<\/td>\n4.3.3 Scaling Pseudo Seismic Forces for Linear Dynamic Procedure (ASCE 41-13 \u00a7 7.4.2)
4.3.4 Determination of Target Displacement <\/td>\n<\/tr>\n
111<\/td>\n4.4 Primary vs. Secondary Elements (ASCE 41-13 \u00a7 7.2.3.3 and ASCE 41-13 \u00a7 7.5.1.1) <\/td>\n<\/tr>\n
115<\/td>\n4.5 Force-Controlled and Deformation-Controlled Actions (ASCE 41-13 \u00a7 7.5.1.2) <\/td>\n<\/tr>\n
120<\/td>\n4.5.1 J-Factor (ASCE 41-13 \u00a7 7.5.2.1.2) <\/td>\n<\/tr>\n
122<\/td>\n4.6 Overturning\u2014Wood Shear Wall Example (ASCE 41-13 \u00a7 7.2.8)
4.6.1 Overview <\/td>\n<\/tr>\n
124<\/td>\n4.6.1.1 Application of ASCE 41-13 Methodology to Wood-Framed Shear Walls <\/td>\n<\/tr>\n
125<\/td>\n4.6.2 Spectral Response Acceleration Parameters
4.6.3 Pseudo Seismic Force on the Wall and Seismic Force at Each Level <\/td>\n<\/tr>\n
127<\/td>\nPseudo Seismic Force to Each Level <\/td>\n<\/tr>\n
128<\/td>\nEvaluate Shear Wall Strength at Each Level <\/td>\n<\/tr>\n
130<\/td>\n4.6.4 Evaluation of Overturning and Strap at the Second Floor
4.6.4.1 Overturning Resisted by the Stabilizing Effects of Gravity Loads Alone at the Second Floor <\/td>\n<\/tr>\n
132<\/td>\n4.6.4.2 Strap Providing Overturning Resistance <\/td>\n<\/tr>\n
133<\/td>\n4.6.4.3 Nails in Strap <\/td>\n<\/tr>\n
135<\/td>\n4.6.4.4 Strap <\/td>\n<\/tr>\n
137<\/td>\n4.6.5 Overturning and Hold-Down at the First Floor <\/td>\n<\/tr>\n
138<\/td>\n4.6.5.1 Overturning Resisted by the Stabilizing Effects of Gravity Loads Alone at the First Floor <\/td>\n<\/tr>\n
139<\/td>\n4.6.5.2 Hold-Down Providing Overturning Resistance
4.6.5.3 Bolts in Hold-Down <\/td>\n<\/tr>\n
141<\/td>\n4.6.5.4 Force-Controlled Components of the Hold-Down
4.6.5.5 Lower-Bound Strength of Hold-Down Body <\/td>\n<\/tr>\n
143<\/td>\n4.6.5.6 Lower-Bound Strength of Net Section on the Hold-Down Post <\/td>\n<\/tr>\n
144<\/td>\n4.6.5.7 Lower-Bound Strength of Tear-Out of Bolt Group <\/td>\n<\/tr>\n
145<\/td>\n4.6.5.8 Force-Controlled Components Not Being Evaluated in Hold-Down Example
4.6.5.9 Demand on Force-Controlled Components of the Hold-Down <\/td>\n<\/tr>\n
147<\/td>\n4.6.5.10 Acceptance Criteria Summary of the Hold-Down Components <\/td>\n<\/tr>\n
148<\/td>\n4.6.6 Hold-Down Anchor-to-Footing Connection
4.6.7 Overturning at the Foundation-Soil Interface <\/td>\n<\/tr>\n
152<\/td>\n4.7 Out-of-Plane Strength of Walls (ASCE 41-13 \u00a7 7.2.11.2)
4.7.1 Overview <\/td>\n<\/tr>\n
154<\/td>\n4.7.2 Determine the Spectral Response Acceleration Parameters
4.7.3 Calculate the Out-of-Plane Wall Force per Unit Area, Fp <\/td>\n<\/tr>\n
155<\/td>\n4.7.4 Acceptance Criteria for the Out-of-Plane Masonry Wall Design <\/td>\n<\/tr>\n
156<\/td>\n4.7.5 Calculate the Out-of-Plane Masonry Wall Capacity <\/td>\n<\/tr>\n
160<\/td>\n4.7.6 Check the Masonry Parapet for Out-of-Plane Seismic Forces <\/td>\n<\/tr>\n
163<\/td>\n4.8 Nonstructural Components (ASCE 41-13 Chapter 13)
4.8.1 Introduction
4.8.2 Evaluation and Retrofit Procedures <\/td>\n<\/tr>\n
164<\/td>\n4.8.3 Problem Statement <\/td>\n<\/tr>\n
166<\/td>\n4.8.4 Determine Performance Objective and Level of Seismicity <\/td>\n<\/tr>\n
167<\/td>\n4.8.5 Tier 1 and 2 Evaluation and Tier 2 Deficiency-Based Retrofit <\/td>\n<\/tr>\n
168<\/td>\n4.8.6 Tier 3 Systematic Evaluation and Retrofit <\/td>\n<\/tr>\n
176<\/td>\n4.8.7 Comparison of ASCE 7, ASCE 41-13, and ASCE 41-17 Seismic Design Criteria for Internally Isolated Mechanical Unit Anchorage <\/td>\n<\/tr>\n
179<\/td>\nChapter 5: Foundations
5.1 Overview <\/td>\n<\/tr>\n
180<\/td>\n5.2 Foundation Design Considerations <\/td>\n<\/tr>\n
181<\/td>\n5.3 ASCE 41-13 Foundation Provisions <\/td>\n<\/tr>\n
183<\/td>\n5.4 ASCE 41-13 Approach to Foundation Evaluation <\/td>\n<\/tr>\n
185<\/td>\n5.5 Soil and Foundation Information and Condition Assessment <\/td>\n<\/tr>\n
189<\/td>\n5.6 Expected Foundation Capacities and Load-Deformation Characteristics (ASCE 41-13 \u00a7 8.4)
5.6.1 Geotechnical Information
5.6.2 Derivation of Strength Capacities <\/td>\n<\/tr>\n
190<\/td>\n5.6.2.1 Spread Footing Expected Capacity Example
5.6.2.2 Deep Foundation Expected Capacity Example
