Evaluation of Contemporary Design of 

Reinforced Concrete Lateral Resisting 

Systems using Current Performance 

Objective Assessment Criteria

Travis Welt

NISTIR 
NISTIR 7766

Evaluation of Contemporary Design of 

Reinforced Concrete Lateral Resisting 

Systems using Current Performance 

Objective Assessment Criteria

Travis Welt

National Earthqake Hazards

Reduction Program Office 

August, 2010

U.S. Department of Commerce

Gary Locke, Secretary

National Institute of Standards and Technology

Patrick D. Gallagher, Director
iii

ABSTRACT

Seismic design and assessment methods for structures vary in approach. This pilot investigation 

thoroughly examines the correlation between ASCE/SEI 7-10, Minimum Design Loads on Buildings and 

Other Structures, design methods and ASCE/SEI 41-06, Seismic Rehabilitation of Existing Buildings, 

assessment methods. The project focuses on reinforced concrete buildings composed of ‘Special 

Reinforced Concrete Moment Resisting Frames’ and ‘Special Reinforced Concrete Shear Walls’. A 

primary goal of this pilot project is to identify typical inconsistencies or modeling issues for a single 

building, to provide a guide for the larger and more comprehensive parent investigation. A full seismic 

design of an archetype structure, using ASCE/SEI 7-10 is completed using both the Equivalent Lateral 

Force method (for drift) and the Modal Response Spectrum Analysis method (for strength).

Assessment methods in ASCE/SEI 41-06 include linear and nonlinear procedures. Linear procedures 

model components as perfectly elastic, while approximating nonlinear stress-strain behavior through 

the use of global stiffness reduction factors. Typically, these methods provide conservative but simple 

approximations of component behavior. Nonlinear methods incorporate the use of stress-strain 

relationships beyond the elastic limit, capturing more accurately the nonlinear behavior of a material. 

Although not exact, this approximation typically provides a more accurate representation of overall 

system behavior.

Using these linear and nonlinear methods prescribed in ASCE/SEI 41-06, the archetype structure was 

found to exhibit a large number of component failures, both in flexure and shear. Linear methods, static 

and dynamic, yielded the highest percentage of failures, indicating notable inconsistencies between 

design and assessment methods. Additionally, analysis using nonlinear dynamic analysis, based on 

ASCE/SEI 41-06 parameters, results in a 50% collapse rate, with respect to time history records, at the 

collapse prevention seismic hazard level. In a practical design situation, these results would require the 

structure to be either redesigned or retrofitted, and reevaluated. The findings of this pilot investigation 

indicate the need for further, larger scale evaluation of design and assessment methods for various 

structure layouts and types.
iv

EXECUTIVE SUMMARY

Modern seismic design is strictly governed by building code requirements, such as those found in 

ASCE/SEI 7-10, Minimum Design Loads for Buildings and Other Structures. Similarly, modern seismic 

assessment of existing buildings (and seismic rehabilitation) is governed by requirements found in 

ASCE/SEI 41-06, Seismic Rehabilitation of Existing Buildings. However, few studies have examined the 

agreement between code requirements for design and assessment. The following report is a pilot 

investigation into the correlation between design and assessment methods for reinforced concrete 

lateral systems. The report focuses on ‘Special Reinforced Concrete Moment Resisting Frames’ and 

‘Special Reinforced Concrete Shear Walls’. The parent project aims to relate design and assessment for a 

broad spectrum of building layouts and heights, for both reinforced concrete and structural steel lateral 

resisting systems.

The first phase of the project involves familiarization with all pertinent design and assessment codes and 

methods, as well as a review of related research. During this process, design and assessment 

spreadsheets are developed to maintain efficiency throughout the project. 

The second phase of the project includes a full seismic design of an archetype structure using ASCE/SEI 

7-10 provisions. The structure is composed of ‘Special Reinforced Concrete Moment Resisting Frames’ in 

one orthogonal direction, with ‘Special Reinforced Concrete Shear Walls’ in the other. The building is 

analyzed for drift using the Equivalent Lateral Force method, and analyzed for strength using the Modal 

Response Spectrum Analysis method, both as prescribed in ASCE/SEI 7-10. As the lateral systems in use 

are primarily reserved for regions with higher seismicity, Seismic Category D is assigned to the structure. 

Additionally, the pilot project focuses on the upper-bound, or DMAX, seismic hazard; the parent project 

will encompass both DMAX and DMIN seismic hazards. Wind analysis is also performed to ensure that 

seismic actions govern the behavior of the structure.

Lastly, the archetype structure is assessed under ASCE/SEI 41-06 provisions. Within ASCE/SEI 41-06, 

various earthquake hazards, based on probability of exceedance, are used to assess the structure for 

varying levels of damage. These hazards, called performance objectives, include Immediate Occupancy, 

Life Safety, and Collapse Prevention. Immediate Occupancy relates to minor and repairable structural 

damage, which does not prevent immediate re-occupancy of the building. Life Safety involves repairable 

structural damage to the building, with the possibility for typically non-life-threatening injuries. Lastly, 

Collapse Prevention refers to major structural damage, and typically imminent collapse. Often times, 

structural damage at the collapse prevention level cannot be practically repaired.

ASCE/SEI 41-06 provides four different methods for assessment of existing buildings. These methods 

include the linear static procedure, the linear dynamic procedure, the nonlinear static procedure, and 

the nonlinear dynamic procedure. Linear methods are based on elastic theory of materials. In general, 

stiffness reduction factors are used to approximate nonlinearities in a system. These procedures are 

typically more conservative, but also provide a simple and functional model of the system. Nonlinear 
v 

methods are based on the full stress-strain relationships of specific materials. Nonlinear modeling 

includes stress-strain relationships beyond the elastic limit, and therefore can capture strain-hardening 

and strain-softening effects. Static methods employ the use of pseudo-lateral forces, similar to the 

Equivalent Lateral Force method in ASCE/SEI 7-10, as well as pushover analysis for the nonlinear static 

procedure. These methods are typically a conservative approximation of the behavior of the structure 

during a seismic event. Conversely, dynamic methods use response spectrum analysis and time history 

analysis, both of which more accurately represent the seismic demands on a structure through inertial 

forces. As this investigation aims to correlate design and assessment as a whole, all four methods are 

evaluated.

The results of this investigation indicate inconsistencies between seismic design and assessment. 

Specifically, the use of linear procedures results in flexural and shear failures in both the moment frames 

and the shear walls. These failures are likely due to the variance in modeling and analysis between 

design and assessment. For example, stiffness reduction factors are much lower using ASCE/SEI 41-06. 

This leads to larger deformations, and as a result, larger demands. Additionally, the actions on the 

structure are much higher using ASCE/SEI 41-06. ASCE/SEI 41-06 adjusts component capacities to 

account for ductility, where ASCE/SEI 7-10 reduces actions based on ductility of the system. Although 

this poses difficulties for comparison, the results of this investigation do indicate differences in the end 

result.

Nonlinear methods yielded fewer failures, although under these procedures the archetype structure 

does not satisfy all ASCE/SEI 41-06 requirements. Additionally, nonlinear dynamic analysis yielded a 50% 

collapse rate (in terms of time history records) at the collapse prevention performance objective. As a 

result, in a practical situation, the archetype structure would require redesign.

It is important to pursue further evaluation of design and assessment methods. This pilot investigation 

was successful in locating notable discrepancies between the two methods, which should be examined 

on a large scale, as is intended in the parent project. Specifically, the linear procedures appear to be 

overly conservative, yielding high rates of component failures. Nonlinear procedures, however, are also 

worthy of further review for comparison, as a number of catastrophic failures occurred as a result of 

these methods.
vi

ACKNOWLEDGEMENTS

This project was financially supported through an ongoing parent project, Assessment of First 

Generation Performance-Based Seismic Design Methods for New Concrete Buildings, at the National 

Institute of Standards and Technology (NIST), Building and Fire Research Laboratory. Throughout the 

investigation, immediate guidance and support was provided by Dr. Jeff Dragovich and Dr. Jack Hayes, 

both members of the National Earthquake Hazards Reduction Program (NEHRP) at NIST. Additionally, 

academic advising and oversight was provided by Dr. Larry Fahnestock of the Civil and Environmental 

Engineering Department at the University of Illinois at Urbana-Champaign. I would like to thank each of 

them for their advice and suggestions throughout this duration of this project. This project was only 

made possible through their invaluable contributions.
1 

TABLE OF CONTENTS

List of Figures ________________________________________________________________ 2

List of Tables_________________________________________________________________ 3

1. Introduction _____________________________________________________________ 4

2. Archetype Structure Analysis and Design ______________________________________ 4

2.1. Seismic Hazard Definition and Design Criteria _____________________________________ 4

2.2. Structural Layout and Configuration _____________________________________________ 6

2.3. Analysis Methodology ________________________________________________________ 7

2.3.1. Equivalent Lateral Force Method ____________________________________________________ 8

2.3.2. Modal Response Spectrum Analysis Method __________________________________________ 10

2.3.3. Redundancy Factor_______________________________________________________________ 11

2.3.4. P-Delta Effects __________________________________________________________________ 12

2.4. Archetype Structure Design Modeling __________________________________________ 12

2.4.1. Structural Component Modeling ____________________________________________________ 12

2.4.2. Mass Modeling __________________________________________________________________ 13

2.5. Lateral System Design _______________________________________________________ 14

2.5.1. Special Reinforced Concrete Moment Resisting Frame Design ____________________________ 15

2.5.2. Special Reinforced Concrete Shear Wall Design ________________________________________ 20

3. Archetype Structure Assessment ____________________________________________ 24

3.1. Performance Objectives and Seismic Hazard Definitions____________________________ 24

3.1.1. Response Spectrum ______________________________________________________________ 24

3.1.2. Time Histories___________________________________________________________________ 25

3.2. Linear Procedures___________________________________________________________ 26

3.2.1. Linear Static Procedure ___________________________________________________________ 27

3.2.2. Linear Dynamic Procedure_________________________________________________________ 31

3.3. Nonlinear Procedures________________________________________________________ 35

3.3.1. Nonlinear Static Procedure ________________________________________________________ 37

3.3.2. Nonlinear Dynamic Procedure______________________________________________________ 42

4. Conclusions and Future Research Needs ______________________________________ 51

4.1. Conclusions________________________________________________________________ 51

4.2. Further Research ___________________________________________________________ 51

5. References______________________________________________________________ 53

6. Appendices _____________________________________________________________ 54
2 

LIST OF FIGURES

Figure 1. ASCE/SEI 7-10 Design Earthquake Response Spectrum for Seismic Design Category D ............... 5

Figure 2. Archetype Structure Floor Framing Plan........................................................................................ 7

Figure 3. Archetype Structure Story Drift Ratios ........................................................................................10

Figure 4. Archetype Structure Story Deflections........................................................................................10

Figure 5. Story Shear Comparison between ELF and MRSA Method .........................................................11

Figure 6. Story Shear Comparison between Seismic and Wind Demands..................................................14

Figure 7. Typical Moment Frame Elevation ................................................................................................16

Figure 8. Typical Moment Frame Bay Reinforcing Layout..........................................................................17

Figure 9. Typical Moment Frame Demand Capacity Ratios........................................................................18

Figure 10. Moment Frame Beam Reinforcing Schedule .............................................................................19

Figure 11. Moment Frame Column Transverse Reinforcing Schedule .......................................................19

Figure 12. Exterior Shear Wall Design Elevation.........................................................................................21

Figure 13. Interior Shear Wall Design Elevation .........................................................................................22

Figure 14. Exterior (A) and Interior (B) Shear Wall Demand Capacity Ratios.............................................23

Figure 15. ASCE/SEI 41-06 Performance Objective Response Spectrums..................................................25

Figure 16. Time History Record Scaling.......................................................................................................26

Figure 17. LSP Failure Elevation for Moment Frames at the IO Performance Objective............................29

Figure 18. Moment Frame Elevation Key for LSP and LDP Failures............................................................30

Figure 19. LSP Failure Elevation for Exterior (A) and Interior (B) Shear Walls at the IO Performance 

Objective.....................................................................................................................................................30

Figure 20. Shear Wall Elevation Key for LSP and LDP Failures....................................................................31

Figure 21. LDP (Response Spectrum) Failure Elevation for Moment Frames at the IO Performance 

Objective.....................................................................................................................................................33

Figure 22. LDP (Time History Analysis) Failure Elevation for Moment Frames at the IO Performance 

Objective.....................................................................................................................................................34

Figure 23. LDP (Response Spectrum) Failure Elevation for Exterior (A) and Interior (B) Shear Walls at the 

IO Performance Objective...........................................................................................................................35

Figure 24. Typical Force-Displacement Curve for Reinforced Concrete.....................................................36

Figure 25. Pushover Curve for Moment Frames.........................................................................................38

Figure 26. Pushover Curve for Exterior and Interior Shear Walls...............................................................38

Figure 27. NSP Moment Frame Hinge Behavior (CP Objective)..................................................................40

Figure 28. NSP Exterior Shear Wall Hinge Behavior (CP Objective)............................................................41

Figure 29. NSP Interior Shear Wall Hinge Behavior (CP Objective) ............................................................42

Figure 30. Bottom of Column Plastic Hinge Rotations................................................................................44

Figure 31. Top of Column Plastic Hinge Rotations......................................................................................45

Figure 32. Positive Flexure Plastic Hinge Rotations in Beams ....................................................................47

Figure 33. Negative Flexure Plastic Hinge Rotations in Beams...................................................................48

Figure 34. Collapse Mechanism for Moment Frame (Record CP 11)..........................................................49

Figure 35. Exterior Shear Wall Plastic Hinge Rotations ..............................................................................50
3 

Figure 36. Interior Shear Wall Plastic Hinge Rotations...............................................................................50

LIST OF TABLES

Table 1. DMAX Seismic Hazard Parameters..................................................................................................... 5

Table 2. Building Uses and Live Loads........................................................................................................... 6

Table 3. Horizontal and Vertical Irregularities.............................................................................................. 8

Table 4. Stiffness Reduction Factors for Structural Modeling ....................................................................13

Table 5. Performance Objective Seismic Hazards.......................................................................................24

Table 6. ASCE/SEI 41-06 Stiffness Reduction Factors .................................................................................26

Table 7. Linear Static Procedure and Design Base Shears..........................................................................27

Table 8. Linear Dynamic Procedure (Response Spectrum Analysis) and Design Base Shears....................31

Table 9. Linear Dynamic Procedure (Time History Analysis) and Design Base Shears ...............................32

Table 10. Target Displacements for Lateral Systems..................................................................................39

Table 11. Nonlinear Static Procedure and Design Base Shears..................................................................39

Table 12. Nonlinear Dynamic Procedure and Design Base Shears.............................................................43

Table 13. Time History Records causing Collapse Mechanisms..................................................................43
4 

1. INTRODUCTION

Seismic analysis of buildings plays an integral role in modern structural engineering practice. Such 

analyses can be applied to design, rehabilitation, and assessment, amongst others uses. However, the 

method with which seismic analysis is used in these applications varies. Specifically, methods with which 

new buildings are designed to resist seismic motions differ from those used to assess existing buildings. 

The following report outlines an investigation in which an archetype structure, designed using 

contemporary methods governed by ASCE/SEI 7-10, Minimum Design Loads for Buildings and Other 

Structures (ASCE, 2010), is assessed for compliance with assessment criteria prescribed by ASCE/SEI 41-

06, Seismic Rehabilitation of Existing Buildings, (ASCE, 2006). 

This project is a pilot investigation for a larger ongoing project. The parent investigation aims to evaluate 

archetypal structures of various heights and layouts, including both reinforced concrete and structural 

steel buildings. This pilot investigation helps to provide a guide through the entire process for the large 

scale project, surfacing areas of concern and possibilities for increased efficiency.

Specifically, this investigation examines reinforced concrete structures, composed of commonly used 

lateral resisting systems; reinforced concrete moment frames and reinforced concrete shear walls will 

be evaluated. In order to practically evaluate the archetype structure, an upper-bound seismic hazard is 

used for design and assessment. In regions of such high seismicity, codes require that reinforced 

concrete structures adhere to strict detailing requirements. These requirements are implemented in 

“Special Reinforced Concrete Moment Frames” and “Special Reinforced Concrete Shear Wall”, as 

defined in ASCE/SEI 7-10. This report focuses solely on these lateral resisting systems in its evaluation.

Prior to the design phase, a detailed review and familiarization with current design practices was 

completed. For this purpose, the design example in Chapter 7 of FEMA P752, NEHRP Recommended 

Provisions: Design Examples, (FEMA, In-Print), was thoroughly completed. This process ensures that 

every detail of design, prescribed in either ASCE/SEI 7-10 or ACI 318-08, Building Code Requirements for 

Structural Concrete and Commentary, (ACI, 2008), is understood and implemented correctly. During this 

phase of the project, a design spreadsheet is developed for use in design of the archetype structure, 

using Microsoft Excel. Similarly, prior to the assessment phase of the project, a comprehensive review 

and familiarization of assessment methods in ASCE/SEI 41-06 was completed. An assessment 

spreadsheet is also developed using Microsoft Excel to maintain efficiency during the actual assessment 

phase.

2. ARCHETYPE STRUCTURE ANALYSIS AND DESIGN

2.1. Seismic Hazard Definition and Design Criteria

Development of Seismic Hazard for the archetype structure considers documentation within FEMA 

P695, NEHRP Quantification of Building Seismic Performance Factors, (FEMA, 2009), which uses

probabilistic regions of Maximum Considered Earthquake (MCE) ground motions, as defined in ASCE/SEI 
5 

7-10 Section 21.2. FEMA P695 also provides lower and upper bounds on the short-period and 1-second 

spectral response accelerations, SS and S1. The investigation is limited to the upper bound ground 

motions (denoted Dmax). The archetype structure is not located in a specific region, and therefore is 

assigned to Site Class D as required in ASCE/SEI 7-10 Section 11.4.2. Design parameters are calculated 

using ASCE/SEI 7-10 Chapter 11 methods, calculations for which are located in Appendix A. Table 1

shows the Seismic Hazard for the archetype structure.

Table 1. DMAX Seismic Hazard Parameters

Design Category SS (g) S1 (g) SDS (g) SD1 (g)

DMAX 1.50 .60 1.00 .60

As permitted in ASCE/SEI 7-10 Section 12.6, both Equivalent Lateral Force (ELF) and Modal Response 

Spectrum Analysis (MRSA) are used in the design of the archetype structure. Development of the 

Response Spectrum conforms to ASCE/SEI 7-10 Section 11.4.5. Figure 1 shows the calculated response 

spectrum corresponding to DMAX design parameters. 

Figure 1. ASCE/SEI 7-10 Design Earthquake Response Spectrum for Seismic Design Category D

The archetype structure, although simplified, is intended to emulate a multi-story mixed use (retail and 

office) building, with basement parking levels. Corresponding live loads conform to ASCE/SEI 7-10 Table 

4-1. A typical cladding load of 15 PSF (vertical) is applied to at the perimeter of the structure. Table 2

shows the uses and super-imposed loads for each level in the archetype structure. Wind loads are also 

considered in the design, using a 3-second gust speed of 115 mph at an Exposure Category C. These 

parameters are representative of typical upper-bound, non-hurricane zone wind speeds. ASCE/SEI 7-10 

Figure 26.5-1A provides guidance for obtaining such 3-second gust wind speeds.

0

0.2

0.4

0.6

0.8

1

1.2

0 1 2 3 4 5 6

Spectral Acceleration, Sa (g)

Period (s)
6 

Table 2. Building Uses and Live Loads

Level Use Live Load (PSF) Partition/Roofing 

Load (PSF)

M/E/P/Ceiling 

Load (PSF)

Roof - 20 10 10

Level 08 Office 50 15 10

Level 07 Office 50 15 10

Level 06 Office 50 15 10

Level 05 Office 50 15 10

Level 04 Office 50 15 10

Level 03 Office 50 15 10

Level 02 Office 50 15 10

Level 01 Retail 100 15 10

Level A Parking 40 15 10

Level B Parking 40 15 10

2.2. Structural Layout and Configuration

The layout of the archetype structure is the result of maintaining simplicity while ensuring modern

design practices. In order to provide simplicity, a rectangular floor plan with orthogonal lateral resisting 

systems is used. In addition, the lateral resisting systems do not share common components, eliminating 

the need for concurrent lateral loading requirements. During the initial design phase, multiple floor plan 

options are reviewed by licensed professional engineers to ensure a practical design. Additionally, 

specific layout details such as bay widths, story heights, and preliminary sizes are chosen to closely 

resemble previously peer reviewed structures. Both FEMA P752 and Haselton (2006), Assessing Seismic 

Collapse Safety of Modern Reinforced Concrete Moment-Frame Buildings, are used for this purpose. 

Figure 2 shows the final floor plan layout for the archetype structure. 

The finalized layout is composed of two perimeter lines of Special Reinforced Concrete Moment 

Resisting Frames in the East-West (E-W) direction, and 4 full height Special Reinforced Concrete Shear 

Walls in the North-South (N-S) direction. Interior and exterior columns not acting as part of the lateral 

systems are designed to resist gravity loads only. Interior beams are designed to resist gravity loads only, 

and are configured to provide a one-way slab system with a 4-1/2 inch thick slab spanning 10 feet. 

Throughout the structure, beams acting as part of the moment-resisting frame are 24 inches wide by 32 

inches deep, while the interior beams are 16 inches wide by 20 inches deep. Columns throughout the 

structure are 28 inches square. The shear walls are 16 inches thick, with columns acting as boundary 

elements on each side of each wall. All structural reinforced concrete members use normal weight

concrete with f’c of 5000 PSI and ASTM A615 reinforcing steel.
7 

Figure 2. Archetype Structure Floor Framing Plan

2.3. Analysis Methodology

In modern building design, there are three analysis methods used to determine the seismic behavior of 

a structure. As noted in ASCE/SEI 7-10, these methods include the Equivalent Lateral Force (ELF) 

method, the Modal Response Spectrum Analysis (MRSA) method, and the Time History Analysis (THA) 

method. Additionally, ASCE/SEI 7-10 permits the use of auxiliary rational analysis methods, however 

such methods are out of the scope of this project. ASCE/SEI 7-10 Table 12.6-1 provides guidance on

analysis procedure selection. In general, this selection is based on seismic design category, structural 

system, dynamic properties, and structural regularity. 

Table 3 lists the horizontal and vertical irregularities in the archetype structure in accordance with 

ASCE/SEI 7-10 Table 12.3-1 and Table 12.3-2. In order to exclusively use the ELF method, the structure 

must not exhibit specific structural irregularities, and also must meet size limitations. The archetype 

structure exceeds the 2 story (above grade) requirement, but is within the 160 foot height restriction. As 

shown in Table 3, no irregularities exist in the structure, and therefore it is permissible by code to design 

the structural using only the ELF method. However, as the ELF method typically results in conservative 

designs, this research will use both the ELF method and the MRSA method in order to produce a more 
8 

efficient design. The THA method also provides a more representative analysis model of ground 

motions, however due to the simplicity of the structure, this method would be unlikely to produce a 

largely more efficient design when compared with the MRSA method.