5.6.2.3 Expected Capacity from Gravity Load Example <\/td>\n<\/tr>\n
192<\/td>\n5.6.3 Bounding of Soil Load-Deformation Characteristics
5.6.4 Derivation of Expected Foundation Stiffness <\/td>\n<\/tr>\n
193<\/td>\n5.6.4.1 Expected Foundation Stiffness Example <\/td>\n<\/tr>\n
195<\/td>\n5.6.5 Bearing Pressure Distribution
5.6.6 Force-Controlled vs. Deformation-Controlled Actions <\/td>\n<\/tr>\n
197<\/td>\n5.7 Shallow Foundation Evaluation and Retrofit
5.7.1 Overview <\/td>\n<\/tr>\n
200<\/td>\n5.7.2 Foundation Modeling Approaches <\/td>\n<\/tr>\n
201<\/td>\n5.7.2.1 Method 1 <\/td>\n<\/tr>\n
203<\/td>\n5.7.2.2 Method 2 <\/td>\n<\/tr>\n
204<\/td>\n5.7.2.3 Method 3 <\/td>\n<\/tr>\n
205<\/td>\n5.7.3 Governing Jurisdiction Discussion <\/td>\n<\/tr>\n
207<\/td>\n5.7.4 Method 1 Example <\/td>\n<\/tr>\n
208<\/td>\n5.7.4.1 Method 1 Fixed Base Example <\/td>\n<\/tr>\n
210<\/td>\n5.7.4.2 Method 1 Flexible Base Example <\/td>\n<\/tr>\n
215<\/td>\n5.7.5 Method 2 Example <\/td>\n<\/tr>\n
222<\/td>\n5.7.6 Method 3 Example <\/td>\n<\/tr>\n
223<\/td>\n5.7.6.1 Method 3 Nonlinear Analysis <\/td>\n<\/tr>\n
226<\/td>\n5.7.6.2 Method 3 Linear Analysis
5.8 Shallow Foundation Lateral Load <\/td>\n<\/tr>\n
227<\/td>\n5.8.1 Shallow Foundation Lateral Load Example <\/td>\n<\/tr>\n
228<\/td>\n5.9 Deep Foundation Evaluation and Retrofit <\/td>\n<\/tr>\n
231<\/td>\n5.10 Kinematic Interaction and Radiation Damping Soil-Structure Interaction Effects
5.10.1 Example of Kinematic Interaction Effects for 3-Story Building over Basement <\/td>\n<\/tr>\n
234<\/td>\n5.10.2 Discussion of Foundation Damping
5.11 Liquefaction Evaluation and Mitigation <\/td>\n<\/tr>\n
237<\/td>\nChapter 6: Tier 1 Screening and Tier 2 Deficiency-Based Evaluation and Retrofit
6.1 Overview
6.2 Tier 1 Screening (ASCE 41-13 Chapter 4) <\/td>\n<\/tr>\n
238<\/td>\n6.3 Tier 2 Deficiency-Based Evaluation and Retrofit (ASCE 41-13 Chapter 4) <\/td>\n<\/tr>\n
240<\/td>\n6.4 Example Building Tilt-up Concrete (PC1)
6.4.1 Overview <\/td>\n<\/tr>\n
242<\/td>\n6.4.2 Building Geometry and Loads
6.4.2.1 Building Geometry <\/td>\n<\/tr>\n
244<\/td>\n6.4.2.2 Building Information and Loads <\/td>\n<\/tr>\n
245<\/td>\n6.4.3 Performance Objective <\/td>\n<\/tr>\n
246<\/td>\n6.5 Tier 1 Screening of Example Building <\/td>\n<\/tr>\n
247<\/td>\n6.5.1 Pseudo Seismic Force <\/td>\n<\/tr>\n
248<\/td>\n6.5.2 Tier 1 Checklists <\/td>\n<\/tr>\n
260<\/td>\n6.5.3 Tier 1 Screening Summary <\/td>\n<\/tr>\n
261<\/td>\n6.6 Tier 2 Evaluation and Retrofit of Example Building <\/td>\n<\/tr>\n
262<\/td>\n6.6.1 Data Collection and Material Properties <\/td>\n<\/tr>\n
264<\/td>\n6.6.2 Wall-Roof Anchorage for East-West Direction Seismic Loads
6.6.2.1 Calculate Out-of-Plane Wall Anchorage Force, Fp <\/td>\n<\/tr>\n
266<\/td>\n6.6.2.2 Sub-Purlin Anchorage to Wall Panel <\/td>\n<\/tr>\n
272<\/td>\n6.6.2.3 Subpurlin and Subpurlin Fasteners <\/td>\n<\/tr>\n
276<\/td>\n6.6.3 Subdiaphragm Analysis in East-West Direction Seismic Loads <\/td>\n<\/tr>\n
283<\/td>\n6.6.3.1 Evaluate Subdiaphragm Chord <\/td>\n<\/tr>\n
287<\/td>\n6.6.3.2 Evaluate Glulam Beam Continuous Cross-Tie <\/td>\n<\/tr>\n
296<\/td>\n6.6.4 Pseudo Seismic Force on Roof Diaphragm <\/td>\n<\/tr>\n
299<\/td>\n6.6.5 Collector Analysis at Gridline B <\/td>\n<\/tr>\n
301<\/td>\n6.6.5.1 Evaluate Glulam Beam for Collector Loads <\/td>\n<\/tr>\n
307<\/td>\n6.6.5.2 Evaluate Collector Connection at Concrete Wall at Gridlines B\/2
6.6.5.3 Evaluate Bolts Connecting HSS to Glulam Beam <\/td>\n<\/tr>\n
309<\/td>\n6.6.5.4 Evaluate HSS Member <\/td>\n<\/tr>\n
312<\/td>\n6.6.5.5 Evaluate Rods Connecting HSS Members <\/td>\n<\/tr>\n
313<\/td>\n6.6.5.6 Evaluate HSS End Plates <\/td>\n<\/tr>\n
314<\/td>\n6.6.5.7 Evaluate Adhesive Anchors Connecting HSS to Concrete Wall <\/td>\n<\/tr>\n
327<\/td>\n6.6.5.8 Additional Considerations for Evaluating Adhesive Anchors Connecting HSS to Concrete Wall <\/td>\n<\/tr>\n
332<\/td>\n6.6.6 Summary of Tier 2 Retrofit <\/td>\n<\/tr>\n
335<\/td>\nChapter 7: Wood Tuck-Under (W1a)
7.1 Overview <\/td>\n<\/tr>\n
337<\/td>\n7.1.1 Performance Objective
7.2 General Building Description
7.2.1 Destructive Evaluation <\/td>\n<\/tr>\n
342<\/td>\n7.2.2 Dead Loads and Seismic Weight <\/td>\n<\/tr>\n
344<\/td>\n7.3 Site Seismicity
7.3.1 Design Spectra <\/td>\n<\/tr>\n
345<\/td>\n7.3.2 Level of Seismicity
7.4 Tier 1 Analysis (ASCE 41-13 \u00a7 4.5) <\/td>\n<\/tr>\n
347<\/td>\n7.5 Tier 3 Evaluation of the Existing Structure
7.5.1 Analysis Procedure <\/td>\n<\/tr>\n
348<\/td>\n7.5.2 Acceptance Criteria <\/td>\n<\/tr>\n
349<\/td>\n7.5.3 Building Model <\/td>\n<\/tr>\n
351<\/td>\n7.5.4 Shear Walls <\/td>\n<\/tr>\n
354<\/td>\n7.5.5 Model Properties <\/td>\n<\/tr>\n
364<\/td>\n7.5.6 Loading <\/td>\n<\/tr>\n
368<\/td>\n7.5.7 Torsion <\/td>\n<\/tr>\n
369<\/td>\n7.5.8 Tier 3 Analysis Results \u2013 Existing Structure <\/td>\n<\/tr>\n
383<\/td>\n7.6 Schematic Retrofit <\/td>\n<\/tr>\n
385<\/td>\n7.7 Tier 3 Retrofit
7.7.1 Retrofit Design Elements
7.7.1.1 Top (Third) Story <\/td>\n<\/tr>\n
387<\/td>\n7.7.1.2 Second Story
7.7.1.3 Bottom Story
7.7.2 Tier 3 Analysis Results <\/td>\n<\/tr>\n
399<\/td>\n7.7.3 Force-Controlled Elements
7.7.3.1 Glued-Laminated Beam <\/td>\n<\/tr>\n
401<\/td>\n7.7.3.2 Diaphragms <\/td>\n<\/tr>\n
404<\/td>\n7.7.4 Moment Frame
7.7.5 Verification of the LSP <\/td>\n<\/tr>\n
411<\/td>\nChapter 8: Steel Moment Frame (S1)
8.1 Overview <\/td>\n<\/tr>\n
412<\/td>\n8.1.1 Pre-Northridge Moment Connections <\/td>\n<\/tr>\n
413<\/td>\n8.2 Building Description <\/td>\n<\/tr>\n
414<\/td>\n8.2.1 Building Use and Risk Category <\/td>\n<\/tr>\n
415<\/td>\n8.2.2 Structural System
8.2.2.1 Roof Framing
8.2.2.2 Typical Floor Framing
8.2.2.3 Vertical Load-Bearing Elements
8.2.2.4 Seismic Force-Resisting System (SFRS) <\/td>\n<\/tr>\n
416<\/td>\n8.2.2.5 Exterior Walls\/Cladding <\/td>\n<\/tr>\n
417<\/td>\n8.2.2.6 Foundations
8.2.2.7 Material Properties <\/td>\n<\/tr>\n
418<\/td>\n8.2.3 Field Verification and Condition Assessment
8.2.4 Structural Performance Objective <\/td>\n<\/tr>\n
419<\/td>\n8.2.5 Spectral Response Acceleration Parameters <\/td>\n<\/tr>\n
420<\/td>\n8.2.6 Level of Seismicity
8.2.7 Dead Loads and Seismic Weight <\/td>\n<\/tr>\n
423<\/td>\n8.3 Tier 1 Evaluation
8.3.1 Seismic Hazard (ASCE 41-13 \u00a7 2.4) <\/td>\n<\/tr>\n
424<\/td>\n8.3.2 Pseudo Seismic Force (ASCE 41-13 \u00a7 4.5.2)
8.3.3 Story Shear Forces (ASCE 41-13 \u00a7 4.5.2.2) <\/td>\n<\/tr>\n
425<\/td>\n8.3.4 Soft Story Check (ASCE 41-13 \u00a7 A2.2.3) <\/td>\n<\/tr>\n
427<\/td>\n8.3.5 Torsion Check (ASCE 41-13 \u00a7 A2.2.7) <\/td>\n<\/tr>\n
428<\/td>\n8.3.6 Drift Quick Check (ASCE 41-13 \u00a7 A3.1.3.1) <\/td>\n<\/tr>\n
430<\/td>\n8.3.7 Axial Stress Due to Overturning Quick Check (ASCE 41-13 \u00a7 A3.1.3.2) <\/td>\n<\/tr>\n
431<\/td>\n8.3.8 Moment Frame Flexural Stress Quick Check (ASCE 41-13 \u00a7 A3.1.3.3) <\/td>\n<\/tr>\n
432<\/td>\n8.3.9 Panel Zone Check (ASCE 41-13 \u00a7 A3.1.3.5) <\/td>\n<\/tr>\n
435<\/td>\n8.3.10 Strong Column\/Weak Beam Check (ASCE 41-13 \u00a7 A3.1.3.7) <\/td>\n<\/tr>\n
438<\/td>\n8.3.11 Compact Members Check (ASCE 41-13 \u00a7 A3.1.3.8) <\/td>\n<\/tr>\n
440<\/td>\n8.4 Tier 2 Evaluation <\/td>\n<\/tr>\n
441<\/td>\n8.4.1 Linear Static Procedure (LSP) <\/td>\n<\/tr>\n
442<\/td>\n8.4.1.1 Modeling Considerations <\/td>\n<\/tr>\n
444<\/td>\n8.4.1.2 Summary of Linear Static Procedure (LSP) Forces <\/td>\n<\/tr>\n
446<\/td>\n8.4.1.3 Moment Frame Connections <\/td>\n<\/tr>\n
452<\/td>\n8.4.1.4 Moment Frame Beams <\/td>\n<\/tr>\n
454<\/td>\n8.4.1.5 Moment Frame Columns <\/td>\n<\/tr>\n
461<\/td>\n8.4.1.6 Panel Zone Evaluation <\/td>\n<\/tr>\n
462<\/td>\n8.4.1.7 Frame Column Bases
8.4.1.8 LSP Results Summary <\/td>\n<\/tr>\n
463<\/td>\n8.4.1.9 Applicability of Linear Procedures (LSP and LDP)
8.4.2 Linear Dynamic Procedure (LDP) <\/td>\n<\/tr>\n
464<\/td>\n8.4.2.1 Comparison of LDP and LSP Forces
8.4.2.2 Moment Frame Connections <\/td>\n<\/tr>\n
465<\/td>\n8.4.2.3 Moment Frame Columns
8.4.2.4 LDP Results <\/td>\n<\/tr>\n
466<\/td>\n8.5 Tier 3 Evaluation
8.5.1 Nonlinear Static Procedure (NSP) <\/td>\n<\/tr>\n
467<\/td>\n8.5.1.1 Connection Hinge Modeling Parameters and Acceptance Criteria <\/td>\n<\/tr>\n
474<\/td>\n8.5.1.2 Column Modeling Parameters and Acceptance Criteria <\/td>\n<\/tr>\n