Table 3. Horizontal and Vertical Irregularities

Horizontal Irregularities Existence Vertical Irregularities Existence

1a. Torsional No1 1a. Stiffness-Soft Story No1

1b. Extreme Torsional No1 1b. Stiffness-Extreme Soft Story No1

2. Reentrant Corner No 2. Weight (Mass) No1

3. Diaphragm Discontinuity No 3. Vertical Geometric No

4. Out-of-Plane Offset No 4. In-Plane Discontinuity No

5. Nonparallel System No 5a. Weak Story No1

- 5b. Extreme Weak Story No1

1. Reference Appendix A for supporting calculations

ASCE/SEI 7-10 also provides load combination requirements for seismic design. Pertinent combinations 

include:

• (1.2 + 0.2SDS)D + ρQE + 0.5L

• (0.9 – 0.2 SDS)D + ρQE

Where, 

• SDS = Short-period design spectral acceleration

• SD1 = 1-second design spectral acceleration

• D = Dead Load

• L = Live Load

• QE = Effect of horizontal seismic forces

• ρ = Redundancy Factor

2.3.1. Equivalent Lateral Force Method

The general process of the ELF method includes calculating equivalent lateral static forces that represent 

the inertial forces that a structure would experience during a seismic event. These forces are derived 

using a seismic response coefficient, based on seismic design parameters, that is applied to the seismic 

weight of the structure. This overall base shear is then distributed vertically based on the distribution of 

seismic weight at each level. The structure must be able to resist seismic forces in any direction, and 

therefore typically the ELF distribution is applied in both orthogonal directions. If orthogonal lateral 

resisting systems share components, concurrent loading is required. For this investigation, the structure 

was not analyzed for strength using the ELF method, as a more efficient design can typically be obtained 

by using the MRSA method. However, as required by ASCE/SEI 7-10, the ELF method is used in 

calculating maximum drifts. Calculations concerning the equivalent lateral static loads and distributions 

can be found in Appendix A. 
9 

As noted in ASCE/SEI 7-10 Section 12.12.1, story drifts and displacements may be calculated using either 

the ELF or MRSA methods. However, as drifts and displacements are of high importance to the integrity 

of a structure, the ELF method is used to provide a conservative approximation. In order to calculate 

these deformations, both inherent and accidental torsion must be accounted for in the model. Inherent 

torsion is that torsion which comes from forces acting through the center of mass of the structure being 

resisted by forces located at the center of rigidity. As the archetype structure is symmetric in both 

directions, there is no inherent torsion. Accidental torsion typically is caused by a number of factors, 

most commonly the variance in propagation of seismic waves, and the unlikelihood of a perfectly 

constructed symmetric structure. Accidental torsion is accounted for by applying a torsion equal to a 5% 

eccentricity of shear loading, to the center of mass of the structure. Calculations concerning torsional 

effects can be found in Appendix A. 

The results of the model, including the effects of torsion, are used to calculate the existence of torsional 

irregularities, as well as any required accidental torsion amplification. If amplification is required, the 

model must be analyzed again for finalized deformations. This process theoretically can be iterated a 

large number of times until the amplification factor converges to unity, however typical design practice 

implements only one iteration. Additionally, if design uses the MRSA method, drifts are required to be 

scaled by 85% of the ratio of the ELF base shear to the MRSA base shear. This is required only if the 

MRSA base shear is less than 85% of the ELF base shear. Finally, drifts must be multiplied by the 

deflection amplification factor, which is based on the lateral system type. For the archetype structure, 

drift ratios are limited to 2%, as required by ASCE/SEI 7-10 Table 12.12-1. Figure 3 shows the calculated 

story drifts for the archetype structure in each orthogonal direction. Figure 4 shows the calculated story 

deflections for the archetype structure in each orthogonal direction. Calculations for story drift and 

MRSA scaling factors can be found in Appendix A. 
10

Figure 3. Archetype Structure Story Drift Ratios

Figure 4. Archetype Structure Story Deflections

2.3.2. Modal Response Spectrum Analysis Method

0

20

40

60

80

100

120

0 0.5 1 1.5 2 2.5

Height (ft)

Drift Ratio (%)

E-W Direction (Moment Frame)

N-S Direction (Shear Wall)

Maximum Allowable

0

20

40

60

80

100

120

0 5 10 15 20 25 30

Height (ft)

Displacement (in)

E-W Direction (Moment Frame)

N-S Direction (Shear Wall)

Maximum Allowable
11

The MRSA method models the actions on a structure from seismic events more realistically than the ELF 

method through the use of ground motions; this typically results in a more accurate depiction of the 

response of the structure to seismic loading. Demands from the MRSA method are the result of inertial 

forces in the structure that develop due to the ground motion. The general theory behind this method 

can be related to basic structural dynamics of multi-degree of freedom systems. The structure typically 

has as many mode shapes as levels, however only a relatively small percentage of the mass participates 

in any mode other than the fundamental mode. ASCE 7-10 Section 12.9.1 requires that a structure 

model includes a sufficient number of modes in order to reach a mass participation factor of at least 

90%. This ensures that the majority of the actions from seismic activity are adequately incorporated. 

Calculations indicating compliance with this requirement can be found in Appendix A. 

As mentioned, in this investigation the MRSA method is used to determine the strength demands on the 

structure, as it can typically provide more efficient designs. Moment, shear, and axial diagrams for a 

typical moment frame, and a typical exterior and interior shear wall can be found in Appendix B. In 

support of the decision to use the MRSA method for strength demands, a story shear comparison, found 

in Figure 5, clearly indicates the lower demands on the structure using the MRSA method.

Figure 5. Story Shear Comparison between ELF and MRSA Method

2.3.3. Redundancy Factor

ASCE/SEI 7-10 provides additional requirements which take into account the redundancy in the lateral 

system of a structure. These requirements are used to ensure that in the event of a lateral system 

component failure, the structure can continue to support lateral loads for the remainder of the seismic 

0

20

40

60

80

100

120

0 500 1000 1500 2000 2500

Height, ft

Story Shear, kips

E-W Response Spectrum

E-W Equivalent Lateral Force

N-S Response Spectrum

N-S Equivalent Lateral Force
12

(or wind) event and until repairs can be made. For this reason, in Seismic Design Categories D and 

above, ASCE/SEI 7-10 Section 12.3.4 requires that a redundancy factor be applied to the lateral resisting 

systems of a structure. This redundancy factor, ρ, is permitted to be taken as unity for the specific 

conditions noted in ASCE/SEI 7-10 Section 12.3.4.1. Otherwise, ASCE/SEI 7-10 Section 12.3.4.2 requires 

that ρ equal to 1.3 be applied to all lateral resisting systems. As an exception, the code provides 

guidance on calculating the inherent redundancy in a structure; if the structure is adequately redundant, 

ρ is permitted to be taken as unity. This analysis ensures that the loss of a single moment frame bay or 

shear wall segment does not result in the loss of more than 33% of the story strength, nor does the 

resulting structure have an extreme torsional irregularity. Calculations regarding structure redundancy 

in each direction can be found in Appendix A, which indicate that ρ may only be taken as unity for the 

moment frames.

2.3.4. P-Delta Effects

P-Delta effects are the additional stresses on a system component due to gravity loads acting on the 

deformed configuration of a system. These effects can be captured either through a nonlinear analysis, 

or a simplified linear analysis which implements geometric adjustments that represent these 

deformations. A full analysis must include P-Delta effects as they can greatly increase the stresses in a 

system component. However, ASCE/SEI 7-10 Section 12.8.7 permits P-Delta effects to be neglected in 

the case where the stability coefficient, θ, is less than or equal to 0.10. Design calculations, found in 

Appendix A, indicate that P-Delta effects need not be considered for the archetype structure.

2.4. Archetype Structure Design Modeling

ASCE/SEI 7-10 Section 12.7.3 provides guidance on structural modeling. In general, a model must 

account for the stiffness and strength of structural components, including the reduced stiffness of 

reinforced concrete components resulting from cracking. Additionally, force distributions, deformations, 

and masses (for the MRSA method) must be included in the model. The code permits 2-Dimensional 

models of lateral systems if certain irregularities do not exist, however in order to capture a more 

accurate representation, the archetype structure is modeled as a 3-Dimensional structure. SAP2000 (CSI, 

2010) structural analysis software is used in this investigation.

2.4.1. Structural Component Modeling

Stiffness and strength of components is important in providing an accurate model of the archetype

structure. Material properties, section properties, flanged construction, and anticipated cracking are all 

important factors in modeling of component stiffness. Theoretically, the cracked section of a concrete 

member varies along the span with the moment demand. However, modeling such a variance is difficult 

for large scale models, and so various stiffness reduction factors are used for different structure 

components. Reduction factors used in the modeling of the archetype structure were adopted from 

FEMA P752. Table 4 shows the various factors corresponding to different components. Flanged 

construction, or T-Beams, for the archetype structure are modeled using major axis moment of inertia 

scaling factors in SAP2000. Beams are modeled as rectangular sections and therefore simple 

calculations, found in Appendix A, are required to obtain a scale factor that provides a rectangular 

section with the equivalent T-Beam moment of inertia.
13

Table 4. Stiffness Reduction Factors for Structural Modeling

Beams Columns Walls

Stiffness Reduction 0.5*EIg 0.7*EIg 0.8*EIg

Strength is not explicitly modeled in the SAP2000 model. The model is, however, used to determine 

strength requirements for various components. As this investigation does not make use of the design 

capabilities of SAP2000, such strength requirements are used in the design spreadsheet during the 

design process. More information on the design of structural components can be found in Section 2.5. 

2.4.2. Mass Modeling

Mass modeling of structures can be accomplished through many different methods. Each method has 

strengths and weaknesses, such as efficiency, accuracy, and ease of use. Two methods are explored to 

examine the possibility that a sufficiently accurate, yet simple method is employed. The archetype

structure is modeled using both a “smeared mass” approach, and a “lumped mass” approach. These 

methods are explained in more detail below, however the final model uses the smeared mass approach 

to achieve the most accurate results. 

2.4.2.1. Smeared Mass Approach

In this more complex method, the mass is distributed over the entire floor system at each level. Similarly 

sized floor (shell) elements are used to discretize the floor system. The option to refine the mesh is at 

the discretion of the designer, however it is prudent to place nodes at all of the columns within the 

structure so that the area masses are lumped directly to each column. Smeared area masses are then 

lumped at the columns associated with each floor element. Additionally, the seismic contribution of 

non-structural elements, such as curtain walls, is linearly distributed (using vertical tributary area) at the 

perimeter frame or wall elements of the structure. From this point, it is simply a matter of running a 

multi degree of freedom dynamic model of the structure (in this case, SAP2000 was used for this 

analysis) to obtain the structure modal response.

In this method, all lateral resisting members, including columns, beams, and structural shear walls, are 

assigned a self mass. This is done to ensure the center of mass of these elements is in agreement with 

the actual structure. Floor elements and secondary framing is assigned a zero mass, as additional area 

masses will be manually added to accommodate for both the self mass and superimposed seismic 

masses (such as roofing, utilities, etc). Lastly, the ground floor and below are assigned a zero mass, as 

these elements are assumed to experience relatively small displacements, and therefore do not 

significantly contribute to the modal response of the building. A more in depth look into the effects of 

the below ground levels (and site conditions) to the modal response of the structure is out of the scope 

of this project.

2.4.2.2. Lumped Mass Approach

The lumped mass approach takes a more simplified approach than in the smeared mass approach. In 

this method, the full seismic mass of each floor is taken as a single lumped mass located at the center of 

mass of each floor. To retain torsional effects, this lumped mass is distributed amongst the corner 
14

columns. In this method, all elements, including structural shear walls, beams, columns, and curtain 

walls are assigned a zero mass. In this process, special attention must be paid in calculating the correct 

total mass at each level to ensure an accurate model. Note that this does not reduce the model to a 

simple stick model, as the structure geometry as well as the various element stiffnesses are still included 

in the model. Keeping with consistency, the model is analyzed using SAP2000 modal analysis.

2.5. Lateral System Design

The lateral design of a structure is based typically on wind and seismic forces. Although this investigation 

is intended to be a review of seismic design and assessment methods, it is pertinent to examine the 

behavior of the structure under design wind loads to ensure that the seismic demands control the 

lateral system design. ASCE/SEI 7-10 Chapter 26 and 27provide requirements for design wind forces and 

directional combinations. Calculations using the Directional Method can be found in Appendix A. Figure 

6 shows a comparison between story shears resulting from MRSA and wind analyses. Clearly, wind 

demands do not control the design of the archetype structure.

Figure 6. Story Shear Comparison between Seismic and Wind Demands

Additionally, in an effort to represent a viable gravity system, nominal calculations were made to ensure 

secondary framing members, including the slab, are capable of supporting the gravity loads of each 

floor.

0

20

40

60

80

100

120

0.0 500.0 1000.0 1500.0 2000.0 2500.0

Height (ft)

Story Shear (kips)

Seismic (E-W)

Wind (E-W)

Seismic (N-S)

Wind (N-S)
15

2.5.1. Special Reinforced Concrete Moment Resisting Frame Design

The general lateral design procedure for the moment frame adheres to the capacity design philosophy. 

Unless otherwise specified, materials are manufactured with strengths at or above the specified 

minimums. This increased strength (referred to in design as “probable strengths”) can cause a 

component to yield in an unanticipated mode, such as shear. Shear is not a preferred failure mode as it 

is a brittle failure (non-ductile) and typically occurs without warning.

Design of the moment frame is also based on the strong column weak beam (SCWB) premise. It is 

important to instigate this principle as it provides a level of protection against catastrophic failure in the 

event of a simple component failure. To prevent this type of failure, columns are designed to resist the 

full flexural capacity of the beams which frame into the joint. This ensures that the column will not fail 

prior to, or concurrently with the beam. The SCWB method is prescribed for design through the 

requirements in ACI 318-08 Chapter 21. Moment, shear, and axial diagrams used in design from MRSA 

analysis can be found in Appendix B. Figure 7 shows a typical layout elevation for moment frames, and 

Figure 8 shows typical moment frame reinforcing layout with member cross sections. Additionally, 

Figure 9 is a moment frame elevation which indicates various flexural, shear, and axial demand to 

capacity ratios. As the building is symmetric, this elevation represents a typical structural design for the 

two moment frames.
16

Figure 7. Typical Moment Frame Elevation
17

Figure 8. Typical Moment Frame Bay Reinforcing Layout

Moment frame beams in the archetype structure are designed with flexural reinforcing capable of 

resisting moment demands from MRSA. Specified material strengths are used to ensure that the 

minimum capacity of the beam is adequate to resist such demands. The probable flexural strength of 

the beam is then used to calculate the probable shear demand at the onset of flexural yielding. This is 

done to satisfy capacity design principles, which ensure flexural yielding prior to shear failure. Figure 10

shows the reinforcing schedule for the moment frame beams. Supporting calculations for moment 

frame beams can be found in Appendix A.

To provide SCWB action, the probable flexural strengths of adjacent beams are used to determine the 

flexural demands on the columns. As columns experience both flexural and axial demands, interaction 

analysis is used to determine the adequacy of column reinforcement. Interaction diagrams for all 

columns are calculated using PCA Column, and can be found in Appendix C. These interaction diagrams 

represent the various axial and flexural demands on all columns of a certain reinforcing pattern. Similar 

to the beams, the shear demand on the columns is based on the probable onset of flexural yielding in 

the columns. Figure 11 provides transverse reinforcing information for the moment frame columns. 

Corner columns along the moment frame have (12) #8 longitudinal bars while interior edge columns 

have (10) #10 longitudinal bars. Supporting calculations for the moment frame columns can be found in 

Appendix A. 
18

Grid A Grid B Grid C Grid D Grid E Grid F

Level 08 Joint ΦVn/Vu = 0.755

0.2760.7500.1710.5970.2010.301 0.3780.2880.7350.1920.6820.2110.298 0.3780.2920.7070.1990.7070.1990.292 0.3780.2980.6830.2110.7350.1920.288 0.3780.3010.5980.2010.7510.1710.276 0.755

(Mu/ΦMn)PMAX = 0.442 0.582 0.578 0.578 0.582 0.442

(Mu/ΦMn)PMIN = 0.482 0.614 0.611 0.611 0.614 0.482

Vpr/ΦVn = 0.870 0.899 0.899 0.899 0.899 0.870

PMAX/Agfc' = 0.017 0.023 0.025 0.025 0.023 0.017

Level 07 Joint Vpr/ΦVn = 0.634

0.3550.8780.3950.7100.4570.391 0.4450.3730.8470.4410.7970.4660.385 0.4450.3790.8220.4520.8220.4520.379 0.4450.3850.7970.4660.8470.4410.373 0.4450.3910.7100.4570.8780.3960.355 0.634

(ΦMn/Mu)PMAX = 0.512 0.698 0.691 0.691 0.698 0.512

(ΦMn/Mu)PMIN = 0.610 0.767 0.760 0.760 0.767 0.610

Vpr/ΦVn = 0.870 0.899 0.899 0.899 0.899 0.870

PMAX/Agfc' = 0.038 0.048 0.052 0.052 0.048 0.038

Level 06 Joint Vpr/ΦVn = 0.738

0.4040.8130.6500.6930.6850.435 0.5100.4170.7830.6660.7480.6890.428 0.5100.4220.7660.6770.7660.6770.422 0.5100.4290.7490.6890.7830.6660.417 0.5100.4360.6930.6850.8130.6500.404 0.738

(ΦMn/Mu)PMAX = 0.460 0.655 0.645 0.645 0.655 0.460

(ΦMn/Mu)PMIN = 0.597 0.736 0.726 0.726 0.736 0.597

Vpr/ΦVn = 0.870 0.899 0.899 0.899 0.899 0.870

PMAX/Agfc' = 0.060 0.073 0.079 0.079 0.073 0.060

Level 05 Joint Vpr/ΦVn = 0.738

0.4410.9210.8350.8050.8580.469 0.5100.4510.8860.8370.8540.8580.461 0.5100.4560.8700.8470.8700.8470.456 0.5100.4610.8540.8590.8860.8370.451 0.5100.4690.8050.8580.9210.8350.441 0.738

(ΦMn/Mu)PMAX = 0.420 0.621 0.606 0.606 0.621 0.420

(ΦMn/Mu)PMIN = 0.587 0.711 0.698 0.698 0.711 0.587

Vpr/ΦVn = 0.870 0.899 0.899 0.899 0.899 0.870

PMAX/Agfc' = 0.083 0.098 0.106 0.106 0.098 0.083

Level 04 Joint Vpr/ΦVn = 0.743

0.4720.9940.9880.8990.9950.495 0.5100.4770.9660.9710.9380.9900.486 0.5100.4820.9520.9810.9520.9810.482 0.5100.4860.9380.9910.9660.9710.477 0.5100.4950.8990.9960.9940.9880.472 0.743

(ΦMn/Mu)PMAX = 0.488 0.732 0.716 0.716 0.732 0.488

(ΦMn/Mu)PMIN = 0.725 0.856 0.844 0.844 0.856 0.725

Vpr/ΦVn = 0.870 0.741 0.741 0.741 0.741 0.870

PMAX/Agfc' = 0.106 0.123 0.134 0.134 0.123 0.106

Level 03 Joint Vpr/ΦVn = 0.936

0.5020.8630.9020.7910.8920.520 0.6480.5020.8290.8680.8100.8810.510 0.6480.5060.8200.8750.8200.8750.506 0.6480.5100.8100.8810.8290.8680.502 0.6480.520

0.7910.8920.8630.9020.502 0.936

(ΦMn/Mu)PMAX = 0.456 0.699 0.684 0.684 0.699 0.456

(ΦMn/Mu)PMIN = 0.718 0.831 0.818 0.818 0.831 0.718

Vpr/ΦVn = 0.870 0.741 0.741 0.741 0.741 0.870

PMAX/Agfc' = 0.129 0.148 0.161 0.161 0.148 0.129

Level 02 Joint Vpr/ΦVn = 0.936

0.5260.9120.9940.8530.9760.539 0.6480.5230.8760.9500.8620.9600.529 0.6480.5260.8700.9550.8700.9550.526 0.6480.5290.8620.9600.8760.9500.523 0.6480.5390.8530.9760.9130.9940.526 0.936

(ΦMn/Mu)PMAX = 0.430 0.696 0.723 0.723 0.696 0.430

(ΦMn/Mu)PMIN = 0.714 0.808 0.794 0.794 0.808 0.714

Vpr/ΦVn = 0.870 0.741 0.741 0.741 0.741 0.870

PMAX/Agfc' = 0.153 0.173 0.188 0.188 0.173 0.153

Level 01 Joint Vpr/ΦVn = 0.966

0.5370.8950.9670.8660.9540.534 0.6630.5180.8550.9150.8460.9220.522 0.6630.5200.8510.9190.8510.9190.520 0.6630.5220.8460.9230.8550.9160.518 0.6630.5340.8670.9540.8950.9670.537 0.966

(ΦMn/Mu)PMAX = 0.409 0.741 0.784 0.784 0.741 0.409

(ΦMn/Mu)PMIN = 0.710 0.786 0.771 0.771 0.786 0.710

Vpr/ΦVn = 0.729 0.621 0.621 0.621 0.621 0.729

PMAX/Agfc' = 0.178 0.199 0.216 0.216 0.199 0.178 (Vu/ΦVn)L = (Mu/ΦMn)neg,L = (Mu/ΦMn)pos,L = (Mu/ΦMn)neg,R = (Mu/ΦMn)pos,R = (Vu/ΦVn)R = (Vu/ΦVn)L = (Mu/ΦMn)neg,L = (Mu/ΦMn)pos,L = (Mu/ΦMn)neg,R = (Mu/ΦMn)pos,R = (Vu/ΦVn)R = (Vu/ΦVn)L = (Mu/ΦMn)neg,L = (Mu/ΦMn)pos,L = (Mu/ΦMn)neg,R = (Mu/ΦMn)pos,R = (Vu/ΦVn)R = (Vu/ΦVn)L = (Mu/ΦMn)neg,L = (Mu/ΦMn)pos,L = (Mu/ΦMn)neg,R = (Mu/ΦMn)pos,R = (Vu/ΦVn)R = (Vu/ΦVn)L = (Mu/ΦMn)neg,L = (Mu/ΦMn)pos,L = (Mu/ΦMn)neg,R = (Mu/ΦMn)pos,R = (Vu/ΦVn)R =

Story 7 Story 8 Story 1 Story 2 Story 3 Story 4 Story 5 Story 6

Figure 9. Typical Moment Frame Demand Capacity Ratios
19

LEVEL BAR TYPE GRID A GRID A.5 GRID B GRID B.5 GRID C GRID C.5 GRID D GRID D.5 GRID E GRID E.5 GRID F

TOP BARS (3) #8 (3) #8 (3) #8 (3) #8 (3) #8 (3) #8 (3) #8 (3) #8 (3) #8 (3) #8 (3) #8

BOTT BARS (3) #8 (3) #8 (3) #8 (3) #8 (3) #8 (3) #8 (3) #8 (3) #8 (3) #8 (3) #8 (3) #8

TRANS. #4 @ 7" #4 @14" #4 @ 7" #4 @14" #4 @ 7" #4 @14" #4 @ 7" #4 @14" #4 @ 7" #4 @14" #4 @ 7"

TOP BARS (3) #9 (3) #8 (3) #9 (3) #8 (3) #9 (3) #8 (3) #9 (3) #8 (3) #9 (3) #8 (3) #9

BOTT BARS (3) #8 (3) #8 (3) #8 (3) #8 (3) #8 (3) #8 (3) #8 (3) #8 (3) #8 (3) #8 (3) #8

TRANS. #4 @ 7" #4 @ 12" #4 @ 7" #4 @ 12" #4 @ 7" #4 @ 12" #4 @ 7" #4 @ 12" #4 @ 7" #4 @ 12" #4 @ 7"