477<\/td>\n8.5.1.3 Panel Zone Hinge Modeling Parameters and Acceptance Criteria <\/td>\n<\/tr>\n
479<\/td>\n8.5.1.4 Pushover Curve and Target Displacement <\/td>\n<\/tr>\n
483<\/td>\n8.5.1.5 Applicability of the NSP Procedure <\/td>\n<\/tr>\n
486<\/td>\n8.5.1.6 Deformation Compatibility of Gravity Framing <\/td>\n<\/tr>\n
493<\/td>\n8.5.2 Retrofit (ASCE 41-13 \u00a7 C9.1) <\/td>\n<\/tr>\n
495<\/td>\nChapter 9: Steel Braced Frame (S2)
9.1 Overview <\/td>\n<\/tr>\n
496<\/td>\n9.2 Building Description <\/td>\n<\/tr>\n
498<\/td>\n9.3 Dead Loads and Seismic Weights <\/td>\n<\/tr>\n
499<\/td>\n9.4 Seismic Design Parameters <\/td>\n<\/tr>\n
500<\/td>\n9.5 Deficiencies Identified from Tier 1 Screening (ASCE 41-13 \u00a7 4.5)
9.5.1 Column Axial Stress <\/td>\n<\/tr>\n
502<\/td>\n9.5.2 Brace Axial Stress <\/td>\n<\/tr>\n
504<\/td>\n9.5.3 Other Deficiencies <\/td>\n<\/tr>\n
505<\/td>\n9.6 Data Collection Requirements (ASCE 41-13 \u00a7 6.2, \u00a7 9.2, \u00a7 10.2)
9.6.1 Available Documentation
9.6.2 Required Testing <\/td>\n<\/tr>\n
506<\/td>\n9.6.3 Required Condition Assessment <\/td>\n<\/tr>\n
507<\/td>\n9.7 Tier 3 Evaluation using Linear Static Procedure (LSP) <\/td>\n<\/tr>\n
508<\/td>\n9.7.1 Summary of Linear Static Procedure (LSP) Forces (ASCE 41-13 \u00a7 7.4.1)
9.7.1.1 East-West (X) Direction <\/td>\n<\/tr>\n
509<\/td>\n9.7.1.2 North-South (Y) Direction <\/td>\n<\/tr>\n
510<\/td>\n9.7.2 Brace Compression Capacity (ASCE 41-13 \u00a7 9.5.2.3.2) <\/td>\n<\/tr>\n
511<\/td>\n9.7.2.1 First Story Brace, North-South (Y) Direction <\/td>\n<\/tr>\n
514<\/td>\n9.7.2.2 Brace Compression Summary, North-South (Y) Direction
9.7.3 Brace Tension Capacity (ASCE 41-13 \u00a7 9.5.2.3.2) <\/td>\n<\/tr>\n
515<\/td>\n9.7.3.1 First Story Brace, North-South (Y) Direction
9.7.3.2 Brace Tension Summary, North-South (Y) Direction <\/td>\n<\/tr>\n
516<\/td>\n9.7.4 Beam Flexural Capacity (ASCE 41-13 \u00a7 9.5.2.4.2)
9.7.4.1 Second Floor Beam, North-South (Y) Direction <\/td>\n<\/tr>\n
518<\/td>\n9.7.4.2 Beam Flexure Summary, North-South (Y) Direction
9.7.5 Beam Compression Capacity (ASCE 41-13 \u00a7 9.5)
9.7.5.1 Second Floor Beam, North-South (Y) Direction <\/td>\n<\/tr>\n
521<\/td>\n9.7.5.2 Beam Compression Summary, North-South (Y) Direction
9.7.6 Beam PM-Interaction Acceptance Criteria (ASCE 41-13 \u00a7 9.5.2.4.2)
9.7.6.1 Second Floor Beam, North-South (Y) Direction <\/td>\n<\/tr>\n
523<\/td>\n9.7.6.2 Beam PM-Interaction Summary, North-South (Y) Direction
9.7.7 Brace Connection Demands (ASCE 41-13 \u00a7 9.5.2.4.1) <\/td>\n<\/tr>\n
524<\/td>\n9.7.7.1 First Story Braces, North-South (Y) Direction <\/td>\n<\/tr>\n
525<\/td>\n9.7.7.2 Brace Connection Demand Summary, North-South (Y) Direction <\/td>\n<\/tr>\n
526<\/td>\n9.7.8 Brace-to-Gusset Weld Capacity (ASCE 41-13 \u00a7 9.5.2.4.1)
9.7.8.1 First Story Braces, North-South (Y) Direction <\/td>\n<\/tr>\n
528<\/td>\n9.7.8.2 Brace Weld Summary, North-South (Y) Direction
9.7.9 Brace Tensile Rupture Capacity (ASCE 41-13 \u00a7 9.5.2.4.1) <\/td>\n<\/tr>\n
529<\/td>\n9.7.9.1 First Story Braces, North-South (Y) Direction <\/td>\n<\/tr>\n
530<\/td>\n9.7.9.2 Brace Tensile Rupture Summary, North-South (Y) Direction
9.7.10 Gusset Plate Block Shear Capacity (ASCE 41-13 \u00a7 9.5.2.4.1)
9.7.10.1 First Story Braces, North-South (Y) Direction <\/td>\n<\/tr>\n
531<\/td>\n9.7.10.2 Gusset Plate Block Shear Summary, North-South (Y) Direction
9.7.11 Whitmore Section Tensile Yielding Capacity (ASCE 41-13 \u00a7 9.5.2.4.1) <\/td>\n<\/tr>\n
532<\/td>\n9.7.11.1 First Story Brace-to-Beam Connection, North-South (Y) Direction <\/td>\n<\/tr>\n
533<\/td>\n9.7.11.2 Whitmore Section Tension Summary, North-South (Y) Direction
9.7.12 Whitmore Section Compression Buckling Capacity (ASCE 41-13 \u00a7 9.5.2.4.1) <\/td>\n<\/tr>\n
534<\/td>\n9.7.12.1 First Story Brace-to-Beam Connection, North-South (Y) Direction <\/td>\n<\/tr>\n
535<\/td>\n9.7.12.2 Whitmore Section Compression Summary, North-South (Y) Direction
9.7.13 Top Gusset Plate Connection Capacity (ASCE 41-13 \u00a7 9.5.2.4.1)
9.7.13.1 First Story Gusset-to-Beam Connection, North-South (Y) Direction <\/td>\n<\/tr>\n
540<\/td>\n9.7.13.2 Top Gusset Plate Summary, North-South (Y) Direction
9.7.14 Beam Web Local Yielding and Crippling Capacity at Top Gusset Plate (ASCE 41-13 \u00a7 9.5.2.4.1)
9.7.14.1 First Story Gusset-to-Beam Connection, North-South (Y) Direction <\/td>\n<\/tr>\n
542<\/td>\n9.7.14.2 Beam Web Summary at Top Gusset Plate, North-South (Y) Direction
9.7.15 Bottom Gusset Plate Connection Capacity (ASCE 41-13 \u00a7 9.5.2.4.1)
9.7.15.1 Second Story Gusset-to-Beam\/Column Connection, North-South (Y) Direction <\/td>\n<\/tr>\n
546<\/td>\n9.7.15.2 Bottom Gusset Plate Connection Summary, North-South (Y) Direction
9.7.16 Beam Web Local Yielding and Crippling Capacity at Bottom Gusset Plate (ASCE 41-13 \u00a7 9.5.2.4.1)
9.7.16.1 Second Story Gusset-to-Beam Connection, North-South (Y) Direction <\/td>\n<\/tr>\n
548<\/td>\n9.7.16.2 Beam Web Summary at Bottom Gusset Plate, North-South (Y) Direction
9.7.17 Column Web Local Yielding and Crippling Capacity at Bottom Gusset Plate (ASCE 41-13 \u00a7 9.5.2.4.1)
9.7.17.1 Second Story Gusset-to-Column Connection, North-South (Y) Direction <\/td>\n<\/tr>\n
549<\/td>\n9.7.17.2 Column Web Summary at Bottom Gusset Plate, North-South (Y) Direction <\/td>\n<\/tr>\n
550<\/td>\n9.7.18 Column Compression Capacity (ASCE 41-13 \u00a7 9.4.2.4.2)
9.7.18.1 First Story Column, North-South (Y) Direction <\/td>\n<\/tr>\n
553<\/td>\n9.7.18.1 Column Compression Summary, North-South (Y) Direction <\/td>\n<\/tr>\n
554<\/td>\n9.7.19 Column Tension Capacity (ASCE 41-13 \u00a7 9.4.2.4.2)
9.7.19.1 First Story Column, North-South (Y) Direction <\/td>\n<\/tr>\n
555<\/td>\n9.7.19.2 Column Tension Summary, North-South (Y) Direction
9.7.20 Column Splice Tension Capacity (ASCE 41-13 \u00a7 9.5.2.4.1)
9.7.20.1 Column Splice at Second Story, North-South (Y) Direction <\/td>\n<\/tr>\n
560<\/td>\n9.7.21 Foundation Capacity and Acceptance Criteria <\/td>\n<\/tr>\n
561<\/td>\n9.7.21.1 Typical North-South (Y) Direction Frame <\/td>\n<\/tr>\n
564<\/td>\n9.7.22 Confirm Applicability of Linear Procedure <\/td>\n<\/tr>\n
565<\/td>\n9.8 Tier 3 Evaluation using Nonlinear Static Procedure (NSP)
9.8.1 General <\/td>\n<\/tr>\n
566<\/td>\n9.8.2 Brace Modeling and Acceptance Criteria (ASCE 41-13 \u00a7 9.5.2.2.2 and \u00a7 9.5.2.4.3)
9.8.2.1 Second Story Brace <\/td>\n<\/tr>\n
573<\/td>\n9.8.3 Beam Modeling and Acceptance Criteria (ASCE 41-13 \u00a7 9.4.3.2.2)
9.8.3.1 Second Story Beams <\/td>\n<\/tr>\n
577<\/td>\n9.8.4 Column Modeling and Acceptance Criteria
9.8.4.1 Second Story Columns <\/td>\n<\/tr>\n
581<\/td>\n9.8.5 Gravity Beam Connection Modeling and Acceptance Criteria <\/td>\n<\/tr>\n
586<\/td>\n9.8.6 Foundation Modeling and Acceptance Criteria (ASCE 41-13 Chapter 8) <\/td>\n<\/tr>\n
590<\/td>\n9.8.7 Pushover Curve and Target Displacement (Flexible-Base Model) <\/td>\n<\/tr>\n
593<\/td>\n9.8.8 Pushover Curve and Target Displacement (Fixed-Base Model) <\/td>\n<\/tr>\n
597<\/td>\nChapter 10: Concrete Shear Wall (C2) with Linear Static Procedure
10.1 Overview <\/td>\n<\/tr>\n
598<\/td>\n10.2 Introduction
10.2.1 Building Description <\/td>\n<\/tr>\n
601<\/td>\n10.2.2 Tier 1 Screening and Mitigation Strategy <\/td>\n<\/tr>\n
602<\/td>\n10.2.3 Seismic Design Parameters and Performance Objective (ASCE 41-13 \u00a7 2.2 and \u00a7 2.4.1) <\/td>\n<\/tr>\n
603<\/td>\n10.2.4 Level of Seismicity (ASCE 41-13 \u00a7 2.5) <\/td>\n<\/tr>\n
604<\/td>\n10.3 Data Collection Requirements (ASCE 41-13 \u00a7 6.2 and \u00a7 10.2) <\/td>\n<\/tr>\n
605<\/td>\n10.4 Linear Static Procedure
10.4.1 Preliminary Pseudo Forces (ASCE 41-13 \u00a7 7.4.1.3.1) <\/td>\n<\/tr>\n
607<\/td>\n10.4.2 Preliminary Story Forces (ASCE 41-13 \u00a7 7.4.1.3.2)
10.4.3 Preliminary Wall Demand (ASCE 41-13 \u00a7 7.4.1.3 and ASCE 41-13 \u00a7 10.7) <\/td>\n<\/tr>\n
609<\/td>\n10.4.4 Preliminary Element DCRs (ASCE 41-13 \u00a7 7.3.1 and ASCE 41-13 \u00a7 10.7)
10.4.4.1 Wall 1 at Level 2, W1F2 <\/td>\n<\/tr>\n
612<\/td>\n10.4.4.2 Wall A at Level 2 (WAF2) <\/td>\n<\/tr>\n
614<\/td>\n10.4.4.3 Wall D at Level 2 (WDF2) <\/td>\n<\/tr>\n
615<\/td>\n10.4.4.4 Wall G at Level 2 (WGF2) <\/td>\n<\/tr>\n