TOP BARS (5) #8 (3) #8 (5) #8 (3) #8 (5) #8 (3) #8 (5) #8 (3) #8 (5) #8 (3) #8 (5) #8

BOTT BARS (3) #8 (3) #8 (3) #8 (3) #8 (3) #8 (3) #8 (3) #8 (3) #8 (3) #8 (3) #8 (3) #8

TRANS. #4 @ 7" #4 @ 12" #4 @ 7" #4 @ 10" #4 @ 7" #4 @ 10" #4 @ 7" #4 @ 10" #4 @ 7" #4 @ 12" #4 @ 7"

TOP BARS (5) #8 (3) #8 (5) #8 (3) #8 (5) #8 (3) #8 (5) #8 (3) #8 (5) #8 (3) #8 (5) #8

BOTT BARS (3) #8 (3) #8 (3) #8 (3) #8 (3) #8 (3) #8 (3) #8 (3) #8 (3) #8 (3) #8 (3) #8

TRANS. #4 @ 7" #4 @ 10" #4 @ 7" #4 @ 10" #4 @ 7" #4 @ 10" #4 @ 7" #4 @ 10" #4 @ 7" #4 @ 10" #4 @ 7"

TOP BARS (4) #9 (3) #8 (5) #8 (3) #8 (5) #8 (3) #8 (5) #8 (3) #8 (5) #8 (3) #8 (4) #9

BOTT BARS (3) #8 (3) #8 (3) #8 (3) #8 (3) #8 (3) #8 (3) #8 (3) #8 (3) #8 (3) #8 (3) #8

TRANS. #4 @ 7" #4 @ 10" #4 @ 7" #4 @ 10" #4 @ 7" #4 @ 10" #4 @ 7" #4 @ 10" #4 @ 7" #4 @ 10" #4 @ 7"

TOP BARS (5) #9 (3) #8 (5) #9 (3) #8 (5) #9 (3) #8 (5) #9 (3) #8 (5) #9 (3) #8 (5) #9

BOTT BARS (3) #9 (3) #8 (3) #9 (3) #8 (3) #9 (3) #8 (3) #9 (3) #8 (3) #9 (3) #8 (3) #9

TRANS. #4 @ 7" #4 @ 9" #4 @ 7" #4 @ 9" #4 @ 7" #4 @ 9" #4 @ 7" #4 @ 9" #4 @ 7" #4 @ 9" #4 @ 7"

TOP BARS (5) #9 (3) #8 (5) #9 (3) #8 (5) #9 (3) #8 (5) #9 (3) #8 (5) #9 (3) #8 (5) #9

BOTT BARS (3) #9 (3) #8 (3) #9 (3) #8 (3) #9 (3) #8 (3) #9 (3) #8 (3) #9 (3) #8 (3) #9

TRANS. #4 @ 7" #4 @ 9" #4 @ 7" #4 @ 9" #4 @ 7" #4 @ 9" #4 @ 7" #4 @ 9" #4 @ 7" #4 @ 9" #4 @ 7"

TOP BARS (5) #9 (3) #8 (5) #9 (3) #8 (5) #9 (3) #8 (5) #9 (3) #8 (5) #9 (3) #8 (5) #9

BOTT BARS (4) #8 (3) #8 (3) #9 (3) #8 (3) #9 (3) #8 (3) #9 (3) #8 (3) #9 (3) #8 (4) #8

TRANS. #4 @ 7" #4 @ 9" #4 @ 7" #4 @ 9" #4 @ 7" #4 @ 9" #4 @ 7" #4 @ 9" #4 @ 7" #4 @ 9" #4 @ 7"

LEVEL 07

LEVEL 01

LEVEL 08

LEVEL 06

LEVEL 02

LEVEL 03

LEVEL 04

LEVEL 05

Figure 10. Moment Frame Beam Reinforcing Schedule

LEVEL TYPE LOC'N GRID A GRID B GRID C GRID D GRID E GRID F

LONGIT. (12) #8 (12) #10 (12) #10 (12) #10 (12) #10 (12) #8

"TOP" (22) @ 3" (16) @ 4" (16) @ 4" (16) @ 4" (16) @ 4" (22) @ 3"

"MID" 3" OC 4" OC 4" OC 4" OC 4" OC 3" OC

"BASE" (11) @ 3" (8) # 4" (8) # 4" (8) # 4" (8) # 4" (11) @ 3"

LONGIT. (12) #8 (12) #10 (12) #10 (12) #10 (12) #10 (12) #8

"TOP" (22) @ 3" (16) @ 4" (16) @ 4" (16) @ 4" (16) @ 4" (22) @ 3"

"MID" 3" OC 4" OC 4" OC 4" OC 4" OC 3" OC

"BASE" (11) @ 3" (8) # 4" (8) # 4" (8) # 4" (8) # 4" (11) @ 3"

LONGIT. (12) #8 (12) #10 (12) #10 (12) #10 (12) #10 (12) #8

"TOP" (22) @ 3" (16) @ 4" (16) @ 4" (16) @ 4" (16) @ 4" (22) @ 3"

"MID" 3" OC 4" OC 4" OC 4" OC 4" OC 3" OC

"BASE" (11) @ 3" (8) # 4" (8) # 4" (8) # 4" (8) # 4" (11) @ 3"

LONGIT. (12) #8 (12) #10 (12) #10 (12) #10 (12) #10 (12) #8

"TOP" (22) @ 3" (16) @ 4" (16) @ 4" (16) @ 4" (16) @ 4" (22) @ 3"

"MID" 3" OC 4" OC 4" OC 4" OC 4" OC 3" OC

"BASE" (11) @ 3" (8) # 4" (8) # 4" (8) # 4" (8) # 4" (11) @ 3"

LONGIT. (12) #8 (12) #10 (12) #10 (12) #10 (12) #10 (12) #8

"TOP" (22) @ 3" (16) @ 4" (16) @ 4" (16) @ 4" (16) @ 4" (22) @ 3"

"MID" 3" OC 5" OC 5" OC 5" OC 5" OC 3" OC

"BASE" (11) @ 3" (8) # 4" (8) # 4" (8) # 4" (8) # 4" (11) @ 3"

LONGIT. (12) #8 (12) #10 (12) #10 (12) #10 (12) #10 (12) #8

"TOP" (22) @ 3" (16) @ 4" (16) @ 4" (16) @ 4" (16) @ 4" (22) @ 3"

"MID" 3" OC 5" OC 5" OC 5" OC 5" OC 3" OC

"BASE" (11) @ 3" (8) # 4" (8) # 4" (8) # 4" (8) # 4" (11) @ 3"

LONGIT. (12) #8 (12) #10 (12) #10 (12) #10 (12) #10 (12) #8

"TOP" (22) @ 3" (16) @ 4" (16) @ 4" (16) @ 4" (16) @ 4" (22) @ 3"

"MID" 3" OC 5" OC 5" OC 5" OC 5" OC 3" OC

"BASE" (11) @ 3" (8) # 4" (8) # 4" (8) # 4" (8) # 4" (11) @ 3"

LONGIT. (12) #8 (12) #8 (12) #8 (12) #8 (12) #8 (12) #8

"TOP" (22) @ 3" (16) @ 4" (16) @ 4" (16) @ 4" (16) @ 4" (22) @ 3"

"MID" 3" OC 5" OC 5" OC 5" OC 5" OC 3" OC

"BASE" (11) @ 3" (8) # 4" (8) # 4" (8) # 4" (8) # 4" (11) @ 3"

LEVEL 08

LEVEL 07

LEVEL 06

LEVEL 05

LEVEL 04

LEVEL 03

LEVEL 02

LEVEL 01

TRANS.

TRANS.

TRANS.

TRANS.

TRANS.

TRANS.

TRANS.

TRANS.

Figure 11. Moment Frame Column Transverse Reinforcing Schedule
20

The joints at which the beams and columns intersect are designed for a shear demand representing the 

onset of flexural yielding in adjacent framing members. As joints are integral in providing support of

gravity loads, this component is typically designed not to fail until the ultimate collapse of the structure. 

Supporting calculations for the moment frame joints can be found in Appendix A.

2.5.2. Special Reinforced Concrete Shear Wall Design

Design of the shear walls and corresponding boundary columns is based on ACI 318-08 Chapter 21 

provisions. Shear reinforcement is calculated using the shear demand results from the MRSA. Shear 

reinforcing is based on developing adequate shear capacity, calculated using ACI 318-08 Equation 21-7.

Design for flexural and axial loads is similar to that of the moment frame columns, in that interaction 

diagrams are required to ensure adequate capacity. Again, PCA Column is used for this analysis, and 

representative design interaction diagrams for the base level of each shear wall can be found in 

Appendix C. 

Boundary elements are used to ensure adequate ductility in the shear wall. Two methods are prescribed 

in ACI 318-08 Section 21.9.6.2 and Section 21.9.6.3 to calculate where they are required. The second 

method, a stress-based procedure, is used in this investigation. By analysis, neither the interior or 

exterior shear walls require additional boundary element reinforcing.

Design drawings for exterior and interior shear walls can be found in Figure 12 and Figure 13, 

respectively. Exterior and interior shear wall elevations indicating demand to capacity ratios are shown

in Figure 14. Support calculations for shear reinforcing in the wall panel, flexural and shear reinforcing in 

the boundary columns, and adequacy of boundary elements can be found in Appendix A. 
21

Figure 12. Exterior Shear Wall Design Elevation
22

Figure 13. Interior Shear Wall Design Elevation
23

Grid 4 Grid 5 Grid 4 Grid 5

Level 08 Level 08

(Mu/ΦMn)PMAX = 0.106 (Mu/ΦMn)PMAX = 0.076

(Mu/ΦMn)PMIN = 0.112 (Mu/ΦMn)PMIN = 0.081

Vu/ΦVn = 0.178 Vu/ΦVn = 0.176

Pmax/Agfc' = 0.008 Pmax/Agfc' = 0.012

Level 07 Level 07

(Mu/ΦMn)PMAX = 0.267 (Mu/ΦMn)PMAX = 0.190

(Mu/ΦMn)PMIN = 0.296 (Mu/ΦMn)PMIN = 0.213

Vu/ΦVn = 0.319 Vu/ΦVn = 0.313

Pmax/Agfc' = 0.017 Pmax/Agfc' = 0.025

Level 06 Level 06

(Mu/ΦMn)PMAX = 0.454 (Mu/ΦMn)PMAX = 0.299

(Mu/ΦMn)PMIN = 0.525 (Mu/ΦMn)PMIN = 0.350

Vu/ΦVn = 0.418 Vu/ΦVn = 0.366

Pmax/Agfc' = 0.026 Pmax/Agfc' = 0.038

Level 05 Level 05

(Mu/ΦMn)PMAX = 0.643 (Mu/ΦMn)PMAX = 0.414

(Mu/ΦMn)PMIN = 0.771 (Mu/ΦMn)PMIN = 0.503

Vu/ΦVn = 0.497 Vu/ΦVn = 0.424

Pmax/Agfc' = 0.035 Pmax/Agfc' = 0.051

Level 04 Level 04

(Mu/ΦMn)PMAX = 0.606 (Mu/ΦMn)PMAX = 0.523

(Mu/ΦMn)PMIN = 0.701 (Mu/ΦMn)PMIN = 0.655

Vu/ΦVn = 0.572 Vu/ΦVn = 0.475

Pmax/Agfc' = 0.044 Pmax/Agfc' = 0.063

Level 03 Level 03

(Mu/ΦMn)PMAX = 0.760 (Mu/ΦMn)PMAX = 0.625

(Mu/ΦMn)PMIN = 0.897 (Mu/ΦMn)PMIN = 0.804

Vu/ΦVn = 0.657 Vu/ΦVn = 0.517

Pmax/Agfc' = 0.053 Pmax/Agfc' = 0.076

Level 02 Level 02

(Mu/ΦMn)PMAX = 0.779 (Mu/ΦMn)PMAX = 0.714

(Mu/ΦMn)PMIN = 0.907 (Mu/ΦMn)PMIN = 0.940

Vu/ΦVn = 0.759 Vu/ΦVn = 0.524

Pmax/Agfc' = 0.062 Pmax/Agfc' = 0.089

Level 01 Level 01

(Mu/ΦMn)PMAX = 0.844 (Mu/ΦMn)PMAX = 0.716

(Mu/ΦMn)PMIN = 0.908 (Mu/ΦMn)PMIN = 0.938

Vu/ΦVn = 0.761 Vu/ΦVn = 0.396

Pmax/Agfc' = 0.071 Pmax/Agfc' = 0.103

(A) (B)

Figure 14. Exterior (A) and Interior (B) Shear Wall Demand Capacity Ratios
24

3. ARCHETYPE STRUCTURE ASSESSMENT

Seismic assessment of existing structures is important to maintain a confident level of safety. ASCE/SEI 

41-06 provides guidance on analysis methods and acceptance criteria for both assessment and 

rehabilitation. The archetype structure is completely known, and therefore analysis throughout this 

section uses a knowledge factor of 1.0, and all material testing requirements are not applicable. As this 

investigation is intended to be a general evaluation of the assessment of new construction methods 

using the existing building criteria in ASCE/SEI 41-06, all prescribed analysis methods are examined.

3.1. Performance Objectives and Seismic Hazard Definitions

ASCE/SEI 41-06 is based on the principle of performance objectives, specifically for rehabilitation 

projects. These performance objectives include: Immediate Occupancy (IO), Life Safety (LS), and 

Collapse Prevention (CP). ASCE/SEI 41-06 Section C1.5.1.1 describes the IO objective as retention of 

lateral and gravity system stiffnesses and strengths, and relatively minor structural damage for which 

repairs are not required prior to re-occupancy. ASCE/SEI 41-06 Section C.1.5.1.3 describes the LS 

objective as severe structural damage, however partial or full collapse is not imminent. Additionally, the 

LS objective does include the possibility of earthquake related injuries, however these injuries are not 

expected to be life-threatening. Lastly, ASCE/SEI 41-06 Section C.1.5.1.5 describes the CP objective as 

the state at which partial or full collapse of the structure is imminent. Structural components have 

significant reductions in stiffness and strength, and the risk of injury due to falling components is high. 

The structure may also be impractical to repair. 

The performance objectives in ASCE/SEI 41-06 are defined seismically by probabilistic earthquake levels.

Probabilistic earthquake hazards are defined using the desired probability of exceedance and minimum 

expected structure life. Refer to ASCE/SEI 41-06 Section 1.6 for more information regarding probabilistic 

earthquake hazards. As mentioned earlier, the spectral accelerations, SS and S1, are defined at the DMAX

level for the archetype structure. ASCE/SEI 41-06 Section 1.6 provides guidance on calculating the 

various seismic hazards for corresponding performance objectives. Contrary to ASCE/SEI 7-10, ASCE/SEI 

41-06 denotes the design spectral response accelerations as SXS and SX1. Table 5 shows each 

performance objective, and the corresponding probability of exceedance and seismic hazard. Support 

calculations can be found in Appendix D. 

Table 5. Performance Objective Seismic Hazards

Probability of Exceedance SXS (g) SX1 (g)

Immediate Occupancy 50% / 50 Year 0.633 0.367

Life Safety 10% / 50 Year 1.100 0.640

Collapse Prevention 2% / 50 Year 1.500 0.900

3.1.1. Response Spectrum

Development of the response spectrum is based on ASCE/SEI 41-06 Section 1.6.1.5. ASCE/SEI 41-06 uses 

a slightly different method for calculating a response spectrum as that found in ASCE/SEI 7-10. Figure 15
25

shows the calculated response spectrums for each performance objective. The response spectrum 

calculated using ASCE/SEI 7-10, found in Figure 1, is also plotted for comparison. Discussion of response 

spectrum methods and use is included later in this report.

Figure 15. ASCE/SEI 41-06 Performance Objective Response Spectrums

3.1.2. Time Histories

In addition to response spectrum analysis, complete ASCE/SEI 41-06 assessment requires the use of time 

history analysis. To maintain consistency, a set of 44 time history records defined in the FEMA P695 are 

used in analysis. These records are applied in analysis in each direction, using both maximum and 

minimum gravity load combinations. Each record is normalized and accompanied by a previously 

calculated response spectrum, with which a scale factor is determined for the specific record. 

Additionally, performance objective scale factors are calculated using these time history response 

spectrums and ASCE/SEI 41-06 calculated response spectrums shown in Figure 15. These scale factors 

are calculated by matching the average (Square Root of the Sum of Squares method) 1-second spectral 

accelerations of the time histories with the corresponding 1-second spectral acceleration of the target 

response spectrum. This scaled average, with the corresponding target response spectrum, is shown in 

Figure 16. Support calculations for time history record scaling can be found in Appendix F. 

0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

0 1 2 3 4 5 6

Spectral Acceleration (g)

Period (s)

Immediate Occupancy

Life Safety

Collapse Prevention

ASCE/SEI 7-10
26

Figure 16. Time History Record Scaling

3.2. Linear Procedures

Linear procedures incorporate traditional linear stress-strain relationships for component strengths. For 

this reason, solely linear analysis can only accurately capture elastic behavior. As elastic behavior is an 

unrealistic design assumption for seismic design, adjustments are made to account for probable 

nonlinearities in the system. ASCE/SEI 41-06 linear procedures employ adjustments factors, m and J, for 

deformation-controlled and force-controlled actions, respectively, to account for these nonlinearities. 

Although this process is a simplification of complex behavior, it provides a good estimate for simple and 

regular structures. For this reason, ASCE/SEI 41-06 Section 2.4.1.1 provides various restrictions on use of 

linear procedures. As mentioned previously however, the archetype structure is assessed using all 

methods prescribed in ASCE/SEI 41-06.

The archetype structure uses the same model for all linear procedures. The model accounts for both 

flexural, shear, and axial stiffness through the use of stiffness reduction factors prescribed in ASCE/SEI 

41-06 Table 6-5. Table 6 summarizes ASCE/SEI 41-06 Table 6-5 with pertinent structural components. 

Due to the relatively low gravity loads, all moment frame are assigned flexural stiffness reduction factors 

equal to, or near, 0.3*EIg. Note that flexural stiffness reduction factors prescribed in ASCE/SEI 41-06 

Table 6-5 are much less than those used in design.

Table 6. ASCE/SEI 41-06 Stiffness Reduction Factors

Component Flexural Rigidity Shear Rigidity Axial Rigidity

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1

0 1 2 3 4 5

Spectral Acceleration, Sa (g)

Period (s)

Scaled Average SRSS of Time 

Histories

Target Response Spectrum (IO)
27

Beams 0.3*EIg 0.4*EAw (-) 

Columns (Pg≥.5*Ag*fc’) 0.7*EIg 0.4*EAw 1.0*EAg

Columns (Pg≤.1*Ag*fc’) 0.3*EIg 0.4*EAw 1.0*EAg

Walls 0.5*EIg 0.4*EAw 1.0*EAg

ASCE/SEI 41-06 accounts for capacity design principles through the use of deformation-controlled and 

force-controlled actions. Typically ductile failure modes, such as flexural yielding in beams, are defined 

as deformation-controlled actions while brittle failure modes, such as shear in beams, are considered 

force-controlled. Component strengths are calculated using similar design principles as in design, 

however lower-bound and expected strengths are used for deformation-controlled and force-controlled 

actions, respectively. ASCE/SEI 41-06 Table 6-4 provides factors for use in calculating expected 

strengths. Component strengths, similar to design, are not explicitly modeled in SAP2000; demands 

calculated using SAP2000 are checked against calculated strengths. More information regarding 

deformation-controlled and force-controlled actions can be found in ACSE/SEI 41-06 Section 2.4.4.3.

ASCE/SEI 41-06 Section 3.2.5 requires that P-Delta effects be included in linear analysis. P-Delta effects 

are accounted for through the use of a “leaning” column and nonlinear static gravity loads in SAP2000. 

The “leaning” column does not contribute to the stiffness of the structure, nor does it develop any 

moment. Remaining gravity loads on the structure not resisted by the lateral systems are assigned to

the “leaning” column.

3.2.1. Linear Static Procedure

3.2.1.1. Analysis Methodology

The general premise behind the linear static procedure (LSP) is similar to the equivalent lateral force 

method defined in ASCE/SEI 7-10 (reference section 2.3.1). ASCE/SEI 41-06 Section 3.3.1.3 defines a 

pseudo-lateral force distributed horizontally and vertically on the structure. Such factors as structure 

period, mass, and design spectral acceleration affect the magnitude of this pseudo-lateral force. 

Calculated base shears for corresponding performance objectives, compared with the design base shear 

(from MRSA), are shown in Table 7. The sizeable differences in base shear arise from the method with 

which the seismic coefficients are calculated. ASCE/SEI 41-06 does not account for lateral system 

ductility in calculations of the pseudo-lateral force while ASCE/SEI 7-10 does, through the use of R 

factors. Support calculations for Table 7 can be found in Appendix D.

Table 7. Linear Static Procedure and Design Base Shears

Direction IO (kips) LS (kips) CP (kips) Design (kips)

Moment Frame 1,520 2,652 3,729 412

External Shear Wall 1,755 3,063 4,307 571

Internal Shear Wall 1,622 2,831 3,980 571

The LSP also accounts for both inherent and accidental torsion, as defined in ASCE/SEI 41-06 Section 

3.2.2.2. For 2-Dimensional models, torsion is accounted for by increasing the lateral forces by a η factor. 
28

This η factor requires 3-Dimensional analysis that accounts for torsional effects, and represents the ratio 

of maximum displacement to average displacement of a floor. ASCE/SEI 41-06 is however not clear on 

torsion requirements when a low η factor is calculated. ASCE/SEI 41-06 Section 3.2.2.2.2.3 indicates that 

increased forces and displacements due to torsion are not required when the η factor at each level is 

less than 1.1, however ASCE/SEI 41-06 Section 3.2.2.2.2.6 states that torsional effects for 2-Dimensional 

models should be calculated and incorporated. As a conservative approach, this investigation accounts 

for torsional effects in the 2-Dimensional models, though the η factor for the moment frames and 

interior shear walls is less than 1.1 at each level. Support calculations for horizontal torsion effects can 

be found in Appendix D.

Acceptance criteria for the LSP are based on demand and capacity principles. ASCE/SEI 41-06 Section 

3.4.2.2 provides demand-capacity requirements for both deformation-controlled and force-controlled 

actions. In general, capacities of deformation-controlled components are increased by the m factor, 

while seismic demands of force-controlled components are decreased by the J factor.

3.2.1.2. Results

Results from the LSP clearly indicate inconsistencies between design and assessment. In general, 

component failures occur in the lower levels of the structure for all performance objectives. Typically, 

the magnitude and rate of occurrence of failure increases with more stringent performance objectives.

In moment frame beams, positive moment capacity is the most common failure. In general, these 

failures occur with demand to capacity ratios (DCR) ranging from around 1.25 at the IO performance 

objective, to 2.0 at the CP performance objective. This could be due to the significantly higher lateral 

loads calculated using ASCE/SEI 41-06. In design, positive moment demand at beam ends is typically 

lower than negative moment demand because the gravity loads produce relatively significant increases 

in negative moment demand. However, when lateral loads represent such a large percentage of the 

total demands, the positive and negative moment demands have similar magnitudes. This results in

failure in positive flexure, as the positive moment capacity of the beams is lower than that of the 

negative moment capacity. Additionally, due to the large increase in lateral load, shear failures occur for 

all performance objectives, typically in end bays on lower levels. Typically, DCR’s for shear failure ranges 

from approximately 1.0 at the IO performance objective to 2.0 at the CP performance objective.

In moment frame columns, the occurrence of failure in flexure is low at all performance objectives. 

However, it is important to note that edge columns experience net tension under the comparatively 

large lateral loads, and therefore interaction failure in these columns is common. Column shear and 

joint shear demands are adequately resisted throughout all performance objectives.

Under ASCE/SEI 41-06 loading, both interior and exterior shear walls fail in flexural-axial interaction at 

the lower levels for all performance objectives. The cause of these failures is likely the reduced gravity 

load combinations prescribed by ASCE/SEI 41-06 in combination with much higher lateral demands. 

Typically, shear walls that exhibit flexural-axial interaction failures have DCR values ranging between 1.0 

and 1.5 for all performance objectives. Shear walls are adequate in shear capacity for all performance 

objectives. 
29

A representative moment frame elevation is shown in Figure 17, indicating IO performance objective 

failures. Similarly, Figure 19 represents failures in interior and exterior shear walls under the IO 

performance objective. A key for moment frame elevations, and similar subsequent elevations, is shown 

in Figure 18. A key for shear wall elevations, and similar subsequent elevations, is shown in Figure 20. 

Similar elevations for LS and CP objectives can be found in Appendix E. Support calculations for all lateral 

systems under LS and CP performance objectives can be found in Appendix D. 

Grid A Grid B Grid C Grid D Grid E Grid F

Level 08

Level 07

Level 06

Level 05

Level 04 Story 8 Story 7 Story 6 Story 5

Level 03

Level 02

Level 01 Story 4 Story 3 Story 2 Story 1

Figure 17. LSP Failure Elevation for Moment Frames at the IO Performance Objective
30

1

2

3

4

5

Key:

1. Column Flexure Failure

2. Beam Flexure Failure (Negative)

3. Beam Flexure Failure (Positive)

4. Column Shear Failure

5. Beam Shear Failure

Figure 18. Moment Frame Elevation Key for LSP and LDP Failures 

Grid 4 Grid 5 Grid 4 Grid 5

Level 08

Level 07

Level 06

Level 05

Level 04

Level 03

Level 08

Level 06

Level 05

Level 04

Level 03

Level 07

Level 02

Level 01

(A) (B)

Level 01

Level 02

Figure 19. LSP Failure Elevation for Exterior (A) and Interior (B) Shear Walls at the IO Performance 

Objective
31

2

1 Key:

1. Shear Failure

2. Flexural Failure

Figure 20. Shear Wall Elevation Key for LSP and LDP Failures

3.2.2. Linear Dynamic Procedure

3.2.2.1. Analysis Methodology

The linear dynamic procedure (LDP) incorporates the use of both modal response spectrum analysis and 

time history analysis. Similar to the LSP, the LDP imposes linear elastic demands on the structure, and 

accounts for inelasticity through adjustment factors. This method provides a more accurate model of 

the motions that are experienced during a seismic event, however maintains simplifications to account 

for nonlinear response behavior.

Use of modal response spectrum analysis requires models that can sufficiently capture at least 90% of 

the participating mass of the structure. Maximum forces and displacements are combined using the 

complete quadratic combination, as permitted per ASCE/SEI 41-06 Section 3.3.2.2.3. The archetype

structure is assigned a typical structure damping ratio of 5%, per ASCE/SEI 41-06 Section 1.6.1.5.3. Time 

history analysis employs the described set of time history records in Section 3.1.2. As permitted by 

ASCE/SEI 41-06 Section 3.3.2.2.4, the maximum response parameters, including forces and 

displacements, are the average of those produced by each record. Records are implemented in SAP2000 

using modal analysis of linear, transient time histories. For linearly defined loading, the total response of 

a member or structure to multiple load types (i.e. gravity and seismic) is the sum of the responses of 

each load type. For this reason, order of action does not affect the total response of the structure, and 

therefore is not used in the LDP.

Table 8 and Table 9 show the base shears for the various performance objectives using modal response 

spectrum analysis and time history analysis, respectively. As shown, the base shear values used for 

various performance objectives are much higher than those used in design. This is a result of the 

differing methods used to define seismic hazard and response in ASCE/SEI 7-10 and ASCE/SEI 41-06. 

ASCE/SEI 7-10 reduces the base shear based on the type of lateral resisting system used; this reduction 

is a function of the ductility of the lateral system. On the contrary, ASCE/SEI 41-06 uses system ductility 

to increase the capacity of various components. This discrepancy presents a difficult comparison for 

base shear between the two methods, although also provides a good explanation for the varying results 

obtained using ASCE/SEI 7-10 design and ASCE/SEI 41-06 assessment.

Table 8. Linear Dynamic Procedure (Response Spectrum Analysis) and Design Base Shears

Direction IO (kips) LS (kips) CP (kips) Design (kips)

Moment Frame 1,748 3,049 4,284 412

External Shear Wall 1,679 2,927 4,087 571

Internal Shear Wall 1,562 2,722 3,799 571
32

Table 9. Linear Dynamic Procedure (Time History Analysis) and Design Base Shears

Direction IO (kips) LS (kips) CP (kips) Design (kips)

Moment Frame 1,499 2,617 3680 412

External Shear Wall 1,288 2,249 3,158 571

Internal Shear Wall 1,188 2,074 2,913 571

Additionally, as required by ASCE/SEI 41-06, torsional effects are included in analysis by amplifying 

maximum forces and displacements by the maximum η factor, similar to the LSP. Acceptance criteria for 

the LDP are similar to those of the LSP.

3.2.2.2. Results

Moment frame assessment is considerably better using the modal response spectrum analysis method 

when compared with the LSP. At the IO performance objective, beams, columns, and joints are 

adequate in resisting demands on the structure, with the exception of first level edge columns. These 

specific columns are inadequate in flexural-axial interaction, likely due to the large overturning forces 

that result in net tension in the columns. Similar to the LSP, beams fail in flexure at the LS and CP 

performance objectives, however at a considerably lower rate. Columns also experience flexural-axial 

interaction failures at the LS and CP performance objectives, a likely result of lower axial forces caused 

by high lateral demands. Again, joint shear is adequately resisting in the moment frames for all 

performance objectives. Comparatively, time history analysis results in an increase in failure occurrence 

in beams and columns. The failures themselves, however, are similar to those found in modal response 

spectrum analysis.

Interior shear walls exhibit flexural-axial interaction failures within the first three floors of the archetype

structure under response spectrum analysis demands for various performance objectives. However, 

such failures do not occur in exterior shear walls, or when analyzed using time history analysis demands. 

Shear failures do not occur in any shear walls under either analysis. It is important to note the 

correlation between performance of shear walls and moment frames under response spectrum analysis 

and time history analysis. Both lateral systems met a higher percentage of ASCE/SEI 41-06 acceptance 

criteria using time history analysis as compared with response spectrum analysis. This can also be seen 

through base shear comparisons, found in Table 8 and Table 9. 

Representative moment frame elevations indicating IO performance objective failures for response 

spectrum analysis and time history analysis are shown in Figure 21 and Figure 22, respectively. Figure 23

is a representative shear wall elevation at the IO performance objective using response spectrum 

analysis. As no failures, at the IO performance objective level, occur during time history analysis, an 

elevation is unnecessary. Similar elevations for LS and CP objectives can be found in Appendix E. Support

calculations for all lateral systems under LS and CP performance objectives can be found in Appendix D. 
33

Grid A Grid B Grid C Grid D Grid E Grid F

Level 08

Level 07

Level 06

Level 05

Level 04 Story 8 Story 7 Story 6 Story 5

Level 03

Level 02

Level 01 Story 4 Story 3 Story 2 Story 1

Figure 21. LDP (Response Spectrum) Failure Elevation for Moment Frames at the IO Performance 

Objective
34

Grid A Grid B Grid C Grid D Grid E Grid F

Story 4 Story 3 Story 2 Story 1

Level 03

Level 02

Level 01

Level 08

Level 07

Level 06

Level 05

Level 04 Story 8 Story 7 Story 6 Story 5

Figure 22. LDP (Time History Analysis) Failure Elevation for Moment Frames at the IO Performance 

Objective
35

Grid 4 Grid 5 Grid 4 Grid 5

Level 08

Level 07

Level 06

Level 05

Level 04

Level 03

Level 08

Level 06

Level 05

Level 04

Level 03

Level 07

Level 02

Level 01

(A) (B)

Level 01

Level 02

Figure 23. LDP (Response Spectrum) Failure Elevation for Exterior (A) and Interior (B) Shear Walls at the 

IO Performance Objective

3.3. Nonlinear Procedures

Contrary to linear procedures, nonlinear procedures provide a much more accurate depiction of 

structure behavior for inelastic response. As opposed to approximating nonlinearity through the use of 

stiffness modifiers and capacity adjustment factors, nonlinear procedures model the inelastic stress-
36

resultant (i.e. load-displacement or moment-curvature) relationships for each component anticipated to 

experience yielding. Such relationships include strain-hardening and strain-softening properties for the 

specific material. Although materials such as concrete and steel typically exhibit nonlinear strainhardening and strain-softening properties, linear approximations of these regions can be made to 

significantly reduce calculation intensity while maintaining accuracy. As noted in ASCE/SEI 41-06 Section 

6.3.1.2.2, reinforced concrete behavior can be modeled using a force-deformation curve defined in 

ASCE/SEI 41-06 Figure 6-1, as shown in Figure 24. This curve is normalized by the yield force, although 

this is not necessary. Additionally, the parameters a, b, and c, are limits defined in ASCE/SEI 41-06.

Figure 24. Typical Force-Displacement Curve for Reinforced Concrete

For both moment frames and shear walls, major axis flexural hinges are used to model the nonlinear 

behavior of the archetype structure. To provide a more accurate model of nonlinear behavior, columns 

and shear walls should employ interaction hinges, which are capable of adjusting inelastic stress-strain 

relationships based on levels of axial load. ASCE/SEI 41-06 does indicate that flexural-axial interaction 

should be accounted for, including varying axial demand, although no clear guidance is provided. For 

this reason, average gravity loads are used to define inelastic stress-strain relationships for a constant 

axial load, which is then used to define the corresponding flexural hinges. This assumption is based on 

methods used in FEMA P695. Although this does not account for the axial load produced by lateral 

loads, it provides, for the most part, a conservative approximation of the flexural behavior. 

Nominal shear wall and column interaction diagrams are calculated using PCA Column, although the 

traditional moment-curvature method is used in calculating yielding interaction diagrams. Concrete 

strength used in these calculations accounts for confined and unconfined strengths through the use of 

the Hognestad parabola. An isotropic hardening hysteresis model is used for simplicity, although a more 

detailed model accounting for stiffness degradation, such as the Takeda model, could be used to gain 

more behavioral accuracy. Additionally, shear wall models for nonlinear procedures are simplified as 
37

multi-degree of freedom stick models. Each stick element represents a wall segment for a given level, 

and incorporates stiffness and mass properties that resemble the actual shear wall. In order to develop 

a more accurate model of the shear walls, a fiber model is required, which is out of the scope of this 

investigation.

Although the flexural hinges replace the use of approximate stiffness reduction factors, reductions in 

stiffness are required where hinges are not anticipated to occur as these areas still experience cracking. 

Guidance for defining this stiffness reduction is not clearly prescribed in ASCE/SEI 41-06, although 

practical estimates are permitted. For modeling purposes, similar stiffness reductions as those used in 

design are assigned to beams, columns, and shear walls in the archetype structure in order to account 

for component cracking.

For nonlinear procedures, connection behavior is modeled implicitly using provisions in ASCE/SEI 41-06 

Section C6.4.2.2.1. Inherently, actual rotations cannot be directly calculated using these implicit models, 

as they use either 100%, 50%, or 0% rigidity. In order to capture joint rotations directly, explicit models 

incorporating rotational springs, or a similar method, are required. Results from linear procedures 

indicate joints are well within the prescribed limits and therefore this investigation does not examine 

the adequacy of joints using nonlinear methods.

Similar to linear procedures, P-Delta effects are required to be included in nonlinear procedures. Again, 

“leaning” columns and nonlinear gravity loads are used to account for P-Delta effects in the archetype

structure. However, during analysis of the archetype structure under the nonlinear static and nonlinear 

dynamic procedures, convergence problems were encountered in the model that could only be

immediately resolved by neglecting P-Delta effects. It is important to note, however, that P-Delta effects 

increase the stresses on a system, and therefore would produce larger deformations. As this 

investigation aims to review the assessment methods in ASCE/SEI 41-06, failures that neglect P-Delta 

effects represent a minimum collection of failures. 

3.3.1. Nonlinear Static Procedure

3.3.1.1. Analysis Methodology

The nonlinear static procedure (NSP), also known as “pushover analysis”, combines simplistic loading 

mechanisms with complex modeling parameters to approximate the response of a structure. The 

premise behind the NSP uses incremental displacement controlled loading up to a specific target 

displacement. Preliminary structure pushover analysis is required to calculate these specific target 

displacements. From this analysis, an idealized force-displacement curve is derived based on provisions 

in ASCE/SEI 41-06 Section 3.3.3.2.5. This idealized force-displacement curve is used in determining the 

effective fundamental period of the structure in each direction. As the response of the structure 

throughout the elastic range is linear, the effective fundamental period may be taken as equal to the 

elastic period from modal analysis. Figure 25 and Figure 26 show pushover analyses for the moment 

frame and shear walls, respectively, which clearly indicate the linear elastic range of the lateral systems.
38

Figure 25. Pushover Curve for Moment Frames

Figure 26. Pushover Curve for Exterior and Interior Shear Walls

0

100

200

300

400

500

600

700

800

0 10 20 30 40 50 60

Base Shear (kips)

Roof Displacement (in)

IO

LS

CP

0

100

200

300

400

500

600

700

800

0 5 10 15 20 25

Base Shear (kips)

Roof Displacement (in)

IO (External)

LS (External)

CP (External)

IO (Internal)

LS (Internal)

CP (Internal)
39

Target displacements for various performance objectives are based on spectral accelerations and 

effective fundamental period. Additionally, a modification factor, CO, is used to relate the spectral 

displacement of an equivalent single-degree of freedom system to roof displacement of the structure 

multi-degree of freedom system. Target displacements are applied to a control node, which is located at 

the center of mass of the roof of the structure. Additionally, ASCE/SEI 41-06 Section 3.3.3.2 requires the 

structure to be loaded to 150% of the target displacement to investigate probable behavior under 

extreme seismic conditions. This is generally applied to rehabilitation design to verify that a structure 

will not collapse under extreme loading, and therefore is not included in the archetype structure 

assessment. It is important to note, however, that the moment fame exhibits a collapse mechanism at 

approximately 55 inches, which is less than the 150% target displacement of 60 inches. This is an 

example of why structures are required to be analyzed beyond the calculated target displacements. 

Table 10 shows the calculated target displacements for each lateral resisting system at various 

performance objectives. During analysis, these target displacements are also increased by the maximum 

η factor in order to account for torsional effects. Support calculations for target displacements can be 

found in Appendix D.

Table 10. Target Displacements for Lateral Systems

System IO (in) LS (in) CP (in)

Moment Frame 16.3 28.5 40.1

External Shear Wall 6.4 11.1 15.7

Internal Shear Wall 5.9 10.3 14.5

Under the target displacements shown above, Table 11 shows the calculated base shears for the various 

performance objectives, and those calculated for design. Note that the performance objective base 

shears are similar because they correspond to the calculated target displacement for each objective.

Table 11. Nonlinear Static Procedure and Design Base Shears

Direction IO (kips) LS (kips) CP (kips) Design (kips)

Moment Frame 726 742 742 412

External Shear Wall 605 645 670 571

Internal Shear Wall 533 555 574 571

Acceptance criteria for the NSP are based on hinge rotation limits. ASCE/SEI 41-06 Chapter 6 includes 

various tables which provide guidance for calculating maximum rotations for various components, based 

on performance objective. Maximum allowable hinge rotations prescribed by ASCE/SEI 41-06, unless 

stated otherwise, refer to plastic hinge rotations, which are defined as any hinge rotation occurring after 

yielding.

3.3.1.2. Results

At target displacements, moment frame beams on the first and second levels of the archetype structure 

exceed the maximum allowable ASCE/SEI 41-06 hinge rotations for all performance objectives. 
40

Additionally, beam hinge rotations on the third level exceed the maximum allowable rotations for the IO 

performance objective. These failures are likely caused by the relatively high variance in lateral loading 

used in ASCE/SEI 7-10 design, and ASCE/SEI 41-06 assessment. By analysis, beams at levels 6 and above 

remained elastic.

Plastic rotation in columns exceeds the maximum ASCE/SEI 41-06 hinge rotations in the moment frame 

columns located in the lower levels of the structure. Column deformation failures are limited to the top 

of level 3 columns and the bottom of level 1 columns. However, nearly all column hinges that did not 

exceed allowable rotation limits remained elastic for all performance objectives. 

Analysis of both interior and exterior shear walls using the NSP indicate that all shear walls remain 

within the prescribed hinge rotation limits prescribed in ASCE/SEI 41-06 at all performance levels.

Figure 27 shows a representative moment frame elevation for performance level CP. The elevation 

indicates the various rotation range that each hinge reaches under the given target displacement.

Additionally, Figure 28 and Figure 29 show the exterior and interior shear wall elevation, respectively,

representing the CP performance objective. Specifically, yellow indicates that the hinge has rotated 

beyond the allowable ASCE/SEI 41-06 prescribed limit for the CP performance objective. Support 

calculations for the NSP can be found in Appendix D.

Figure 27. NSP Moment Frame Hinge Behavior (CP Objective)
41

Figure 28. NSP Exterior Shear Wall Hinge Behavior (CP Objective)
42

Figure 29. NSP Interior Shear Wall Hinge Behavior (CP Objective)

3.3.2. Nonlinear Dynamic Procedure

3.3.2.1. Analysis Procedure

The analysis procedure for the NDP is somewhat similar to the LDP, although only time history analysis is 

used. Response spectrum analysis uses modal coordinates to determine dynamic response in a system. 

However, in nonlinear behavior, the stiffness of a component varies with time and load intensity, often 

never regaining original elastic stiffness. Therefore by nature, the response spectrum method cannot be 

used to capture any nonlinear effects, which is why it is not used in the NDP. Time history analysis, 

however, imposes varying accelerations into the system over time, which allows nonlinear behavior in 

system components to propagate. Also, the method for implementing the time history records is 

different than that of the LDP. As nonlinear behavior is dependent on time and load intensity, it is 

sensitive to the order of loading. For this reason, gravity loads are applied to the model prior to running 

the time history records. As mentioned above, P-Delta effects are not included in the NDP due to 

convergence issues (reference section 3.3 for more information). Table 12 indicates the average base 

shears from time history analysis for various performance objectives, as well as those used in design.
43

Table 12. Nonlinear Dynamic Procedure and Design Base Shears

Direction IO (kips) LS (kips) CP (kips) Design (kips)

Moment Frame 802 943 * 412

External Shear Wall 847 1,122 1,465 571

Internal Shear Wall 745 1,017 1,282 571

*Note: Base shear results for the CP objective include collapse mechanisms, and therefore an average value is not representative of the 

analyzed results.

3.3.2.2. Results

Generally, moment frame beam and column plastic hinge rotations remain within prescribed ASCE/SEI 

41-06 limits. However, certain time history records result in collapse mechanisms under the LS and CP 

performance objectives. Table 13 lists the various time history records which result in collapse of the 

structure.

Table 13. Time History Records causing Collapse Mechanisms

LS Objective CP Objective

Time History Record 9, 10, 17, 13, 15, 38, 41 3, 9, 10, 11, 13, 15, 17, 18, 20, 

21, 24, 28, 29, 30, 31, 33, 34, 37, 

38, 39, 41, 42

As shown, approximately 16% of LS and 50% of CP performance objective time history records result in 

collapse of the structure. When more than 7 records are used, ASCE/SEI 41-06 permits the design 

actions on a structure to be taken as the average of those actions caused by each time history record. By 

eliminating the specific time history records that result in a collapse mechanism, sufficient time history 

records remain that indicate the archetype structure moment frame meets the assessment criteria for 

the NDP. However, such records cannot be simply ignored, as they indicate the possibility of structure 

collapse. In an actual assessment or rehabilitation, greater consideration would be needed to ensure 

that the structure would not collapse under the specific suite of time histories used in analysis.

Plastic rotations occur in moment frame columns typically at the first and fourth levels. This indicates 

that the archetype structure deformation stems from multiple modes. As column reinforcing is typical 

throughout the height of the archetype structure, the column hinge locations are not a function of 

differing reinforcement patterns. Figure 30 and Figure 31 show bottom and top of column plastic hinge 

rotations at various performance levels, respectively. Column hinge numbers are ordered in ascending 

floor level, for grids A through F. Additionally, these figures indicate the maximum and minimum hinge 

rotations. The first and fourth floor mechanisms can be clearly seen in Figure 30. Both figures represent 

time history records which do not result in collapse mechanisms. Acceptance criteria for each 

performance objective are shown as dashed lines.
44

Figure 30. Bottom of Column Plastic Hinge Rotations

0

0.005

0.01

0.015

0.02

0.025

0.03

0.035

0.04

0 5 10 15 20 25 30 35 40 45

Plastic Rotation (rads)

Hinge Number

IO

LS

CP

Note: Time history records resulting 

in collapse mechanisms not shown.

44
45

Figure 31. Top of Column Plastic Hinge Rotations

0

0.005

0.01

0.015

0.02

0.025

0.03

0.035

0.04

0 5 10 15 20 25 30 35 40 45

Plastic Rotation (rads)

Hinge Number

IO

LS

CP

Note: Time history records resulting in 

collapse mechanisms not shown.

45
46

Plastic hinge rotations in the beams are generally within the prescribed ASCE/SEI 41-06 limits for all 

performance objectives. However, analysis indicates two IO level failures, occurring on the first and 

second levels. Similar to columns, however, these results are based on those time history records that 

do not cause a collapse mechanism. Figure 32 and Figure 33 indicate the various beam plastic hinge 

rotations at each performance objective for positive and negative flexure, respectively. The hinge 

numbers are arranged by level, all beams on one level in a row. Hinge numbers 1 through 40 represent 

hinges on the left side of the beam, while hinge numbers 41 through 80 represent hinges on the right 

side of the beam. Additionally, these figures indicate the maximum and minimum hinge rotations. As 

shown, the rotations at higher performance objectives, such as LS and CP, are relatively similar to those 

of the IO performance objective. This indicates that as the beams begin to yield, load is immediately 

transferred into the columns. This could be the cause of the collapse mechanisms found during analysis.

The overall behavior of the moment frame is indicative of the intended strong-column weak-beam 

design philosophy. As shown in the figures above, flexural rotations and yielding occur generally in the 

beams, and not in the columns. The locations of column yielding indicate a story shear type failure 

which results in collapse, and therefore these hinges are likely occurring just prior to collapse. Although 

this level of yielding is not desired at any performance objective, it does indicate behavior 

representative of design objectives. Figure 34 is a representative moment frame elevation showing the 

typical collapse mechanism for the CP performance objective. Again, yellow hinges indicate rotations 

beyond the CP objective limit. Support calculations for the moment frame using the NDP can be found in 

Appendix D.

Both exterior and interior shear walls experience plastic hinge rotations within prescribed ASCE/SEI 41-

06 limits, at all performance objectives. Figure 35 and Figure 36 show plastic hinge rotations at each 

level of the interior and exterior shear walls, respectively. Hinge numbers are ordered by ascending floor 

level, and also indicate maximum and minimum rotation values. As shown in Figure 35, the largest 

plastic rotations occur on the second floor. This could be due to the relatively large change in reinforcing 

at this level. Conversely, as shown in Figure 36, rotations in the interior shear wall are at a maximum at 

the base and decrease relatively linearly with the height of the structure. This is likely the result of the 

generally typical reinforcing layout found in the interior shear walls. Rotations corresponding to the IO 

and LS objectives do, however, indicate clearly the relatively small change in reinforcing found at the 

first level of the interior shear walls. Support calculations for the exterior and interior shear walls using 

the NDP can be found in Appendix D.
47

Figure 32. Positive Flexure Plastic Hinge Rotations in Beams

0

0.005

0.01

0.015

0.02

0.025

0.03

0 10 20 30 40 50 60 70 80

Plastic Rotation (rads)

Hinge Number

IO

LS

CP

Note: Time history records 

resulting in collapse 

mechanisms not shown.