616<\/td>\n10.4.4.5 Gridline D Columns at Basement Supporting Discontinuous Shear Wall <\/td>\n<\/tr>\n
618<\/td>\n10.4.4.6 Summary of Preliminary Element DCRs
10.4.5 Confirm Applicability of Linear Procedure (ASCE 41-13 \u00a7 7.3.1) <\/td>\n<\/tr>\n
620<\/td>\n10.4.6 Pseudo Seismic Force Calculations (ASCE 41-13 \u00a7 7.4.1 and ASCE 41-13 \u00a7 10.7)
10.4.6.1 Transverse Direction <\/td>\n<\/tr>\n
621<\/td>\n10.4.6.2 Longitudinal Direction
10.4.7 Final Pseudo Seismic Forces (ASCE 41-13 \u00a7 7.4.1.3)
10.4.7.1 Transverse Direction <\/td>\n<\/tr>\n
622<\/td>\n10.4.7.2 Longitudinal Direction
10.4.8 Final Wall Demands <\/td>\n<\/tr>\n
624<\/td>\n10.5 Evaluation and Retrofit of Shear Walls (ASCE 41-13 \u00a7 7.5.1 and ASCE 41-13 \u00a7 10.7)
10.5.1 Element m-Factors and Final Element Acceptance Ratios for Shear Walls (ASCE 41-13 \u00a7 7.5.1 and \u00a7 10.7) <\/td>\n<\/tr>\n
625<\/td>\n10.5.1.1 Wall 1 at Level 2, W1F2
10.5.1.2 Wall A at Level 1, WAF2 <\/td>\n<\/tr>\n
627<\/td>\n10.5.1.3 Wall D at Level 2, WDF2
10.5.1.4 Wall G at Level 2, WGF2 <\/td>\n<\/tr>\n
628<\/td>\n10.5.1.5 Summary Element m-factors <\/td>\n<\/tr>\n
629<\/td>\n10.5.2 Acceptance of Columns and Foundation Supporting Discontinuous Shear Wall Gridline D (ASCE 41-13 \u00a7 7.5.2.1 and \u00a7 10.7.1.2)
10.5.2.1 Gridline D Columns at Basement Supporting Discontinuous Shear Wall <\/td>\n<\/tr>\n
632<\/td>\n10.5.2.2 Foundations at Gridline D Columns <\/td>\n<\/tr>\n
634<\/td>\n10.5.2.3 Overturning\/Tension Check at Foundation Gridline D <\/td>\n<\/tr>\n
635<\/td>\n10.5.3 Summary for BSE-2E CP Performance (ASCE 41-13 \u00a7 7.5.2 and \u00a7 10.7) <\/td>\n<\/tr>\n
636<\/td>\n10.5.4 Summary for BSE-1E LS Performance (ASCE 41-13 \u00a7 7.5.2 and ASCE 41-13 \u00a7 10.7) <\/td>\n<\/tr>\n
637<\/td>\n10.6 Rigid Diaphragm Check (ASCE 41-13 \u00a7 7.2.9)
10.6.1 Slab Connection to Concrete Wall D at Level 1 <\/td>\n<\/tr>\n
639<\/td>\n10.6.2 Diaphragm Collector Design
10.6.2.1 Demand on Collectors <\/td>\n<\/tr>\n
640<\/td>\n10.6.2.2 Seismic Force on Collector <\/td>\n<\/tr>\n
641<\/td>\n10.6.2.3 Check Axial Load with spColumn\u00ae:
10.6.3 Check Overall Level 1 Diaphragm <\/td>\n<\/tr>\n
642<\/td>\n10.6.3.1 Flexural Demand on the Level 1 Diaphragm <\/td>\n<\/tr>\n
644<\/td>\n10.6.3.2 Seismic Mitigation
10.7 FRP Design of Existing Concrete Shear Walls at Gridlines 1 and 4 <\/td>\n<\/tr>\n
647<\/td>\n10.8 FRP Design of Columns Supporting Discontinuous Shear Wall Gridline D <\/td>\n<\/tr>\n
651<\/td>\n10.9 Check Non-Contributory Concrete Frames (ASCE 41-13 \u00a7 7.5.1.1 and \u00a7 10.4)
10.9.1 Story Drifts <\/td>\n<\/tr>\n
652<\/td>\n10.9.2 Column Loads <\/td>\n<\/tr>\n
653<\/td>\n10.9.3 Moment and Shear Demands on Secondary Columns <\/td>\n<\/tr>\n
654<\/td>\n10.9.4 Shear- or Flexure-Controlled Existing Columns <\/td>\n<\/tr>\n
656<\/td>\n10.9.5 Column Deformation-Compatibility Moment <\/td>\n<\/tr>\n
657<\/td>\nChapter 11: Concrete Shear Wall (C2) with Nonlinear Static Procedure
11.1 Overview <\/td>\n<\/tr>\n
659<\/td>\n11.2 Three-Dimensional Nonlinear Modeling Approach <\/td>\n<\/tr>\n
661<\/td>\n11.2.1 Modeling Approach for Structural Components <\/td>\n<\/tr>\n
667<\/td>\n11.2.2 Additional Information Required for NSP
11.2.2.1 Nonlinear Constitutive Stress-Strain Relations of Concrete and Reinforcing Steel <\/td>\n<\/tr>\n
672<\/td>\n11.2.2.2 In-Plane Shear Stress-Strain Relations for Reinforced Concrete Shear Walls <\/td>\n<\/tr>\n
673<\/td>\n11.2.2.3 Classification of Diaphragms
11.2.2.4 Modal Properties <\/td>\n<\/tr>\n
675<\/td>\n11.3 Nonlinear Static (Pushover) Analysis <\/td>\n<\/tr>\n
677<\/td>\n11.3.1 Preliminary Analysis for Idealized Force-Displacement Curve (ASCE 41-13 \u00a7 7.4.3.2.4) <\/td>\n<\/tr>\n
679<\/td>\n11.3.2 Coefficients for Calculating Target Displacement
11.3.2.1 Calculation of C0 <\/td>\n<\/tr>\n
680<\/td>\n11.3.2.2 Calculation of \u03bcstrength <\/td>\n<\/tr>\n
681<\/td>\n11.3.2.3 Confirm Applicability of Nonlinear Static Procedure (ASCE 41-13 \u00a7 7.3.2.1 and \u00a7 7.4.3.3.2) <\/td>\n<\/tr>\n
684<\/td>\n11.3.2.4 Calculation of C1
11.3.2.5 Calculation of C2