47
48

Figure 33. Negative Flexure Plastic Hinge Rotations in Beams

0

0.005

0.01

0.015

0.02

0.025

0.03

0 10 20 30 40 50 60 70 80

Plastic Rotation (rads)

Hinge Number

IO

LS

CP

Note: Time history records 

resulting in collapse 

mechanisms not shown.

48 
49

Figure 34. Collapse Mechanism for Moment Frame (Record CP 11)
50

Figure 35. Exterior Shear Wall Plastic Hinge Rotations

Figure 36. Interior Shear Wall Plastic Hinge Rotations

0

0.002

0.004

0.006

0.008

0.01

0.012

0.014

0.016

0 1 2 3 4 5 6 7 8

Plastic Rotation (rads)

Hinge Number

IO

LS

CP

0

0.002

0.004

0.006

0.008

0.01

0.012

0.014

0.016

0 1 2 3 4 5 6 7 8

Plastic Rotation (rads)

Hinge Number

IO

LS

CP
51

4. CONCLUSIONS AND FUTURE RESEARCH NEEDS

4.1. Conclusions

A primary goal of ASCE/SEI 41-06 is to provide guidance on assessing the seismic performance of existing 

structures. Four different methods are prescribed, which include simpler, yet more conservative 

options, as well as complex options which more accurately represent the behavior of the structure. 

Assessment of the archetype structure exemplifies these varying approaches, as acceptance criteria are 

met at a much higher percentage for the more complex methods. However, the main objective of this 

investigation is to evaluate the procedures outlined in ASCE/SEI 41-06 for use in assessing new 

structures designed under ASCE/SEI 7-10 requirements.

Overall, the moment frames do not meet the acceptance criteria prescribed in ASCE/SEI 41-06. 

Throughout all linear and nonlinear procedures, beams and columns repeatedly do not meet 

assessment criteria. Additionally, use of the nonlinear dynamic procedure indicates a high collapse rate 

for the structure among various time history records at the collapse prevention performance objective. 

Although by code, the acceptance criteria can still be met, these collapse mechanisms would not be 

ignored in a design situation.

Shear walls, similar to moment frames, do not meet all of the acceptance criteria prescribed in ASCE/SEI 

41-06. However, shear walls in general do meet the acceptance criteria at a much higher rate than the 

moment frames. In fact, use of nonlinear procedures results in both exterior and interior shear walls 

meeting all ASCE/SEI 41-06 requirements.

A likely cause for these discrepancies is the varying methods with which actions are imposed and 

resisted. ASCE/SEI 7-10 provides reduced design values, based on the ductility of the system, while 

ASCE/SEI 41-06 provides adjustment factors for component capacities. As these are different 

approaches, it is difficult to draw direct comparisons between the adjustment methods. However, the 

findings of this investigation do indicate that the two methods do not provide similar end results.

4.2. Further Research

Further research is needed to provide a more global view into the discrepancies found in this 

investigation. Varying parameters such as building layout, size, and lateral system could provide insight 

into the repeatability of the findings of this investigation.

Additionally, more detailed modeling should be investigated. As mentioned, an isotropic hardening 

hysteresis model is used in this investigation for the nonlinear dynamic procedure. To gain more 

accuracy, a Takeda model, which accounts for stiffness degradation, could be implemented. In addition, 

P-Delta effects were neglected for nonlinear procedures in order to resolve convergence issues. Further 

study should incorporate P-Delta effects to gain a more accurate view of how the structure behaves 

under seismic loading. Lastly, for nonlinear procedures, stick models are used for all shear walls to 

maintain simplicity. Flexural behavior in shear walls, however, is not fully captured using this method. 
52

Use of a detailed fiber model of the shear walls should be used for the archetype structure in this 

investigation to compare the corresponding levels of accuracy.
53

5. REFERENCES

1. ACI, 2008, Building Code Requirements for Structural Concrete (ACI 318-08) and Commentary, (ACI 

318R-08), American Concrete Institute, Farmington Hills, Michigan. 

2. ASCE, 2006, Seismic Rehabilitation of Existing Buildings, ASCE Standard ASCE/SEI 41-06, including 

Supplement No. 1, American Society of Civil Engineers, Reston, Virginia. 

3. ASCE, 2010, Minimum Design Loads for Buildings and Other Structures, ASCE Standard ASCE/SEI 7-10, 

American Society of Civil Engineers, Reston, Virginia. 

7. CSI, 2010, SAP2000 Structural Analysis Software, Computers and Structures, Inc, Berkeley, CA

4. FEMA, In-Print, NEHRP Recommended Provisions: Design, FEMA P752, Federal Emergency 

Management Agency, Washington, D.C.

5. FEMA, 2009, NEHRP Quantification of Building Seismic Performance Factors, FEMA P695, prepared by 

the Applied Technology Council for the Federal Emergency Management Agency, Washington, 

D.C.

6. Haselton, C.B., 2006, Assessing Seismic Collapse Safety of Modern Reinforced Concrete MomentFrame Buildings, Ph.D. Dissertation, Department of Civil and Environmental Engineering, 

Stanford University, Stanford, California.
54

6. APPENDICES

Appendix Table of Contents

Appendix A – Design Calculations A1

Section 1: Seismic Design Requirements A2

Section 2: Material Properties and Loading A3

Section 3: Section Properties, Stiffness Modifiers, and Member Loads A5

Section 4: Seismic Modeling A7

Section 5: Wind Design A17

Section 6: Frame Design - Beams A21

Section 7: Frame Design - Columns A24

Section 8: Frame Design - Joints A27

Section 9: Concrete Shear Wall Design A28

Appendix B – Design Moment, Shear, and Axial Load Diagrams A35

Frame Moment Diagram A36

Frame Axial Diagram A37

Frame Shear Diagram A38

Wall Shear Stress Diagram A39

Wall Axial Stress Diagram A40

Appendix C – Design Interaction Diagrams A41

Column Interaction Diagrams A42

Wall Interaction Diagrams A44

Appendix D – LSP, LDP, NSP, and NDP Calculations A46

Section 1: Modeling and Analysis Procedure A47

Section 2: LSP and NSP Moment Frame Beam Assessment A50

Section 3: LSP and NSP Moment Frame Column Assessment A56

Section 4: LSP Moment Frame Joint Assessment A62

Section 5: LSP and NSP Shear Wall Assessment A65

Section 6: LDP Moment Frame Beam Assessment (Response Spectrum) A71

Section 7: LDP Moment Frame Column Assessment (Response Spectrum) A77

Section 8: LDP Moment Frame Joint Assessment (Response Spectrum) A83

Section 9: LDP Shear Wall Assessment (Response Spectrum) A86

Section 10: LDP Moment Frame Beam Assessment (Time History) A92

Section 11: LDP Moment Frame Column Assessment (Time History) A98

Section 12: LDP Moment Frame Joint Assessment (Time History) A104

Section 13: LDP Shear Wall Assessment (Time History) A107
55

Appendix E – LSP and LDP Demand-Capacity Ratio Elevations A113

Moment Frame A114

Shear Wall A120

Appendix F – Time History Record Scaling Calculations A126
Appendix A – Design Calculations

   

A1
National Earthquake Hazards Reduction Program

Evaluation of Reinforced Concrete Lateral

Resisting Systems using Current Performance

Based Assessment Criteria

Section 1.  Seismic Design Requirements

A.  Site Information

D Site Class (ASCE 7‐10 Section 11.4.2)

B.  Response Parameters

SS 1.500 Short Period Spectral Response Acceleration, g (USGS Hazards Map)

S1 0.600 1 Second Spectral Response Acceleration, g (USGS Hazards Map)

Fa 1.000 Short Period Site Coefficient (ASCE 7‐10 Table 11.4‐1)

Fv 1.500 Velocity Based Site Coefficient (ASCE 7‐10 Table 11.4‐2)

SMS 1.500 (Fa*SS) Site Adjusted Short Period Spectral Response Acceleration, g

(ASCE 7‐10 Equation 11.4‐1)

SM1 0.900 (Fv*S1) Site Adjusted 1 Second Spectral Response Acceleration, g

(ASCE 7‐10 Equation 11.4‐2)

SDS 1.000 (2/3*SMS) Short Period Design Spectral Accerlation, g

(ASCE 7‐10 Equation 11.4‐3)

SD1 0.600 (2/3*SDS) 1 Second Design Spectral Accerlation, g

(ASCE 7‐10 Equation 11.4‐4)

TS 0.600 (SD1/SDS) Transition Period, sec

T0 0.120 (0.2SD1/SDS) Short Period, sec

C.  Use & Seismic Design Category

II Occupancy Category (ASCE 7‐10 Table 1.5‐1)

I 1 Importance Factor (ASCE 7‐10 Table 1.5‐2)

D Seismic Design Category (ASCE 7‐10 Table 11.6‐1 & 11.6‐2)

D.  Structural Systems

Select Structural System Types (ASCE 7‐10 Table 12.2‐1)

a.  N‐S Direction

R 5 Response Modification Factor (ASCE 7‐10 Table 12.2‐1)

Ω0 2.5 System Overstrength Factor (ASCE 7‐10 Table 12.2‐1)

Cd 5 Deflection Amplification Factor (ASCE 7‐10 Table 12.2‐1)

a.  E‐W Direction

R 8 Response Modification Factor (ASCE 7‐10 Table 12.2‐1)

Ω0 3 System Overstrength Factor (ASCE 7‐10 Table 12.2‐1)

Cd 5.5 Deflection Amplification Factor (ASCE 7‐10 Table 12.2‐1)

E.  Structural Configuration

A.1 "Special Reinforced Concrete Shear Walls

C.5 "Special Reinforced Concrete Moment Frames"

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Reference ASCE 7‐10 Table 12.3‐1,2 and apply required adjustments accordingly

F.  Load Combinations

Basic Load Combinations (ASCE 7‐10 Section 12.4.2.3 & 2.3.2)

1.4D

1.2D + 1.6L + 0.5Lr

1.2D + 1.6Lr + L

1.2D + 1.6Lr + 0.5W

1.2D + 1.0W + L + 0.5Lr

(1.2 + 0.2SDS)D + 0.5L1 +/‐ E

0.9D + 1.0W

(0.9 ‐ 0.2SDS)D +/‐ E

1.  Load factor for L permitted to be 0.5 for Live Loads less than or equal to 100 PSF

Section 2.  Material Properties & Loading

A.  Material Properties

Beams

Concrete Type

fc' 5000 Concrete Compressive Strength, psi

wc 150 Unit Weight of Concrete, pcf

fy 60 Reinforcing Steel Yield Strength, ksi

ASTM A615* Reinforcing Steel Designation

SCE 0.5 Cracked moment of inertia scaling factor (applied to E in SAP2000)

*Note:  Cracked scaling factor may be caculated or reasonably assumed per ACI 318‐08 Section 10.10.4.1

Columns

Concrete Type

fc' 5000 Concrete Compressive Strength, psi

wc 150 Unit Weight of Concrete, pcf

fy 60 Reinforcing Steel Yield Strength, ksi

ASTM A615* Reinforcing Steel Designation

SCE 0.7 Cracked moment of inertia scaling factor (applied to E in SAP2000)

*Note:  Cracked scaling factor may be caculated or reasonably assumed per ACI 318‐08 Section 10.10.4.1

*Note:  Ensure compliance with ACI 318‐08 Section 21.1.5.2.a,b

*Note:  Many Structural Irregularities (Horizontal, Vertical, and Torsional) require assumptions that must be verified

after analysis is completed

Normal‐Weight

**Permitted per ACI 318 Section 21.2.4**

Normal‐Weight

**Permitted per ACI 318 Section 21.2.4**

*Note:  Ensure compliance with ACI 318‐08 Section 21.1.5.2.a,b

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Walls

Concrete Type

fc' 5000 Concrete Compressive Strength, psi

wc 150 Unit Weight of Concrete, pcf

fy 60 Reinforcing Steel Yield Strength, ksi

ASTM A615* Reinforcing Steel Designation

SCE 0.8 Cracked moment of inertia scaling factor (applied to E in SAP2000)

*Note:  Cracked scaling factor may be caculated or reasonably assumed per ACI 318‐08 Section 10.10.4.1

Slabs

Concrete Type

fc' 5000 Concrete Compressive Strength, psi

wc 150 Unit Weight of Concrete, pcf

fy 60 Reinforcing Steel Yield Strength, ksi

ASTM A615* Reinforcing Steel Designation

SCE 1.0 Cracked moment of inertia scaling factor (applied to E in SAP2000)

*Note:  Cracked scaling factor may be caculated or reasonably assumed per ACI 318‐08 Section 10.10.4.1

B.  Structural Design Loads

h 4.5 Typical slab thickness, in

L 102.3 N‐S Building length parallel to secondary framing, ft

W 152.3 E‐W Building length perpendicular to secondary framing, ft

SW SDLseis SDLnonseis CL LL DLseis DLnonseis

(PSF) (PSF) (PSF) (PSF) (PSF) (PSF) (PSF)

Level 08 56.25 20 20 15 20 76 76

Level 07 56.25 20 25 15 50 76 81

Level 06 56.25 20 25 15 50 76 81

Level 05 56.25 20 25 15 50 76 81

Level 04 56.25 20 25 15 50 76 81

Level 03 56.25 20 25 15 50 76 81

Level 02 56.25 20 25 15 50 76 81

Level 01 56.25 20 25 15 50 76 81

Level 00 56.25 20 25 15 100 76 81

Level A 56.25 20 25 15 40 76 81

Level B 56.25 20 25 15 40 76 81

Legend:

Normal‐Weight

**Permitted per ACI 318 Section 21.2.4**

*Note:  Ensure compliance with ACI 318‐08 Section 21.1.5.2.a,b

*Note:  Ensure compliance with ACI 318‐08 Section 21.1.5.2.a,b

Normal‐Weight

**Permitted per ACI 318 Section 21.2.4**

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h Slab Thickness

SW Self weight of slab

SDL Superimposed dead load, including roofing, partitions, utilities, etc.

LL Live Load (per ASCE 7‐05 Table 4‐1)

*Note:  Applied cladding load uses user defined vertical tributary loads found in Section 3

Section 3.  Section Properties, Stiffness Modifiers & Member Loads

A.  Frame Beams

*Note:  Beams are Modeled in ETABS as rectangular shapes below the slab as opposed to T‐Beams

WSTEM HSTEM beff ASTEM ybar IETABS IACTUAL SCI33

in in in in2 in in4 in4

FB1 24 27.5 27 660 17.88 41595.6 97131.7 2.335

Legend:

WSTEM Stem width to be used in SAP2000

HSTEM Height of stem below slab to be used in SAP2000

beff Calculated effective flange extension, per ACI 318‐08 Section 8.12

SCI33 Major axis moment of inertia scaling factor used in SAP2000

ASTEM Cross sectional area of stem

Unfactored Loads by Beam

Beam Level Horiz Trib Vert Trib LL CL DLTOT

(ft) (ft) (PLF) (PLF) (PLF)

Level 08 FB1 Level 08 6.2 6.5 123 97.5 568

Level 07 FB1 Level 07 6.2 13 308 195 696

Level 06 FB1 Level 06 6.2 13 308 195 696

Level 05 FB1 Level 05 6.2 13 308 195 696

Level 04 FB1 Level 04 6.2 13 308 195 696

Level 03 FB1 Level 03 6.2 13 308 195 696

Level 02 FB1 Level 02 6.2 13 308 195 696

Level 01 FB1 Level 01 6.2 14 308 210 711

B.  Frame Columns and Shear Walls

28 Typical column dimension, in

16 Typical shearwall width, in

C.  Gravity Beam Unfactored Loads

Distributed Load Beams

Beam Level Grid Loc'n Horiz Trib LL DL

(ft) (PLF) (PLF)

*Note:  Program is set up for typical floor framing configurations, table below may be duplicated and edited if levels

have unique framing

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GB1 08 1.5 ‐ 5.5 10 200 763

GB1 07 ‐ 01 1.5 ‐ 5.5 10 500 813

GB1 00 1.5 ‐ 5.5 10 1000 813

GB1 A 1.5 ‐ 5.5 10 400 813

Cladding Load Beams

Beam Level Loc'n Vert Trib CL (DL)

(PLF)

GB2 08 Perim 6.5 97.5

GB2 07 ‐ 02 Perim 13 195

GB2 01 Perim 14 210

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Resisting Systems using Current Performance

Based Assessment Criteria

Section 4.  Seismic Modeling

A.  Modeling Criteria

1.  Foundation modeling is out of the scope of this program

2.  Effective Seismic Weight (ASCE 7‐10 Section 12.7.2)

*Note 3:  Total weight of operating machinery should be included in the seismic weight of the structure

B.  Analysis Procedure Notes

*Note 1:  Reference ASCE 7‐10 Table 12.6‐1 for permitted design procedures

*Note 2:  Ensure after analysis that procedure is still permitted

C.  Equivalent Lateral Force Procedure, ELF (ASCE 7‐10 Section 12.8)

1. Seismic Weight per Floor (From ETABS Model)

Level Check1

Level 08 PASS

Level 07 PASS

Level 06 PASS

Level 05 PASS

Level 04 PASS

Level 03 PASS

Level 02 PASS

Level 01 PASS

Total

*Note:  If check fails, a Mass Irregularity exists per ASCE 7‐10 Table 12.3‐2

2.a.  Determine Period (N‐S)

hn 106 Height above base to highest level of structure, ft

CW 0.0387 Coefficient for shear walls (if necessary)

*Note:  Calculation of C W based on ASCE 7‐10 Equation 12.8‐10

SW Ta 1.02 (Ct*hn

x

) Approximate Period, sec (ASCE 7‐10 Equation 12.8‐7)

*Note:  Values of C t and x from ASCE 7‐10 Table 12.8‐2

Ta*Cu 1.43 Upper Limit Approx. Period, sec (ASCE 7‐10 Section 12.8.2)

*Note:  Value of C u from ASCE 7‐10 Table 12.8‐1

Tcalc 1.072 Calculated (ETABS, etc) Period, sec

Relative Mass Ratio

94.34

100.00

100.00

100.00

100.00

100.00

100.00

101.92

2413.7

19220

2413.7

2413.7

2413.7

2460.1

597

(kips)

2277.2

2413.7

2413.7

(%)

74.96

70.72

74.96

*Note 1:  In storage areas (not including public garages and open parking structures), a minimum of 25% of the

floor live load should be included in the seismic weight of the structure

*Note 2:  When partition loading is required, the greater of the partition weight or 10 psf should be included in the

seismic weight of the structure

*Note 4:  Where the flat roof snow load exceeds 30 psf, a minimum of 20% of the uniform design snow load

(regardless of roof slope) should be included in the seismic weight of the structure

Total Floor Weight Total Floor Mass

*Note 3:  Equivalent Lateral Method is required for base shear calculations, regardless of permitted analysis

procedures, for scaling purposes

(k‐s

2

/ft)

76.40

74.96

74.96

74.96

74.96

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T 1.07 Period to be used for ELF, sec

*Note:  Use only the values of T corresponding to the structural system in use

Tdrift 1.07 Period for use in calculating drifts, sec

Seismic Base Shear Calculation

TL 8 Long Period Transition Period, sec (ASCE 7‐10 Figure 22‐15)

Cs,max 0.2000 (SDS/(R/I)) Max Seismic Response Coefficient

(ASCE 7‐10 Equation 12.8‐2)

Cs,T 0.1119 Adjusted Seismic Response Coefficient

(ASCE 7‐10 Equation 12.8‐3,4)

Cs,T 0.1119

Cs,min 0.0440 Min Seismic Response Coefficient

(ASCE 7‐10 Equation 12.8‐5)

Cs,S1 0.0600 Min Seismic Response Coefficient for S1 ≥ .6g

(ASCE 7‐10 Equation 12.8‐6)

Cs 0.1119 Seismic Response Coefficient to be used

Cs,drift 0.1119 Seismic Response Coefficient for Drift

V 2151 (Cs*W) Seismic Base Shear, kips (ASCE 7‐10 Equation 12.8‐1)

Vdrift 2151 Seismic Base Shear for Drift Calculations, kip

sdrift,NS 1.00 Vdrift / V

2.b.  Determine Period (E‐W)

hn 106 Height above base to highest level of structure, ft

CW NA Coefficient for shear walls (if necessary)

*Note:  Calculation of C W based on ASCE 7‐10 Equation 12.8‐10

MRF Ta 1.06 (Ct*hn

x

) Approximate Period, sec (ASCE 7‐10 Equation 12.8‐7)

*Note:  Values of C t and x from ASCE 7‐10 Table 12.8‐2

Ta*Cu 1.49 Upper Limit Approx. Period, sec (ASCE 7‐10 Section 12.8.2)

*Note:  Value of C u from ASCE 7‐10 Table 12.8‐1

Tcalc 1.868 Calculated (ETABS, etc) Period, sec

T 1.49 Period to be used for ELF, sec

*Note:  Use only the values of T corresponding to the structural system in use

Tdrift 1.87 Period for use in calculating drifts, sec

Seismic Base Shear Calculation

TL 8 Long Period Transition Period, sec (ASCE 7‐10 Figure 22‐15)

Cs,max 0.1250 (SDS/(R/I)) Max Seismic Response Coefficient

(ASCE 7‐10 Equation 12.8‐2)

Adjusted Seismic Response Coefficient for Drift Calculations (No TaCu Limit per

ASCE 7‐10 Section 12.8.6.2)

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Cs,T 0.0504 Adjusted Seismic Response Coefficient

(ASCE 7‐10 Equation 12.8‐3,4)

Cs,T 0.0401

Cs,min 0.0440 Min Seismic Response Coefficient

(ASCE 7‐10 Equation 12.8‐5)

Cs,S1 0.0375 Min Seismic Response Coefficient for S1 ≥ .6g

(ASCE 7‐10 Equation 12.8‐6)

Cs 0.0504 Seismic Response Coefficient to be used

Cs,drift 0.0401 Seismic Response Coefficient for Drift

V 968 (Cs*W) Seismic Base Shear, kips (ASCE 7‐10 Equation 12.8‐1)

Vdrift 772 Seismic Base Shear for Drift Calculations, kip

sdrift,EW 0.797 Vdrift / V

3.a.  Vertical Force Distribution (N‐S)

k 1.29 Structure Period Exponent (ASCE 7‐10 Section 12.8.3)

Level Height wx*hx

k Cvxa Fxb Fx,drift Vxc Mxd

(ft) (kips) (k) (kips) (k‐ft)

Level 08 106 916097 0.235 505.3 505.3

Level 07 93 820643.5 0.210 452.6 452.6 505.3 6,569

Level 06 80 676175.1 0.173 372.9 372.9 957.9 19,021

Level 05 67 538291.7 0.138 296.9 296.9 1330.9 36,323

Level 04 54 407890.7 0.105 225.0 225.0 1627.8 57,483

Level 03 41 286236.8 0.073 157.9 157.9 1852.7 81,569

Level 02 28 175279.3 0.045 96.7 96.7 2010.6 107,707

Level 01 15 80057.6 0.021 44.2 44.2 2107.3 135,102

Total 1.000 2151 2151 2151.4 167,373

a.  Per ASCE 7‐10 Equation 12.8‐12

b.  Per ASCE 7‐10 Equation 12.8‐11

c.  Story shear

d.  Overturning Moment

3.b.  Vertical Force Distribution (E‐W)

k 1.49 Structure Period Exponent (ASCE 7‐10 Section 12.8.3)

Level Height wx*hx

k Cvxa Fxb Fx,drift Vxc Mxd

(ft) (kips) (k) (kips) (k‐ft)

Level 08 106 2424735 0.253 245.2 195.5

Level 07 93 2113573 0.221 213.7 170.4 245.2 3,187

Level 06 80 1687614 0.176 170.6 136.0 458.8 9,152

Level 05 67 1294663 0.135 130.9 104.4 629.5 17,335

Level 04 54 937842.5 0.098 94.8 75.6 760.4 27,220

Level 03 41 621364.6 0.065 62.8 50.1 855.2 38,338

Adjusted Seismic Response Coefficient for Drift Calculations (No TzCu Limit per

ASCE 7‐10 Section 12.8.6.2)

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Level 02 28 351384.2 0.037 35.5 28.3 918.0 50,272

Level 01 15 140888.9 0.015 14.2 11.4 953.5 62,668

Total 1.000 968 772 967.8 77,185

a.  Per ASCE 7‐10 Equation 12.8‐12

b.  Per ASCE 7‐10 Equation 12.8‐11

c.  Story shear

d.  Overturning Moment

For Modelling Purposes, Ratio of Drift Base Shear to Strength Base Shear

0.797 E‐W  Ratio

1.000 N‐S Ratio

4.  Horizontal Force Distribution & Accidental Torsion

Level Force, FNS Force, FEW NS Width EW Width NS Tors EW Tors

(kips) (kips) (ft) (ft) (k‐ft) (k‐ft)

Level 08 505.3 245.2 152.3333 102.3333 3849 1254

Level 07 452.6 213.7 152.3333 102.3333 3448 1093

Level 06 372.9 170.6 152.3333 102.3333 2841 873

Level 05 296.9 130.9 152.3333 102.3333 2261 670

Level 04 225.0 94.8 152.3333 102.3333 1714 485

Level 03 157.9 62.8 152.3333 102.3333 1202 321

Level 02 96.7 35.5 152.3333 102.3333 736 182

Level 01 44.2 14.2 152.3333 102.3333 336 73

*Note:  Forces are derived from ELF Method 16387 4952

D.  Modal Response Spectrum Analysis (ASCE 7‐10 Section 12.9)

1.  Elastic Response Spectrum Development (ASCE 7‐10 Section 11.4.5)

2.  Modal Mass Participation Factors

*Note:  Prior to continuing through this section, the SAP model should be run to determine modes, etc.

Mode Period

(s) N‐S E‐W Torsion

1 2.100 82.848 0.000 18.128

2 1.072 0.000 70.729 34.864

3 0.954 0.000 0.000 20.245

4 0.671 9.596 0.000 2.100

5 0.373 3.398 0.000 0.744

6 0.243 1.624 0.000 0.355

7 0.195 0.000 21.422 10.559

*Note:  Accidental torsion calculated by multiplying the story force, F x , by an eccentricity equal to 5% of the

respective building width (ASCE 7‐10 Section 12.8.4.2)

Reference sheet "Response Spectrum Data" and copy spectrum to a .txt file, the user may now add this file in SAP

as a Response Function to be used in analysis

% Effective Mass

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8 0.189 0.000 0.000 5.810

9 0.173 0.827 0.000 0.181

10 0.146 0.000 0.000 0.000

11 0.146 0.000 0.000 0.000

12 0.139 0.000 0.000 0.000

Total 98.29 92.15 92.99

Check OK OK OK

2.  Scaling Requirements (ASCE 7‐10 Section 12.9.4)

ξ 0.05 Damping Ratio

*Note:  Typically, a damping ratio of 0.05 is used

Direction VELF 0.85*VELF VMRSA

(kips) (kips) (kips)

N‐S 2151 1829 2282.9

E‐W 968 823 625

E.  Torsional Irregularities and Accidental Torsion Amplification

*Note:  Input Displacements Based on Drift Load Combinations

Level

N Side (in) S Side (in) E Side (in) W Side (in)

Level 08 3.607 3.754 3.770 2.851

Level 07 3.431 3.555 3.191 2.410

Level 06 3.137 3.239 2.612 1.971

Level 05 2.735 2.815 2.046 1.543

Level 04 2.248 2.307 1.507 1.137

Level 03 1.699 1.738 1.016 0.769

Level 02 1.112 1.134 0.594 0.453

Level 01 0.523 0.532 0.265 0.207

Base 0.005 0.005 0.035 0.033

*Note:  The user should import or transpose the story drifts from the SAP model

Check E‐W direction for Torsional Irregularity

E‐W Displacements N‐S Displacements

*Note:  Per ASCE 7‐10 Section 12.9.1, the number of modes investigated must represent at least 90% of the total

mass

*Note:  The elastic response spectrum requires scaling to achieve an approximate inelastic response spectrum as

well as to ensure compliance with ASCE 7‐10 Section 12.9.4.  The final scaling factor should be applied as a load

combination scale factor in SAP

*Note:  The R factors for the two orthongal building directions have been embedded into the calculated response

spectrums in this workbook

*Note:  A unit conversion of 1g = 32.2 ft/s2 has been embedded into the response spectrums ‐ ensure that the units

in SAP comply, and scale the response spectrum accordingly if not

Force Scale Factor

1.32

1.00

*Note:  These scale factors should be applied in SAP as load combination scale factors (in addition to any other

combination scaling)

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Level DriftN DriftS DriftAVE Max/Ave

(in) (in) (in)

Level 08 0.141 0.158 0.150 1.059

Level 07 0.234 0.252 0.243 1.037

Level 06 0.320 0.338 0.329 1.027

Level 05 0.388 0.405 0.397 1.021

Level 04 0.438 0.453 0.446 1.017

Level 03 0.468 0.481 0.475 1.014

Level 02 0.470 0.481 0.475 1.011

Level 01 0.413 0.420 0.416 1.008

Amplification Needed? NO

Check N‐S direction for Torsional Irregularity

Level DriftE DriftW DriftAVE Max/Ave

(in) (in) (in)

Level 08 0.579 0.441 0.510 1.135

Level 07 0.579 0.439 0.509 1.137

Level 06 0.566 0.428 0.497 1.139

Level 05 0.538 0.405 0.472 1.141

Level 04 0.491 0.369 0.430 1.143

Level 03 0.422 0.316 0.369 1.144

Level 02 0.329 0.246 0.288 1.144

Level 01 0.230 0.174 0.202 1.139

Amplification Needed? NO

Torsional Irregularity Requirements

NO 3D Modeling requirement per ASCE 7‐10 Section 12.7.3?

Redundancy Factor

ρEW 1.0 Note Requirements per ASCE 7‐10 Section 12.3.4

ρNS 1.3 Note Requirements per ASCE 7‐10 Section 12.3.4

*Note:   ρ  applied to load combinations in SAP model where applicable

*Note:  For  ρ to be taken as 1.0, e nsure all levels shown below that resist more than 35% of the total Base Shear

comply with ASCE 7‐10 Section 12.3.4.2.a or b

Increase in seismic forces calculated from ASCE 7‐10 Section 12.8.1 for connections of diaphragms

to vertical elements.  Collectors and their connections shall be increased unless they are designed

for the load combinations with overstrength factor of ASCE 7‐10 Section 12.4.3.2 (ASCE 7‐10

Section 12.3.3.4)

1

Story drift shall be calculated as the largest difference of the deflections along any of the edges of

the structure at the top and bottom of the story under consideration (ASCE 7‐10 Section 12.12.1) NO

NO

NO

NO

NO

NO

NO

Torsional Irregularity Exisits?

NO

NO

NO

NO

NO

NO

NO

NO

Torsional Irregularity Exisits?

NO

NO

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Level

Level 08

Level 07

Level 06

Level 05

Level 04

Level 03

Level 02

Level 01

Check redundancy = 1.0 (Moment Frames) ‐ Single bay removed on main floor

Level DispN DispS DriftN DriftS DriftAVE Max/Ave

(in) (in) (in) (in) (in)

Level 08 3.722 3.856 0.141 0.158 0.150 1.057

Level 07 3.545 3.658 0.234 0.252 0.243 1.036

Level 06 3.251 3.342 0.321 0.338 0.329 1.026

Level 05 2.849 2.919 0.389 0.405 0.397 1.021

Level 04 2.362 2.411 0.439 0.454 0.447 1.017

Level 03 1.811 1.841 0.473 0.486 0.479 1.013

Level 02 1.218 1.232 0.495 0.504 0.500 1.009

Level 01 0.597 0.599 0.476 0.478 0.477 1.002

Check redundancy = 1.0 (Shear Walls) ‐ Single wall pier removed on main floor

Level DispE DispW DriftE DriftW DriftAVE Max/Ave

(in) (in) (in) (in) (in)

Level 08 3.528 2.100 0.511 0.334 0.422 1.208

Level 07 3.018 1.766 0.511 0.332 0.421 1.212

Level 06 2.507 1.434 0.502 0.323 0.412 1.217

Level 05 2.005 1.111 0.481 0.304 0.393 1.225

Level 04 1.524 0.807 0.447 0.274 0.360 1.239

Level 03 1.077 0.532 0.395 0.232 0.314 1.260

Level 02 0.682 0.300 0.327 0.176 0.251 1.301

Level 01 0.355 0.125 0.355 0.125 0.240 1.480

Accidental Torsion Amplification

Level Max Disp Ave Disp Ax AxMta Max Disp Ave Disp Ax AxMta

(in) (in) (k‐ft) (in) (in) (k‐ft)

Level 08 3.754 3.681 1.00 1254 3.770 3.311 1.00 3849

Level 07 3.555 3.493 1.00 1093 3.191 2.800 1.00 3448

Level 06 3.239 3.188 1.00 873 2.612 2.292 1.00 2841

NO

YES

NO

Extreme Torsional Irregularity?

NO

NO

NO

NO

NO

NO

Extreme Torsional Irregularity?

NO

NO

NO

NO

NO

NO

NO

EW NS

245.2 25.3

47.4

65.0

2151.4 100.0

1852.7 86.1

2010.6 93.5

2107.3 97.9

957.9 44.5

1330.9 61.9

1627.8 75.7

Story Force

(kips)

% Base Shear

967.8

953.5

855.2

918.0

760.4

629.5

NS

Story Force % Base Shear

(kips)

505.3 23.5

EW

78.6

88.4

94.9

98.5

100.0

458.8

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Level 05 2.815 2.775 1.00 670 2.046 1.794 1.00 2261

Level 04 2.307 2.277 1.00 485 1.507 1.322 1.00 1714

Level 03 1.738 1.719 1.00 321 1.016 0.892 1.00 1202

Level 02 1.134 1.123 1.00 182 0.594 0.524 1.00 736

Level 01 0.532 0.527 1.00 73 0.265 0.236 1.00 336

*Note:  Rerun the SAP model at this point with the amplified accidental torsion values

F.  Drift and P‐Delta Effects

Story Displacements Including Amplified Torsions, Based on Drift Load Combinations

Level N Side (in) S Side (in) E Side (in) W Side (in)

Level 08 3.607 3.754 3.770 2.851

Level 07 3.431 3.555 3.191 2.410

Level 06 3.137 3.239 2.612 1.971

Level 05 2.735 2.815 2.046 1.543

Level 04 2.248 2.307 1.507 1.137

Level 03 1.699 1.738 1.016 0.769

Level 02 1.112 1.134 0.594 0.453

Level 01 0.523 0.532 0.265 0.207

Base 0.005 0.005 0.035 0.033

E‐W Story Drift Calculations

2.0 Maximum drift ratio per ASCE 7‐10 Table 12.12‐1, %

*Note:  Reference table notes for additional requirements on drift limit

Level

(in) (in) (in) (in) (%) (k/in) (%) (%)

Level 08 0.141 0.158 0.871 156 0.559 OK 1638.8 NA NA

Level 07 0.234 0.252 1.387 156 0.889 OK 1886.9 115.1 NA

Level 06 0.320 0.338 1.859 156 1.191 OK 1912.8 101.4 NA

Level 05 0.388 0.405 2.229 156 1.429 OK 1916.0 100.2 105.7

Level 04 0.438 0.453 2.494 156 1.599 OK 1919.0 100.2 100.7

Level 03 0.468 0.481 2.648 156 1.697 OK 1934.1 100.8 100.9

Level 02 0.470 0.481 2.643 156 1.694 OK 2006.2 103.7 104.3

Level 01 0.413 0.420 2.309 180 1.283 OK 2324.7 115.9 119.0

1.  Story Stiffness is taken as the Story Shear divided by the Story Drift

2.  Relative stiffness to floor above

3.  Relative stiffness to average of 3 floors above

E‐W Displacements

Story

Stiffness1

Relative

Stiffness3

*NOTE:  The structure model should be analyzed for drift with Force + Torsion AND Force‐Torsion to obtain the max

drift values on each side of the building (this should be done in both orthogonal directions as well)

Cd *

DriftMAX

Story Drift

(South)

Story Drift

(North)

Max Drift

Ratio

Story

Height

Drift

Check

N‐S Displacements

Relative

Stiffness2

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*Note:  If relative stiffness cell turns yellow, a stiffness‐soft story exists per ASCE 7‐10 Table 12.3‐2 (1a)

*Note:  If relative stiffness cell turns red, a stiffness‐extreme soft story exists per ASCE 7‐10 Table 12.3‐2 (1b)

N‐S Story Drift Calculations

2.0 Maximum drift ratio per ASCE 7‐10 Table 12.12‐1, %

*Note:  Reference table notes for additional requirements on drift limit

Level

(in) (in) (in) (in) (%) (k/in) (%) (%)

Level 08 0.579 0.441 2.897 156 1.857 OK 989.9 NA NA

Level 07 0.579 0.439 2.894 156 1.855 OK 1882.4 190.2 NA

Level 06 0.566 0.428 2.832 156 1.815 OK 2676.2 142.2 NA

Level 05 0.538 0.405 2.692 156 1.726 OK 3449.2 128.9 186.5

Level 04 0.491 0.369 2.456 156 1.574 OK 4310.0 125.0 161.5

Level 03 0.422 0.316 2.110 156 1.352 OK 5449.8 126.4 156.7

Level 02 0.329 0.246 1.644 156 1.054 OK 7328.2 134.5 166.4

Level 01 0.230 0.174 1.149 180 0.638 OK 10663.8 145.5 187.2

1.  Story Stiffness is taken as the Story Shear divided by the Story Drift

2.  Relative stiffness to floor above

3.  Relative stiffness to average of 3 floors above

*Note:  If relative stiffness cell turns yellow, a stiffness‐soft story exists per ASCE 7‐10 Table 12.3‐2 (1a)

*Note:  If relative stiffness cell turns red, a stiffness‐extreme soft story exists per ASCE 7‐10 Table 12.3‐2 (1b)

E‐W P‐Delta Effects

Level β θmax Story DL Story LL Total Accum θ Check

(kips) (kips) (kips) (kips)

Level 08 1.0 0.091 2277 312 2589 2589 0.01073 OK

Level 07 1.0 0.091 2492 779 3271 5860 0.01152 OK

Level 06 1.0 0.091 2492 779 3271 9131 0.01126 OK

Level 05 1.0 0.091 2492 779 3271 12402 0.01118 OK

Level 04 1.0 0.091 2492 779 3271 15673 0.01112 OK

Level 03 1.0 0.091 2492 779 3271 18944 0.01100 OK

Level 02 1.0 0.091 2492 779 3271 22216 0.01057 OK

Level 01 1.0 0.091 2538 779 3317 25533 0.00800 OK

*Note:  If all stories are within stability limits, P‐Delts effects need not be considered

Legend:

θ Story Stability Coefficient

θmax Max stability coefficient (ASCE 7‐10 Equation 12.8‐17)

N‐S P‐Delta Effects

Ratio of shear demand to shear capacity between the story and the story below,

taken as 1.0 conservatively if desired (ASCE 7‐10 Section 12.8.7) β

Drift

Check

Story

Stiffness1

Relative

Stiffness2

Story Drift

(East)

Story Drift

(West)

Cd *

DriftMAX

Story

Height

Max Drift

Ratio

Relative

Stiffness3

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Level β θmax Story DL Story LL Total Accum θ Check

(kips) (kips) (kips) (kips)

Level 08 1.0 0.100 2277 312 2589 2589 0.0190 OK

Level 07 1.0 0.100 2492 779 3271 5860 0.0227 OK

Level 06 1.0 0.100 2492 779 3271 9131 0.0249 OK

Level 05 1.0 0.100 2492 779 3271 12402 0.0263 OK

Level 04 1.0 0.100 2492 779 3271 15673 0.0266 OK

Level 03 1.0 0.100 2492 779 3271 18944 0.0255 OK

Level 02 1.0 0.100 2492 779 3271 22216 0.0222 OK

Level 01 1.0 0.100 2538 779 3317 25533 0.0152 OK

*Note:  If all stories are within stability limits, P‐Delts effects need not be considered

Legend:

θ Story Stability Coefficient

θmax Max stability coefficient (ASCE 7‐10 Equation 12.8‐17)

5.  Additional Notes

a.  Verify if a reentrant corner exists as defined in ASCE 7‐10 Table 12.3‐1(2)

b.  Verify if the diaphragm has a discontinuity irregularity as define in ASCE 7‐10 Table 12.3‐1(3)

c.  Verify if out‐of‐plane offsets exist as defined in ASCE 7‐10 Table 12.3‐1(4)

e.  Verify if a vertical geometric irregularity exists as defined in ASCE 7‐10 Table 12.3‐2(3)

f.  Verify if an in‐plane vertical irregularity exists as defined in ASCE 7‐10 Table 12.3‐2(4)

g.  Moment frame design should be checked for weak story requirements prescribed in ASCE 7‐10 Table 12.3‐2(5a,

5b)

β Ratio of shear demand to shear capacity between the story and the story below,

taken as 1.0 conservatively if desired (ASCE 7‐10 Section 12.8.7)

d.  Verify that the vertical resisting system components are parallel as defined in ASCE 7‐10 Table 12.3‐1(5)

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Concrete Lateral Systems ‐ Wind Forces

Section 5.  Wind Design (ASCE 7‐10 Chapter 26 & 27)

A.  General Requirements

W 102.3 N‐S Building Dimension, ft

L 152.3 E‐W Building Dimension, ft

V 110 Basic Wind Speed (3 second gust), mph

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V 110 Basic Wind Speed (3 second gust), mph

Exp C Exposure Category (ASCE 7‐10 Section 26.7.3)

AK No Structure located in the State of Alaska?

Bldg Enclosure Cateogry (ASCE 7‐10 Section 26.2)

h 106 Mean Roof Height, ft

Kd 0.85 Wind Directionality Factor (ASCE 7‐10 Table 26.6‐1)

Enclosed

B.  Directional Procedure

N‐S Direction of Wind Loading

L 102.3 Horizontal Dimesion of Building Parallel to Wind Pressure, ft

B 152.3 Horizontal Dimesion of Building Normal to Wind Pressure, ft

n 0.93 ( )1/T Natural Frequency of Structure in Direction of Wind Loading, Hz

Flexible Structure Rigidity (ASCE 7‐10 Section 26.9.2)

Kzt 1.0 Topographic Factor (ASCE 7‐10 Section 26.8.2)

A.  Rigid Structures (ASCE 7‐10 Section 26.9.4) B.  Flexible Structures (ASCE 7‐10 Section 26.9.5)

c 0.2 (Table 26.9‐1) n1 0.93 Fundamental Frequency, Hz

zmin 15 ft (Table 26.9‐1) Vzbar 116.00 Mean Hourly Wind Speed, ft/s

zbar 63.6 ft (Section Section 26.9.4) N1 4.58 (Equation Equation 26.9 14) ‐

Iz 0.18 (US Units) Rh 0.22 (Equation 26.9‐15a)

500 (Table 26.9‐1) RB 0.16 (Equation 26.9‐15a)

Єbar 0.20 (Table 26.9‐1) RL 0.08 (Equation 26.9‐15a)

Lzbar 570.1 (US Units) Rn 0.05 (Equation 26.9‐13)

Q 0.85 (Equation 26.9‐8) β 0.05 Damping Ratio

G 0.85 (Equation (E ti 26 9 6) 26.9‐6) R 0 15. (E ti 26 9 12) (Equation 26.9‐12)

gR 4.17 (Equation 26.9‐11)

Gf 0.86 (Equation 26.9‐10)

Level Height Lower TBL Row # Kz Kz Kz Kz qz

(ft) (ft) (B) (C) (D) (PSF)

Level 08 106 100 11 0.996 1.275 1.445 1.275 33.6

Level 07 93 90 10 0.969 1.246 1.409 1.246 32.8

Level 06 80 80 9 0.930 1.210 1.380 1.210 31.9

Level 05 67 60 7 0.878 1.158 1.331 1.158 30.5

Level 04 54 50 6 0.826 1.106 1.286 1.106 29.1

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Level 03 41 40 5 0.765 1.045 1.225 1.045 27.5

Level 02 28 25 3 0.684 0.964 1.144 0.964 25.4

Level 01 15 15 1 0.570 0.850 1.030 0.850 22.4

Mean Ht 106 100 11 0.996 1.275 1.445 1.275 33.6 <‐ qh

*Note:  Kz and Kh calculated per ASCE 7‐10 Table 27.3‐1

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Cp,windward 0.8 Windward Pressure Coefficient (ASCE 7‐10 Table 27.4‐1)

Cp,leeward ‐0.5 Leeward Pressure Coefficient (ASCE 7‐10 Table 27.4‐1)

Cp,side ‐0.7 Side Pressure Coefficient (ASCE 7‐10 Table 27.4‐1)

G 0.86 Gust Factor (Calculated Above)

Level pwindward pleeward pside

(PSF) (PSF) (PSF)

Level 08 29.2 ‐20.5 ‐26.3

Level 07 28.7 ‐20.5 ‐26.3

Level 06 28.1 ‐20.5 ‐26.3

Level 05 27.1 ‐20.5 ‐26.3

Level 04 26.2 ‐20.5 ‐26.3

Level 03 Level 03 25 1. ‐20 5. ‐26 3.