11.3.3 Preliminary Target Displacement (ASCE 41-13 \u00a7 7.4.3.3) <\/td>\n<\/tr>\n
685<\/td>\n11.3.4 Actual and Accidental Torsional Effects (ASCE 41-13 \u00a7 7.2.3.2) <\/td>\n<\/tr>\n
686<\/td>\n11.3.5 Final Target Displacement (ASCE 41-13 \u00a7 7.4.3.3.2) <\/td>\n<\/tr>\n
688<\/td>\n11.4 Performance Evaluation of Reinforced Concrete Shear Walls
11.4.1 Deformation-Controlled and Force-Controlled Actions for Reinforced Concrete Shear Walls (ASCE 41-13 \u00a7 10.7.2.3) <\/td>\n<\/tr>\n
689<\/td>\n11.4.2 Acceptance Criteria for Shear and Flexural Responses (ASCE 41-13 \u00a7 10.7.2.4.2) <\/td>\n<\/tr>\n
692<\/td>\n11.4.3 LSP and NSP for Evaluating Shear Walls <\/td>\n<\/tr>\n
693<\/td>\n11.5 Performance Evaluation of Reinforced Concrete Columns (ASCE 41-13 \u00a7 10.4.2)
11.5.1 Axial Response <\/td>\n<\/tr>\n
694<\/td>\n11.5.2 Shear Response <\/td>\n<\/tr>\n
697<\/td>\n11.5.3 Flexural Response <\/td>\n<\/tr>\n
701<\/td>\n11.6 Three-Dimensional Explicit Modeling of Foundation Components (ASCE 41-13 \u00a7 8.4.2) <\/td>\n<\/tr>\n
702<\/td>\n11.6.1 Modeling Foundation Flexibility <\/td>\n<\/tr>\n
706<\/td>\n11.6.2 Modeling Foundation Capacity <\/td>\n<\/tr>\n
708<\/td>\n11.7 Kinematic Interaction and Radiation Damping Soil-Structure Interaction Effects (ASCE 41-13 \u00a7 8.5)
11.7.1 Base Slab Averaging <\/td>\n<\/tr>\n
709<\/td>\n11.7.2 Embedment <\/td>\n<\/tr>\n
710<\/td>\n11.7.3 Target Displacement Considering Kinematic Interaction Effects <\/td>\n<\/tr>\n
711<\/td>\n11.7.4 Foundation Damping Soil-Structure Interaction Effects <\/td>\n<\/tr>\n
719<\/td>\n11.7.5 Shear Wall Performance Evaluated Using Flexible-Base Building Model Considering Soil-Structure Interaction Effects <\/td>\n<\/tr>\n
721<\/td>\nChapter 12: Unreinforced Masonry Bearing Wall (URM) with Special Procedure
12.1 Overview <\/td>\n<\/tr>\n
723<\/td>\n12.2 Building Description <\/td>\n<\/tr>\n
726<\/td>\n12.3 Dead Loads and Seismic Weight <\/td>\n<\/tr>\n
728<\/td>\n12.4 Live Loads <\/td>\n<\/tr>\n
729<\/td>\n12.5 Spectral Response Acceleration Parameters
12.6 Tier 1 Screening (ASCE 41-13 \u00a7 4.3 \u2013 \u00a7 4.5) <\/td>\n<\/tr>\n
733<\/td>\n12.7 Special Procedure Evaluation and Retrofit Overview (ASCE 41-13 \u00a7 15.2) <\/td>\n<\/tr>\n
734<\/td>\n12.8 Condition of Materials (ASCE 41-13 \u00a7 15.2.2.1) <\/td>\n<\/tr>\n
735<\/td>\n12.9 In-Place Shear Testing (ASCE 41-13 \u00a7 15.2.2.2) <\/td>\n<\/tr>\n
740<\/td>\n12.10 Masonry Strength (ASCE 41-13 \u00a7 15.2.2.3) <\/td>\n<\/tr>\n
742<\/td>\n12.11 Diaphragm Evaluation (ASCE 41-13 \u00a7 15.2.3.2) <\/td>\n<\/tr>\n
753<\/td>\n12.12 In-Plane Demand on Shear Walls (ASCE 41-13 \u00a7 15.2.3.3.1) <\/td>\n<\/tr>\n
757<\/td>\n12.13 In-Plane Capacity of Shear Walls (ASCE 41-13 \u00a7 15.2.3.3.2 and \u00a7 15.2.3.3.3) of a Wall with Sufficient Capacity <\/td>\n<\/tr>\n
759<\/td>\n12.13.1 Second Story Side Walls <\/td>\n<\/tr>\n
761<\/td>\n12.13.2 First Story Side Walls <\/td>\n<\/tr>\n
762<\/td>\n12.14 In-Plane Capacity of Shear Walls (ASCE 41-13 \u00a7 15.2.3.3.2 and \u00a7 15.2.3.3.3) of a Wall without Sufficient Capacity <\/td>\n<\/tr>\n
764<\/td>\n12.15 Retrofit of a Wall with Insufficient Capacity Using Shotcrete <\/td>\n<\/tr>\n
767<\/td>\n12.15.1 Method #1 <\/td>\n<\/tr>\n
769<\/td>\n12.15.2 Methods #2 and #3 <\/td>\n<\/tr>\n
772<\/td>\n12.15.3 Shotcrete Wall Design <\/td>\n<\/tr>\n
777<\/td>\n12.16 Out-of-Plane URM Wall Checks and Strengthening (ASCE 41-13 \u00a7 15.2.3.4) <\/td>\n<\/tr>\n
781<\/td>\n12.16.1 Brace Design <\/td>\n<\/tr>\n
785<\/td>\n12.16.2 Parapet Evaluation <\/td>\n<\/tr>\n
786<\/td>\n12.16.3 Brace Top and Bottom Connection Design <\/td>\n<\/tr>\n
789<\/td>\n12.17 Wall Tension Anchorage Retrofit Design <\/td>\n<\/tr>\n
797<\/td>\n12.18 Wall Shear Transfer Retrofit Design <\/td>\n<\/tr>\n
801<\/td>\n12.19 Summary of Special Procedure Retrofit Measures <\/td>\n<\/tr>\n
802<\/td>\n12.20 Additional Areas of Revision in ASCE 41-17 <\/td>\n<\/tr>\n
803<\/td>\nChapter 13: Unreinforced Masonry Bearing Wall (URM) with Tier 3 Procedure
13.1 Overview <\/td>\n<\/tr>\n
804<\/td>\n13.2 Introduction to Tier 3 Evaluation and Retrofit <\/td>\n<\/tr>\n