Level 02 23.6 ‐20.5 ‐26.3

Level 01 21.5 ‐20.5 ‐26.3

E‐W Direction of Wind Loading

L 152.3 Horizontal Dimesion of Building Parallel to Wind Pressure, ft

B 102.3 Horizontal Horizontal Dimesion Dimesion of Building Building Normal to Wind Pressure, Pressure, ft

n 0.54 (1/T) Natural Frequency of Structure in Direction of Wind Loading, Hz

Flexible Structure Rigidity (ASCE 7‐10 Section 26.9.2)

Kzt 1.0 Topographic Factor (ASCE 7‐10 Section 26.8.2)

A.  Rigid Structures (ASCE 7‐10 Section 26.9.4) B.  Flexible Structures (ASCE 7‐10 Section 26.9.5)

c 0.2 (Table 26.9‐1) n1 0.54 Fundamental Frequency, Hz

zmin 15 ft (Table 26.9 1) 26.9‐1) Vzbar 116.00 Mean Hourly Wind Speed, ft/s

zbar 63.6 ft (Section 26.9.4) N1 2.63 (Equation 26.9‐14)

Iz 0.18 (US Units) Rh 0.35 (Equation 26.9‐15a)

500 (Table 26.9‐1) RB 0.36 (Equation 26.9‐15a)

Єbar 0.20 (Table 26.9‐1) RL 0.13 (Equation 26.9‐15a)

Lzbar 570.1 (US Units) Rn 0.08 (Equation 26.9‐13)

Q 0.87 (Equation 26.9‐8) β 0.05 Damping Ratio

G 0.86 (Equation 26.9‐6) R 0.33 (Equation 26.9‐12)

gR 4.04 (Equation 26.9‐11)

Gf 0.90 (Equation 26.9‐10)

Building Fire Research Laboratory

Wind Forces 2 of 4 8/9/2010

A18
National Earthquake Hazards Reduction Program

Evaluation of Reinforced Concrete Lateral

Resisting Systems using Current Performance

Based Assessment Criteria

Level Height Lower TBL Row # Kz Kz Kz Kz qz

(ft) (ft) (B) (C) (D) (PSF)

Level 08 106 100 11 0.996 1.275 1.445 1.275 33.6

Level 07 93 90 10 0.969 1.246 1.409 1.246 32.8

Level 06 80 80 9 0.930 1.210 1.380 1.210 31.9

Level 05 67 60 7 0.878 1.158 1.331 1.158 30.5

L l 04 54 50 6 0 826 1 106 1 286 1 106 29 1

Building Fire Research Laboratory

Wind Forces 3 of 4 8/9/2010

Level 04 54 50 6 0.826 1.106 1.286 1.106 29.1

Level 03 41 40 5 0.765 1.045 1.225 1.045 27.5

Level 02 28 25 3 0.684 0.964 1.144 0.964 25.4

Level 01 15 15 1 0.570 0.850 1.030 0.850 22.4

Mean Ht 106 100 11 0.996 1.275 1.445 1.275 33.6 <‐ qh

*Note:  Kz and Kh calculated per ASCE 7‐10 Table 27.3‐1

Cp,windward 0.8 Windward Pressure Coefficient (ASCE 7‐10 Table 27.4‐1)

Cp,leeward ‐0.40 Leeward Pressure Coefficient (ASCE 7‐10 Table 27.4‐1)

Cp,side ‐0.7 Side Pressure Coefficient (ASCE 7‐10 Table 27.4‐1)

G 0.90 Gust Factor (Calculated Above)

L leve pwindward pleeward pside

(PSF) (PSF) (PSF)

Level 08 30.3 ‐18.2 ‐27.2

Level 07 29.7 ‐18.2 ‐27.2

Level 06 29.0 ‐18.2 ‐27.2

Level 05 28.0 ‐18.2 ‐27.2

Level 04 Level 04 27 1. ‐18 2. ‐27 2.

Level 03 25.9 ‐18.2 ‐27.2

Level 02 24.4 ‐18.2 ‐27.2

Level 01 22.2 ‐18.2 ‐27.2

C.  Loading (ASCE 7‐10 Section 27.4.6)

Level Vert Trib E‐W Force1 N‐S Force2 Level Vert Trib MT E‐W MT N‐S E W Force N S Force MT_E‐W MT_N‐S

(ft) (k) (k) (k‐ft) (k‐ft)

Level 08 6.5 32.3 49.3 371.4 844.6

Level 07 13 63.8 97.5 734.3 1671.3

Level 06 13 62.9 96.2 723.8 1649.1

Level 05 13 61.6 94.4 708.7 1617.0

Level 04 13 60.2 92.5 693.5 1584.9

Level 03 13 58.7 90.3 675.8 1547.2

Level 02 13 56.7 87.4 652.2 1497.2

Level 01 14 57.9 89.7 666.6 1536.6

1.  Force due to wind applied in the E‐W Direction

2.  Force due to wind applied in the N‐S Direction

Building Fire Research Laboratory

Wind Forces 3 of 4 8/9/2010

A19
National Earthquake Hazards Reduction Program

Evaluation of Reinforced Concrete Lateral

Resisting Systems using Current Performance

Based Assessment Criteria

D.  Comparison to Seismic Loads

Level Vseis Vwind Control Vseis Vwind Control

(k) (k) (k) (k)

Level 08 245.2 32.3 Seismic 505.3 49.3 Seismic

Level 07 458.8 96.0 Seismic 957.9 146.8 Seismic

East‐West North‐South

Building Fire Research Laboratory

Wind Forces 4 of 4 8/9/2010

Level 07 458.8 96.0 Seismic 957.9 146.8 Seismic

Level 06 629.5 158.9 Seismic 1330.9 243.0 Seismic

Level 05 760.4 220.5 Seismic 1627.8 337.4 Seismic

Level 04 855.2 280.7 Seismic 1852.7 429.9 Seismic

Level 03 918.0 339.4 Seismic 2010.6 520.2 Seismic

Level 02 953.5 396.1 Seismic 2107.3 607.5 Seismic

Level 01 967.8 454.0 Seismic 2151.4 697.2 Seismic

Total 967.8 454.0 2151.4 697.2

Building Fire Research Laboratory

Wind Forces 4 of 4 8/9/2010

A20
National Earthquake Hazards Reduction Program

Section 6. Frame Design ‐ Beams

*Note: Basis for design follows capacity‐design method

*Note: Beams should be ordered similar to that of the SAP2000 Excel output for efficient data transfer

Typical Beam Properties

1.5 Minimum Clear Cover, in

5000 Concrete Compressive Strength, psi

60 Reinforcing Steel Yield Strength, ksi

1.0 Redundancy Factor (From Seismic Forces & Analysis)

4.5 Slab Thickness, in

0.002 Slab Reinforcement Ratio

BEAM ID Beam Type Height Trans Reinf be bw Pos Other+ Other‐ l ln β1 d+ d‐ Bott Top Mn+ Mn‐ ρ+ ρ‐ Фcheck+ Фcheck‐ Mu+ Mu‐ ФM

(in) (in) (in) (in) (in) (in) (in) (k‐in) (k‐in) (in/in) (in/in) (k‐in) (k‐in) (k‐in) 

60101 FB1 32.0 #4 27.0 24.0 Outer None None 360 332 0.80 4 #8 0 #8 5 #9 0 #8 29.5 29.4 3 3 5510 8390 0.0041 0.0065 0.040 0.0210 4731 6760 4

60102 FB1 32.0 #4 27.0 24.0 Outer None None 360 332 0.80 3 #9 0 #8 5 #9 0 #8 29.4 29.4 3 3 5224 8390 0.0039 0.0065 0.042 0.0210 4249 6458 4

60103 FB1 32.0 #4 27.0 24.0 Outer None None 360 332 0.80 3 #9 0 #8 5 #9 0 #8 29.4 29.4 3 3 5224 8390 0.0039 0.0065 0.042 0.0210 4268 6422 4

60104 FB1 32.0 #4 27.0 24.0 Outer None None 360 332 0.80 3 #9 0 #8 5 #9 0 #8 29.4 29.4 3 3 5224 8390 0.0039 0.0065 0.042 0.0210 4282 6388 4

60105 FB1 32.0 #4 27.0 24.0 Outer None None 360 332 0.80 3 #9 0 #8 5 #9 0 #8 29.4 29.4 3 3 5224 8390 0.0039 0.0065 0.042 0.0210 4429 6544 4

60201 FB1 32.0 #4 27.0 24.0 Outer None None 360 332 0.80 3 #9 0 #8 5 #9 0 #8 29.4 29.4 3 3 5224 8390 0.0039 0.0065 0.042 0.0210 4612 6890 4

60202 FB1 32.0 #4 27.0 24.0 Outer None None 360 332 0.80 3 #9 0 #8 5 #9 0 #8 29.4 29.4 3 3 5224 8390 0.0039 0.0065 0.042 0.0210 4407 6615 4

60203 FB1 32.0 #4 27.0 24.0 Outer None None 360 332 0.80 3 #9 0 #8 5 #9 0 #8 29.4 29.4 3 3 5224 8390 0.0039 0.0065 0.042 0.0210 4435 6568 4

60204 FB1 32.0 #4 27.0 24.0 Outer None None 360 332 0.80 3 #9 0 #8 5 #9 0 #8 29.4 29.4 3 3 5224 8390 0.0039 0.0065 0.042 0.0210 4457 6510 4

60205 FB1 32.0 #4 27.0 24.0 Outer None None 360 332 0.80 3 #9 0 #8 5 #9 0 #8 29.4 29.4 3 3 5224 8390 0.0039 0.0065 0.042 0.0210 4529 6442 4

60301 FB1 32.0 #4 27.0 24.0 Outer None None 360 332 0.80 3 #9 0 #8 5 #9 0 #8 29.4 29.4 3 3 5224 8390 0.0039 0.0065 0.042 0.0210 4186 6514 4

60302 FB1 32.0 #4 27.0 24.0 Outer None None 360 332 0.80 3 #9 0 #8 5 #9 0 #8 29.4 29.4 3 3 5224 8390 0.0039 0.0065 0.042 0.0210 4027 6260 4

60303 FB1 32.0 #4 27.0 24.0 Outer None None 360 332 0.80 3 #9 0 #8 5 #9 0 #8 29.4 29.4 3 3 5224 8390 0.0039 0.0065 0.042 0.0210 4060 6191 4

60304 FB1 32.0 #4 27.0 24.0 Outer None None 360 332 0.80 3 #9 0 #8 5 #9 0 #8 29.4 29.4 3 3 5224 8390 0.0039 0.0065 0.042 0.0210 4090 6118 4

60305 FB1 32.0 #4 27.0 24.0 Outer None None 360 332 0.80 3 #9 0 #8 5 #8 0 #8 29.4 29.5 3 3 5224 6716 0.0039 0.0051 0.042 0.0275 4139 5976 4

60401 FB1 32.0 #4 27.0 24.0 Outer None None 360 332 0.80 3 #8 0 #8 4 #9 0 #8 29.5 29.4 3 3 4148 6782 0.0031 0.0052 0.054 0.0270 3651 6068 3

60402 FB1 32.0 #4 27.0 24.0 Outer None None 360 332 0.80 3 #8 0 #8 5 #8 0 #8 29.5 29.5 3 3 4148 6716 0.0031 0.0051 0.054 0.0275 3589 5838 3

60403 FB1 32.0 #4 27.0 24.0 Outer None None 360 332 0.80 3 #8 0 #8 5 #8 0 #8 29.5 29.5 3 3 4148 6716 0.0031 0.0051 0.054 0.0275 3624 5755 3

60404 FB1 32.0 #4 27.0 24.0 Outer None None 360 332 0.80 3 #8 0 #8 5 #8 0 #8 29.5 29.5 3 3 4148 6716 0.0031 0.0051 0.054 0.0275 3662 5668 3

60405 FB1 32.0 #4 27.0 24.0 Outer None None 360 332 0.80 3 #8 0 #8 5 #8 0 #8 29.5 29.5 3 3 4148 6716 0.0031 0.0051 0.054 0.0275 3680 5436 3

60501 FB1 32.0 #4 27.0 24.0 Outer None None 360 332 0.80 3 #8 0 #8 5 #8 0 #8 29.5 29.5 3 3 4148 6716 0.0031 0.0051 0.054 0.0275 3085 5564 3

60502 FB1 32.0 #4 27.0 24.0 Outer None None 360 332 0.80 3 #8 0 #8 5 #8 0 #8 29.5 29.5 3 3 4148 6716 0.0031 0.0051 0.054 0.0275 3093 5357 3

60503 FB1 32.0 #4 27.0 24.0 Outer None None 360 332 0.80 3 #8 0 #8 5 #8 0 #8 29.5 29.5 3 3 4148 6716 0.0031 0.0051 0.054 0.0275 3131 5261 3

60504 FB1 32.0 #4 27.0 24.0 Outer None None 360 332 0.80 3 #8 0 #8 5 #8 0 #8 29.5 29.5 3 3 4148 6716 0.0031 0.0051 0.054 0.0275 3174 5164 3

60505 FB1 32.0 #4 27.0 24.0 Outer None None 360 332 0.80 3 #8 0 #8 4 #8 0 #8 29.5 29.5 3 3 4148 5417 0.0031 0.0041 0.054 0.0351 3172 4867 3

60601 FB1 32.0 #4 27.0 24.0 Outer None None 360 332 0.80 3 #8 0 #8 5 #8 0 #8 29.5 29.5 3 3 4148 6716 0.0031 0.0051 0.054 0.0275 2401 4911 3

60602 FB1 32.0 #4 27.0 24.0 Outer None None 360 332 0.80 3 #8 0 #8 4 #8 0 #8 29.5 29.5 3 3 4148 5417 0.0031 0.0041 0.054 0.0351 2461 4735 3

60603 FB1 32.0 #4 27.0 24.0 Outer None None 360 332 0.80 3 #8 0 #8 4 #8 0 #8 29.5 29.5 3 3 4148 5417 0.0031 0.0041 0.054 0.0351 2501 4630 3

60604 FB1 32.0 #4 27.0 24.0 Outer None None 360 332 0.80 3 #8 0 #8 3 #9 0 #8 29.5 29.4 3 3 4148 5140 0.0031 0.0039 0.054 0.0370 2547 4525 3

60605 FB1 32.0 #4 27.0 24.0 Outer None None 360 332 0.80 3 #8 0 #8 3 #9 0 #8 29.5 29.4 3 3 4148 5140 0.0031 0.0039 0.054 0.0370 2532 4189 3

60701 FB1 32.0 #4 27.0 24.0 Outer None None 360 332 0.80 3 #8 0 #8 3 #9 0 #8 29.5 29.4 3 3 4148 5140 0.0031 0.0039 0.054 0.0370 1461 4061 3

60702 FB1 32.0 #4 27.0 24.0 Outer None None 360 332 0.80 3 #8 0 #8 3 #9 0 #8 29.5 29.4 3 3 4148 5140 0.0031 0.0039 0.054 0.0370 1629 3916 3

60703 FB1 32.0 #4 27.0 24.0 Outer None None 360 332 0.80 3 #8 0 #8 3 #9 0 #8 29.5 29.4 3 3 4148 5140 0.0031 0.0039 0.054 0.0370 1672 3802 3

60704 FB1 32.0 #4 27.0 24.0 Outer None None 360 332 0.80 3 #8 0 #8 3 #9 0 #8 29.5 29.4 3 3 4148 5140 0.0031 0.0039 0.054 0.0370 1723 3687 3

60705 FB1 32.0 #4 27.0 24.0 Outer None None 360 332 0.80 3 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 1691 3286 3

60801 FB1 32.0 #4 27.0 24.0 Outer None None 360 332 0.80 3 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 630.7 2766 3

60802 FB1 32.0 #4 27.0 24.0 Outer None None 360 332 0.80 3 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 709.6 2709 3

60803 FB1 32.0 #4 27.0 24.0 Outer None None 360 332 0.80 3 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 735.6 2607 3

60804 FB1 32.0 #4 27.0 24.0 Outer None None 360 332 0.80 3 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 781.5 2516 3

60805 FB1 32.0 #4 27.0 24.0 Outer None None 360 332 0.80 3 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 743.5 2203 3

Lyr 1

M+ Reinf

Lyr 2

M

‐ Reinf

Lyr 1 Lyr 2

Ф = 0

Cont. Bars 

Left

Building Fire Research LaboratorySpecial Moment Frame Beam 1 of 3 

A21
National Earthquake Hazards Reduction Program

d+ d‐ Bott Top Mn+ Mn‐ ρ+ ρ‐ Фcheck+ Фcheck‐ Mu+ Mu‐ ФMn+ ФMn‐ ФMpr+ ФMpr‐ ФMpr+ ФMpr‐ d+ d‐ Bott Top M

(in) (in) (k‐in) (k‐in) (in/in) (in/in) (k‐in) (k‐in) (k‐in) (k‐in) (k‐in) (k‐in) (k‐in) (k‐in) (in) (in) (k‐

3 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 1148 0 3733 3686 5171 5141 4148 4138 3 #9 0 #8 5 #9 0 #8 29.4 29.4 3 3 53 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 952.3 0 3733 3686 5171 5141 4148 4138 3 #9 0 #8 5 #9 0 #8 29.4 29.4 3 3 53 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 952.8 0 3733 3686 5171 5141 4148 4138 3 #9 0 #8 5 #9 0 #8 29.4 29.4 3 3 53 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 952.3 0 3733 3686 5171 5141 4148 4138 3 #9 0 #8 5 #9 0 #8 29.4 29.4 3 3 53 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 1147 0 3733 3686 5171 5141 4148 4138 4 #8 0 #8 5 #9 0 #8 29.5 29.4 3 3 53 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 1068 0 3733 3686 5171 5141 4148 4138 3 #9 0 #8 5 #9 0 #8 29.4 29.4 3 3 53 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 946 0 3733 3686 5171 5141 4148 4138 3 #9 0 #8 5 #9 0 #8 29.4 29.4 3 3 53 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 943.1 0 3733 3686 5171 5141 4148 4138 3 #9 0 #8 5 #9 0 #8 29.4 29.4 3 3 53 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 946 0 3733 3686 5171 5141 4148 4138 3 #9 0 #8 5 #9 0 #8 29.4 29.4 3 3 53 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 1068 0 3733 3686 5171 5141 4148 4138 3 #9 0 #8 5 #9 0 #8 29.4 29.4 3 3 53 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 1078 0 3733 3686 5171 5141 4148 4138 3 #9 0 #8 4 #9 0 #8 29.4 29.4 3 3 53 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 946.2 0 3733 3686 5171 5141 4148 4138 3 #9 0 #8 5 #9 0 #8 29.4 29.4 3 3 53 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 944.2 0 3733 3686 5171 5141 4148 4138 3 #9 0 #8 5 #9 0 #8 29.4 29.4 3 3 53 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 946.2 0 3733 3686 5171 5141 4148 4138 3 #9 0 #8 5 #9 0 #8 29.4 29.4 3 3 53 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 1078 0 3733 3686 5171 5141 4148 4138 3 #9 0 #8 5 #9 0 #8 29.4 29.4 3 3 53 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 1064 0 3733 3686 5171 5141 4148 4138 3 #8 0 #8 5 #8 0 #8 29.5 29.5 3 3 43 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 948.2 0 3733 3686 5171 5141 4148 4138 3 #8 0 #8 5 #8 0 #8 29.5 29.5 3 3 43 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 944.7 0 3733 3686 5171 5141 4148 4138 3 #8 0 #8 5 #8 0 #8 29.5 29.5 3 3 43 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 948.2 0 3733 3686 5171 5141 4148 4138 3 #8 0 #8 5 #8 0 #8 29.5 29.5 3 3 43 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 1064 0 3733 3686 5171 5141 4148 4138 3 #8 0 #8 4 #9 0 #8 29.5 29.4 3 3 43 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 1054 0 3733 3686 5171 5141 4148 4138 3 #8 0 #8 5 #8 0 #8 29.5 29.5 3 3 43 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 949.6 0 3733 3686 5171 5141 4148 4138 3 #8 0 #8 5 #8 0 #8 29.5 29.5 3 3 43 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 945.1 0 3733 3686 5171 5141 4148 4138 3 #8 0 #8 5 #8 0 #8 29.5 29.5 3 3 43 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 949.6 0 3733 3686 5171 5141 4148 4138 3 #8 0 #8 5 #8 0 #8 29.5 29.5 3 3 43 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 1054 0 3733 3686 5171 5141 4148 4138 3 #8 0 #8 5 #8 0 #8 29.5 29.5 3 3 43 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 1045 0 3733 3686 5171 5141 4148 4138 3 #8 0 #8 5 #8 0 #8 29.5 29.5 3 3 43 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 951.1 0 3733 3686 5171 5141 4148 4138 3 #8 0 #8 5 #8 0 #8 29.5 29.5 3 3 43 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 945.7 0 3733 3686 5171 5141 4148 4138 3 #8 0 #8 5 #8 0 #8 29.5 29.5 3 3 43 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 951.1 0 3733 3686 5171 5141 4148 4138 3 #8 0 #8 5 #8 0 #8 29.5 29.5 3 3 43 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 1045 0 3733 3686 5171 5141 4148 4138 3 #8 0 #8 5 #8 0 #8 29.5 29.5 3 3 43 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 1011 0 3733 3686 5171 5141 4148 4138 3 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 43 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 951.3 0 3733 3686 5171 5141 4148 4138 3 #8 0 #8 3 #9 0 #8 29.5 29.4 3 3 43 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 945 0 3733 3686 5171 5141 4148 4138 3 #8 0 #8 3 #9 0 #8 29.5 29.4 3 3 43 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 951.3 0 3733 3686 5171 5141 4148 4138 3 #8 0 #8 3 #9 0 #8 29.5 29.4 3 3 43 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 1011 0 3733 3686 5171 5141 4148 4138 3 #8 0 #8 3 #9 0 #8 29.5 29.4 3 3 43 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 924.3 0 3733 3686 5171 5141 4148 4138 3 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4

3 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 837.2 0 3733 3686 5171 5141 4148 4138 3 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4

3 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 827 0 3733 3686 5171 5141 4148 4138 3 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 43 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 837.2 0 3733 3686 5171 5141 4148 4138 3 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 43 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4148 4096 0.0031 0.0031 0.054 0.0478 924.3 0 3733 3686 5171 5141 4148 4138 3 #8 0 #8 3 #8 0 #8 29.5 29.5 3 3 4

Lyr 2 Lyr 1 Lyr 2

Middle

Lyr 1

Ф = 1.0, fy = 1.00*fy

Lyr 1 Lyr 2

Lyr 1 Lyr 2

M+ Reinf M‐ Reinf Cont. Bars Ф = 0.9, fy = 1.00*fy Ф = 1.0, fy = 1.25*fy M+ Reinf M‐ Reinf Cont. Bars

Building Fire Research LaboratorySpecial Moment Frame Beam 2 of 3 

A22
National Earthquake Hazards Reduction Program

Lyr 2 d+ d‐

ФMn+ ФMn‐ ФMpr+ ФMpr‐ ФMpr+ ФMpr‐ Ve,L Ve,R Vu,L Vu,R Pu Ax? Ve,L/Vu,L? Ve,R/Vu,R ? Vc Tie Legs Vs,L Vs,R sh,L s

(k‐in) (k‐in) (k‐in) (k‐in) (k‐in) (k‐in) (k) (k) (k) (k) (k) (k) (k) (k) (in) (in) 

4701 7551 6506 10399 5224 8430 4 #8 0 #8 5 #9 0 #8 29.5 29.4 3 #8 0 0 3 #8 0 0 3 #9 0 #8 5 #9 51.5 50.5 60.9 60.6 0 YES YES,E YES,E 0 3 81.2 80.8 7 

4701 7551 6506 10399 5224 8430 3 #9 0 #8 5 #9 0 #8 29.4 29.4 3 #8 0 0 3 #8 0 0 3 #9 0 #8 5 #9 50.5 50.5 58.8 59.2 0 YES YES,E YES,E 0 3 78.4 79.0 7 

4701 7551 6506 10399 5224 8430 3 #9 0 #8 5 #9 0 #8 29.4 29.4 3 #8 0 0 3 #8 0 0 3 #9 0 #8 5 #9 50.5 50.5 59 59 0 YES YES,E YES,E 0 3 78.7 78.7 7 

4701 7551 6506 10399 5224 8430 3 #9 0 #8 5 #9 0 #8 29.4 29.4 3 #8 0 0 3 #8 0 0 3 #9 0 #8 5 #9 50.5 50.5 59.2 58.8 0 YES YES,E YES,E 0 3 79.0 78.4 7 

4959 7551 6862 10399 5510 8430 3 #9 0 #8 5 #9 0 #8 29.4 29.4 3 #8 0 0 3 #8 0 0 4 #8 0 #8 5 #9 50.5 51.5 60.6 60.9 0 YES YES,E YES,E 0 3 80.8 81.2 7 

4701 7551 6506 10399 5224 8430 3 #9 0 #8 5 #9 0 #8 29.4 29.4 3 #8 0 0 3 #8 0 0 3 #9 0 #8 5 #9 50.5 50.5 59.7 61.2 0 YES YES,E YES,E 0 3 79.6 81.6 7 