805<\/td>\n13.3 Condition of Materials (ASCE 41-13 \u00a7 11.2.2) <\/td>\n<\/tr>\n
808<\/td>\n13.4 In-Place Shear Testing (ASCE 41-13 \u00a7 11.2.3)
13.5 Expected Masonry Strength for Bed-Joint Sliding (ASCE 41-13 \u00a7 11.2.3.6) <\/td>\n<\/tr>\n
811<\/td>\n13.6 In-plane Capacity (ASCE 41-13 \u00a7 11.3.2.2) and Demand (ASCE 41-13 \u00a7 7.4.1) of Shear Walls with Linear Static Procedure <\/td>\n<\/tr>\n
812<\/td>\n13.6.1 Procedure Using m-Factors in ASCE 41-13 Table 11-3
13.6.1.1 Determination of Capacity <\/td>\n<\/tr>\n
817<\/td>\n13.6.1.2 Determination of Demand <\/td>\n<\/tr>\n
822<\/td>\n13.6.2 Procedure without Considering the Alternative Pier Height Effect and Wall Flanges
13.6.2.1 Determination of Capacity <\/td>\n<\/tr>\n
829<\/td>\n13.6.2.2 Determination of Demand <\/td>\n<\/tr>\n
832<\/td>\n13.6.2.3 Determination of Acceptance Ratio <\/td>\n<\/tr>\n
835<\/td>\n13.6.3 Procedure Considering the Alternative Pier Height Effect and Ignoring the Effect of Wall Flanges <\/td>\n<\/tr>\n
837<\/td>\n13.6.3.1 Determination of Capacity <\/td>\n<\/tr>\n
841<\/td>\n13.6.3.2 Determination of Demand <\/td>\n<\/tr>\n
844<\/td>\n13.6.4 Procedure Considering the Alternative Pier Height Effect and Wall Flanges
13.6.4.1 Determination of Capacity <\/td>\n<\/tr>\n
848<\/td>\n13.6.4.2 Determination of Demand <\/td>\n<\/tr>\n
852<\/td>\n13.6.5 Comparison of 13.6.2, 13.6.3, 13.6.4 and the Special Procedure <\/td>\n<\/tr>\n
853<\/td>\n13.6.6 LSP Limitations per ASCE 41-13 \u00a7 7.3.1.1 <\/td>\n<\/tr>\n
856<\/td>\n13.7 Evaluation of Existing Floor and Roof Diaphragms <\/td>\n<\/tr>\n
859<\/td>\n13.7.1 In-Plane Shear Demand on Wood Diaphragms <\/td>\n<\/tr>\n
861<\/td>\n13.7.2 In-Plane Shear Capacity of Wood Diaphragms <\/td>\n<\/tr>\n
862<\/td>\n13.7.3 Acceptance of In-Plane Shear of Wood Diaphragms <\/td>\n<\/tr>\n
864<\/td>\n13.7.4 Retrofit of Wood Diaphragms <\/td>\n<\/tr>\n
865<\/td>\n13.8 Evaluation of Unreinforced Masonry Walls Subject to Out-of-Plane Actions (ASCE 41-13 \u00a711.3.3) <\/td>\n<\/tr>\n
875<\/td>\nAppendix A: Other Resources <\/td>\n<\/tr>\n
877<\/td>\nAppendix B: Changes from ASCE 41-06 to ASCE 41-13
B.1 Chapter 1 General Requirements
B.2 Chapter 2 Performance Objectives and Seismic Hazards <\/td>\n<\/tr>\n
879<\/td>\nB.3 Chapter 3 Evaluation and Retrofit Requirements
B.4 Chapter 4 Tier 1 Screening
B.5 Chapter 5 Tier 2 Deficiency-Based Evaluation and Retrofit <\/td>\n<\/tr>\n
880<\/td>\nB.6 Chapter 6 Systematic Evaluation and Retrofit
B.7 Chapter 7 Analysis Procedures and Acceptance Criteria <\/td>\n<\/tr>\n
881<\/td>\nB.8 Chapter 8 Foundations and Geologic Site Hazards
B.9 Chapter 9-12 Material Specific Chapters <\/td>\n<\/tr>\n
883<\/td>\nReferences <\/td>\n<\/tr>\n
895<\/td>\nGlossary <\/td>\n<\/tr>\n
917<\/td>\nSymbols <\/td>\n<\/tr>\n
935<\/td>\nProject Participants <\/td>\n<\/tr>\n
940<\/td>\nCatalog No. 1879-1 <\/td>\n<\/tr>\n<\/table>\n","protected":false},"excerpt":{"rendered":"

P-2006 Example Application Guide for ASCE\/SEI 41-13 Seismic Evaluation and Retrofit of Existing Buildings with Additional Commentary for ASCE\/SEI 41-17<\/b><\/p>\n\n\n\n\n
Published By<\/td>\nPublication Date<\/td>\nNumber of Pages<\/td>\n<\/tr>\n
FEMA<\/b><\/a><\/td>\n2018<\/td>\n940<\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n","protected":false},"featured_media":380704,"template":"","meta":{"rank_math_lock_modified_date":false,"ep_exclude_from_search":false},"product_cat":[2743],"product_tag":[],"class_list":{"0":"post-380700","1":"product","2":"type-product","3":"status-publish","4":"has-post-thumbnail","6":"product_cat-fema","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\/380700","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\/380704"}],"wp:attachment":[{"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/media?parent=380700"}],"wp:term":[{"taxonomy":"product_cat","embeddable":true,"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product_cat?post=380700"},{"taxonomy":"product_tag","embeddable":true,"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product_tag?post=380700"}],"curies":[{"name":"wp","href":"https:\/\/api.w.org\/{rel}","templated":true}]}}