4701 7551 6506 10399 5224 8430 3 #9 0 #8 5 #9 0 #8 29.4 29.4 3 #8 0 0 3 #8 0 0 3 #9 0 #8 5 #9 50.5 50.5 59.4 60 0 YES YES,E YES,E 0 3 79.1 80.0 7 

4701 7551 6506 10399 5224 8430 3 #9 0 #8 5 #9 0 #8 29.4 29.4 3 #8 0 0 3 #8 0 0 3 #9 0 #8 5 #9 50.5 50.5 59.7 59.7 0 YES YES,E YES,E 0 3 79.6 79.6 7 

4701 7551 6506 10399 5224 8430 3 #9 0 #8 5 #9 0 #8 29.4 29.4 3 #8 0 0 3 #8 0 0 3 #9 0 #8 5 #9 50.5 50.5 60 59.4 0 YES YES,E YES,E 0 3 80.0 79.2 7 

4701 7551 6506 10399 5224 8430 3 #9 0 #8 5 #9 0 #8 29.4 29.4 3 #8 0 0 3 #8 0 0 3 #9 0 #8 5 #9 50.5 50.5 61.2 59.7 0 YES YES,E YES,E 0 3 81.6 79.6 7 

4701 6104 6506 8441 5224 6823 3 #9 0 #8 5 #9 0 #8 29.4 29.4 3 #8 0 0 3 #8 0 0 3 #9 0 #8 5 #9 50.5 50.5 57 59 0 YES YES,E YES,E 0 3 75.9 78.6 7 

4701 7551 6506 10399 5224 8430 3 #9 0 #8 5 #9 0 #8 29.4 29.4 3 #8 0 0 3 #8 0 0 3 #9 0 #8 5 #9 50.5 50.5 57 57.9 0 YES YES,E YES,E 0 3 76.0 77.1 7 

4701 7551 6506 10399 5224 8430 3 #9 0 #8 5 #9 0 #8 29.4 29.4 3 #8 0 0 3 #8 0 0 3 #9 0 #8 5 #9 50.5 50.5 57.4 57.4 0 YES YES,E YES,E 0 3 76.6 76.6 7 

4701 7551 6506 10399 5224 8430 3 #9 0 #8 5 #9 0 #8 29.4 29.4 3 #8 0 0 3 #8 0 0 3 #9 0 #8 5 #9 50.5 50.5 57.9 57 0 YES YES,E YES,E 0 3 77.2 76.0 7 

4701 7551 6506 10399 5224 8430 3 #9 0 #8 5 #9 0 #8 29.4 29.4 3 #8 0 0 3 #8 0 0 3 #9 0 #8 5 #9 50.5 50.5 59 57 0 YES YES,E YES,E 0 3 78.7 75.9 7 

3733 6045 5171 8360 4148 6757 3 #8 0 #8 4 #9 0 #8 29.5 29.4 3 #8 0 0 3 #8 0 0 3 #8 0 #8 5 #8 40.6 40.4 53.6 56.3 0 YES YES,E YES,E 0 3 71.5 75.1 7 

3733 6045 5171 8360 4148 6757 3 #8 0 #8 5 #8 0 #8 29.5 29.5 3 #8 0 0 3 #8 0 0 3 #8 0 #8 5 #8 40.4 40.4 54.3 55.3 0 YES YES,E YES,E 0 3 72.4 73.8 7 

3733 6045 5171 8360 4148 6757 3 #8 0 #8 5 #8 0 #8 29.5 29.5 3 #8 0 0 3 #8 0 0 3 #8 0 #8 5 #8 40.4 40.4 54.8 54.8 0 YES YES,E YES,E 0 3 73.1 73.1 7 

3733 6045 5171 8360 4148 6757 3 #8 0 #8 5 #8 0 #8 29.5 29.5 3 #8 0 0 3 #8 0 0 3 #8 0 #8 5 #8 40.4 40.4 55.3 54.3 0 YES YES,E YES,E 0 3 73.8 72.4 7 

3733 6104 5171 8441 4148 6823 3 #8 0 #8 5 #8 0 #8 29.5 29.5 3 #8 0 0 3 #8 0 0 3 #8 0 #8 4 #9 40.4 40.6 56.4 53.6 0 YES YES,E YES,E 0 3 75.1 71.5 7 

3733 6045 5171 8360 4148 6757 3 #8 0 #8 5 #8 0 #8 29.5 29.5 3 #8 0 0 3 #8 0 0 3 #8 0 #8 5 #8 40.4 40.4 50.1 53.4 0 YES YES,E YES,E 0 3 66.8 71.2 7 

3733 6045 5171 8360 4148 6757 3 #8 0 #8 5 #8 0 #8 29.5 29.5 3 #8 0 0 3 #8 0 0 3 #8 0 #8 5 #8 40.4 40.4 51.3 52.4 0 YES YES,E YES,E 0 3 68.4 69.9 7 

3733 6045 5171 8360 4148 6757 3 #8 0 #8 5 #8 0 #8 29.5 29.5 3 #8 0 0 3 #8 0 0 3 #8 0 #8 5 #8 40.4 40.4 51.9 51.9 0 YES YES,E YES,E 0 3 69.1 69.1 7 

3733 6045 5171 8360 4148 6757 3 #8 0 #8 5 #8 0 #8 29.5 29.5 3 #8 0 0 3 #8 0 0 3 #8 0 #8 5 #8 40.4 40.4 52.4 51.3 0 YES YES,E YES,E 0 3 69.9 68.4 7 

3733 6045 5171 8360 4148 6757 3 #8 0 #8 5 #8 0 #8 29.5 29.5 3 #8 0 0 3 #8 0 0 3 #8 0 #8 5 #8 40.4 40.4 53.4 50.1 0 YES YES,E YES,E 0 3 71.2 66.8 7 

3733 6045 5171 8360 4148 6757 3 #8 0 #8 5 #8 0 #8 29.5 29.5 3 #8 0 0 3 #8 0 0 3 #8 0 #8 5 #8 40.4 40.4 46 49.5 0 YES YES,E YES,E 0 3 61.3 66.0 7 

3733 6045 5171 8360 4148 6757 3 #8 0 #8 5 #8 0 #8 29.5 29.5 3 #8 0 0 3 #8 0 0 3 #8 0 #8 5 #8 40.4 40.4 47.4 48.7 0 YES YES,E YES,E 0 3 63.3 64.9 7 

3733 6045 5171 8360 4148 6757 3 #8 0 #8 5 #8 0 #8 29.5 29.5 3 #8 0 0 3 #8 0 0 3 #8 0 #8 5 #8 40.4 40.4 48.1 48.1 0 YES YES,E YES,E 0 3 64.1 64.1 7 

3733 6045 5171 8360 4148 6757 3 #8 0 #8 5 #8 0 #8 29.5 29.5 3 #8 0 0 3 #8 0 0 3 #8 0 #8 5 #8 40.4 40.4 48.7 47.4 0 YES YES,E YES,E 0 3 64.9 63.3 7 

3733 6045 5171 8360 4148 6757 3 #8 0 #8 5 #8 0 #8 29.5 29.5 3 #8 0 0 3 #8 0 0 3 #8 0 #8 5 #8 40.4 40.4 49.5 46 0 YES YES,E YES,E 0 3 66.0 61.3 7 

3733 3686 5171 5141 4148 4138 3 #8 0 #8 3 #9 0 #8 29.5 29.4 3 #8 0 0 3 #8 0 0 3 #8 0 #8 3 #9 34.6 34.6 40.3 44.5 0 YES YES,E YES,E 0 3 53.8 59.3 7 

3733 4626 5171 6427 4148 5181 3 #8 0 #8 3 #9 0 #8 29.5 29.4 3 #8 0 0 3 #8 0 0 3 #8 0 #8 3 #9 34.6 34.6 42.4 43.7 0 YES YES,E YES,E 0 3 56.5 58.3 7 

3733 4626 5171 6427 4148 5181 3 #8 0 #8 3 #9 0 #8 29.5 29.4 3 #8 0 0 3 #8 0 0 3 #8 0 #8 3 #9 34.6 34.6 43.1 43.1 0 YES YES,E YES,E 0 3 57.4 57.4 7 

3733 4626 5171 6427 4148 5181 3 #8 0 #8 3 #9 0 #8 29.5 29.4 3 #8 0 0 3 #8 0 0 3 #8 0 #8 3 #9 34.6 34.6 43.8 42.4 0 YES YES,E YES,E 0 3 58.3 56.5 7 

3733 4626 5171 6427 4148 5181 3 #8 0 #8 3 #9 0 #8 29.5 29.4 3 #8 0 0 3 #8 0 0 3 #8 0 #8 3 #9 34.6 34.6 44.5 40.3 0 YES YES,E YES,E 0 3 59.3 53.8 7 

3733 3686 5171 5141 4148 4138 3 #8 0 #8 3 #8 0 #8 29.5 29.5 3 #8 0 0 3 #8 0 0 3 #8 0 #8 3 #8 30.7 30.7 31.4 34.2 0 YES YES,E YES,E 0 3 41.9 45.7 7 

3733 3686 5171 5141 4148 4138 3 #8 0 #8 3 #8 0 #8 29.5 29.5 3 #8 0 0 3 #8 0 0 3 #8 0 #8 3 #8 30.7 30.7 32.8 33.9 0 YES YES,E YES,E 0 3 43.7 45.2 7 

3733 3686 5171 5141 4148 4138 3 #8 0 #8 3 #8 0 #8 29.5 29.5 3 #8 0 0 3 #8 0 0 3 #8 0 #8 3 #8 30.7 30.7 33.3 33.3 0 YES YES,E YES,E 0 3 44.4 44.4 7 

3733 3686 5171 5141 4148 4138 3 #8 0 #8 3 #8 0 #8 29.5 29.5 3 #8 0 0 3 #8 0 0 3 #8 0 #8 3 #8 30.7 30.7 33.9 32.8 0 YES YES,E YES,E 0 3 45.2 43.7 7 

3733 3686 5171 5141 4148 4138 3 #8 0 #8 3 #8 0 #8 29.5 29.5 3 #8 0 0 3 #8 0 0 3 #8 0 #8 3 #8 30.7 30.7 34.2 31.4 0 YES YES,E YES,E 0 3 45.7 41.9 7 

Ф = 0.9, f M+ M‐ M+ M‐ M+ M‐ 

y = 1.00*fy Ф = 1.0, fy = 1.25*fy Ф = 1.0, fy = 1.00*fy Hinge Zone (Hoops)

Final Reinforcement

Left Middle Right

Building Fire Research LaboratorySpecial Moment Frame Beam 3 of 3 

A23
National Earthquake Hazards Reduction Program

Section 7. Frame Design ‐ Columns

Typical Column Properties

5000 Concrete Compressive Strength, psi

60 Reinforcing Steel Yield Strength, ksi

28 Column width, in

1.5 Clear cover, in

*Note: PCA Column interaction diagrams should be attached for each unique column design, including all loading configurations on that unique column

COL ID Splice Col BEAM ID BEAM ID BEAM ID BEAM ID lc ln Pu,max Pu,min ΣMnb,top ΣMnb,bott Mu,TOP Mu,BOTT BarsTOP SizeTOP BarsBOTT SizeBOTT ΦPn As,TOP As,BOTT lo Hoop Type Hoop Size 

Top Left Top Right Bott Left Bott Right (in) (in) (k) (k) (k‐in) (k‐in) (k‐in) (k‐in) (k) (in2) (in2) (in) 

6A01 YES None 60101 None 60101 180 148 696.8 77.4 8390 8390 5034 5034 12 #8 12 #8 2917.7 9.48 9.48 28 4c #4 6A02 YES None 60201 None 60101 156 124 601.0 73.8 8390 8390 5034 5034 12 #8 12 #8 2917.7 9.48 9.48 28 4c #4 6A03 YES None 60301 None 60201 156 124 507.1 70.2 8390 8390 5034 5034 12 #8 12 #8 2917.7 9.48 9.48 28 4c #4 6A04 YES None 60401 None 60301 156 124 414.6 64.8 6716 8390 5034 5034 12 #8 12 #8 2917.7 9.48 9.48 28 4c #4 6A05 YES None 60501 None 60401 156 124 323.7 57.3 6716 6716 4030 4030 12 #8 12 #8 2917.7 9.48 9.48 28 4c #4 6A06 YES None 60601 None 60501 156 124 234.8 47.3 6716 6716 4030 4030 12 #8 12 #8 2917.7 9.48 9.48 28 4c #4 6A07 YES None 60701 None 60601 156 124 149.2 33.9 5140 6716 4030 4030 12 #8 12 #8 2917.7 9.48 9.48 28 4c #4 6A08 YES None 60801 None 60701 156 124 68.1 15.5 4107 5140 3084 3084 12 #8 12 #8 2917.7 9.48 9.48 28 4c #4 6B01 YES 60101 60102 60101 60102 180 148 779.0 352.9 16779 16779 10068 10068 12 #10 12 #10 3142.4 15.24 15.24 28 4c #5 6B02 YES 60201 60202 60101 60102 156 124 677.2 306.5 16779 16779 10068 10068 12 #10 12 #10 3142.4 15.24 15.24 28 4c #5 6B03 YES 60301 60302 60201 60202 156 124 579.4 260.5 16779 16779 10068 10068 12 #10 12 #10 3142.4 15.24 15.24 28 4c #5 6B04 YES 60401 60402 60301 60302 156 124 481.7 214.6 13498 16779 10068 10068 12 #10 12 #10 3142.4 15.24 15.24 28 4c #5 6B05 YES 60501 60502 60401 60402 156 124 383.9 169.2 13432 13498 8099 8099 12 #10 12 #10 3142.4 15.24 15.24 28 4c #5 6B06 YES 60601 60602 60501 60502 156 124 285.9 124.2 13432 13432 8059 8059 12 #10 12 #10 3142.4 15.24 15.24 28 4c #5 6B07 YES 60701 60702 60601 60602 156 124 187.7 79.5 10279 13432 8059 8059 12 #10 12 #10 3142.4 15.24 15.24 28 4c #5 6B08 YES 60801 60802 60701 60702 156 124 89.3 35.4 8214 10279 6168 6168 12 #10 12 #10 3142.4 15.24 15.24 28 4c #5 6C01 YES 60102 60103 60102 60103 180 148 848.6 385.6 16779 16779 10068 10068 12 #10 12 #10 3142.4 15.24 15.24 28 4c #5 6C02 YES 60202 60203 60102 60103 156 124 738.5 335.8 16779 16779 10068 10068 12 #10 12 #10 3142.4 15.24 15.24 28 4c #5 6C03 YES 60302 60303 60202 60203 156 124 631.3 286.4 16779 16779 10068 10068 12 #10 12 #10 3142.4 15.24 15.24 28 4c #5 6C04 YES 60402 60403 60302 60303 156 124 524.3 237.1 13432 16779 10068 10068 12 #10 12 #10 3142.4 15.24 15.24 28 4c #5 6C05 YES 60502 60503 60402 60403 156 124 417.4 187.8 13432 13432 8059 8059 12 #10 12 #10 3142.4 15.24 15.24 28 4c #5 6C06 YES 60602 60603 60502 60503 156 124 310.5 138.5 13432 13432 8059 8059 12 #10 12 #10 3142.4 15.24 15.24 28 4c #5 6C07 YES 60702 60703 60602 60603 156 124 203.6 89.2 10279 13432 8059 8059 12 #10 12 #10 3142.4 15.24 15.24 28 4c #5 6C08 YES 60802 60803 60702 60703 156 124 96.8 40.0 8214 10279 6168 6168 12 #10 12 #10 3142.4 15.24 15.24 28 4c #5 6D01 YES 60103 60104 60103 60104 180 148 848.6 385.6 16779 16779 10068 10068 12 #10 12 #10 3142.4 15.24 15.24 28 4c #5 6D02 YES 60203 60204 60103 60104 156 124 738.5 335.8 16779 16779 10068 10068 12 #10 12 #10 3142.4 15.24 15.24 28 4c #5 6D03 YES 60303 60304 60203 60204 156 124 631.3 286.4 16779 16779 10068 10068 12 #10 12 #10 3142.4 15.24 15.24 28 4c #5 6D04 YES 60403 60404 60303 60304 156 124 524.3 237.1 13432 16779 10068 10068 12 #10 12 #10 3142.4 15.24 15.24 28 4c #5 6D05 YES 60503 60504 60403 60404 156 124 417.4 187.8 13432 13432 8059 8059 12 #10 12 #10 3142.4 15.24 15.24 28 4c #5 6D06 YES 60603 60604 60503 60504 156 124 310.5 138.5 13432 13432 8059 8059 12 #10 12 #10 3142.4 15.24 15.24 28 4c #5 6D07 YES 60703 60704 60603 60604 156 124 203.6 89.2 10279 13432 8059 8059 12 #10 12 #10 3142.4 15.24 15.24 28 4c #5 6D08 YES 60803 60804 60703 60704 156 124 96.8 40.0 8214 10279 6168 6168 12 #10 12 #10 3142.4 15.24 15.24 28 4c #5 6E01 YES 60104 60105 60104 60105 180 148 779.0 352.9 16779 16779 10068 10068 12 #10 12 #10 3142.4 15.24 15.24 28 4c #5 6E02 YES 60204 60205 60104 60105 156 124 677.2 306.5 16779 16779 10068 10068 12 #10 12 #10 3142.4 15.24 15.24 28 4c #5 6E03 YES 60304 60305 60204 60205 156 124 579.4 260.5 16779 16779 10068 10068 12 #10 12 #10 3142.4 15.24 15.24 28 4c #5 6E04 YES 60404 60405 60304 60305 156 124 481.7 214.6 13498 16779 10068 10068 12 #10 12 #10 3142.4 15.24 15.24 28 4c #5 6E05 YES 60504 60505 60404 60405 156 124 383.9 169.2 13432 13498 8099 8099 12 #10 12 #10 3142.4 15.24 15.24 28 4c #5 6E06 YES 60604 60605 60504 60505 156 124 285.9 124.2 13432 13432 8059 8059 12 #10 12 #10 3142.4 15.24 15.24 28 4c #5 6E07 YES 60704 60705 60604 60605 156 124 187.7 79.5 10279 13432 8059 8059 12 #10 12 #10 3142.4 15.24 15.24 28 4c #5 6E08 YES 60804 60805 60704 60705 156 124 89.3 35.4 8214 10279 6168 6168 12 #10 12 #10 3142.4 15.24 15.24 28 4c #5 6F01 YES 60105 None 60105 None 180 148 696.8 77.3 8390 8390 5034 5034 12 #8 12 #8 2917.7 9.48 9.48 28 4c #4 6F02 YES 60205 None 60105 None 156 124 601.1 73.8 8390 8390 5034 5034 12 #8 12 #8 2917.7 9.48 9.48 28 4c #4 6F03 YES 60305 None 60205 None 156 124 507.1 70.2 8390 8390 5034 5034 12 #8 12 #8 2917.7 9.48 9.48 28 4c #4 6F04 YES 60405 None 60305 None 156 124 414.6 64.8 6716 8390 5034 5034 12 #8 12 #8 2917.7 9.48 9.48 28 4c #4 6F05 YES 60505 None 60405 None 156 124 323.7 57.3 6716 6716 4030 4030 12 #8 12 #8 2917.7 9.48 9.48 28 4c #4 6F06 YES 60605 None 60505 None 156 124 234.8 47.3 6716 6716 4030 4030 12 #8 12 #8 2917.7 9.48 9.48 28 4c #4 6F07 YES 60705 None 60605 None 156 124 149.2 33.9 5140 6716 4030 4030 12 #8 12 #8 2917.7 9.48 9.48 28 4c #4 6F08 YES 60805 None 60705 None 156 124 68.1 15.5 4107 5140 3084 3084 12 #8 12 #8 2917.7 9.48 9.48 28 4c #4 

Building Fire Research LaboratorySpecial Moment Frame Column 1 of 3 

A24
National Earthquake Hazards Reduction Program

sused,hinge smax,nonhinge sused,nonhinge Mcol Vcol Vc Vs,hinge Vs,nonhinge ФVn,hinge ФVn,nonhinge lo Hoop Type Hoop Size SPClong Tie SpcMAX CornerMAX Ash Ach bc smax,hinge sused,hinge smax,nonhinge sused,nonhinge Mcol 

(in) (in) (in) (k‐in) (k) (k) (k) (k) (k) (k) (in) (in) (in) (in) (in2) (in2) (in) (in) (in) (in) (in) (k‐in) 

36 4 16512.0 223.1 0.0 408.0 306.0 306.0 229.5 28 4c #4 7.7 8.2 OK 0.8 625.0 25.0 4.27 3 6 3 16512.0 36 3 16512.0 266.3 0.0 408.0 408.0 306.0 306.0 28 4c #4 7.7 8.2 OK 0.8 625.0 25.0 4.27 3 6 3 16512.0 36 3 16512.0 266.3 0.0 408.0 408.0 306.0 306.0 28 4c #4 7.7 8.2 OK 0.8 625.0 25.0 4.27 3 6 3 16512.0 36 3 16512.0 266.3 0.0 408.0 408.0 306.0 306.0 28 4c #4 7.7 8.2 OK 0.8 625.0 25.0 4.27 3 6 3 16512.0 36 3 16512.0 266.3 0.0 408.0 408.0 306.0 306.0 28 4c #4 7.7 8.2 OK 0.8 625.0 25.0 4.27 3 6 3 16512.0 36 3 16512.0 266.3 0.0 408.0 408.0 306.0 306.0 28 4c #4 7.7 8.2 OK 0.8 625.0 25.0 4.27 3 6 3 16512.0 36 3 16512.0 266.3 0.0 408.0 408.0 306.0 306.0 28 4c #4 7.7 8.2 OK 0.8 625.0 25.0 4.27 3 6 3 16512.0 36 3 16512.0 266.3 0.0 408.0 408.0 306.0 306.0 28 4c #4 7.7 8.2 OK 0.8 625.0 25.0 4.27 3 6 3 16512.0 46 4 19620.0 265.1 99.9 469.5 469.5 427.1 427.1 28 4c #5 7.5 8.1 OK 1.2 625.0 25.0 5.96 4 6 5 19620.0 46 4 19620.0 316.5 99.9 469.5 469.5 427.1 427.1 28 4c #5 7.5 8.1 OK 1.2 625.0 25.0 5.96 4 6 5 19620.0 46 4 19620.0 316.5 99.9 469.5 469.5 427.1 427.1 28 4c #5 7.5 8.1 OK 1.2 625.0 25.0 5.96 4 6 5 19620.0 46 4 19620.0 316.5 99.9 469.5 469.5 427.1 427.1 28 4c #5 7.5 8.1 OK 1.2 625.0 25.0 5.96 4 6 5 19620.0 46 3 19620.0 316.5 0.0 469.5 626.0 352.1 469.5 28 4c #5 7.5 8.1 OK 1.2 625.0 25.0 5.96 4 6 4 19620.0 46 3 19620.0 316.5 0.0 469.5 626.0 352.1 469.5 28 4c #5 7.5 8.1 OK 1.2 625.0 25.0 5.96 4 6 4 19620.0 46 3 19620.0 316.5 0.0 469.5 626.0 352.1 469.5 28 4c #5 7.5 8.1 OK 1.2 625.0 25.0 5.96 4 6 4 19620.0 46 3 19620.0 316.5 0.0 469.5 626.0 352.1 469.5 28 4c #5 7.5 8.1 OK 1.2 625.0 25.0 5.96 4 6 4 19620.0 46 4 19620.0 265.1 99.9 469.5 469.5 427.1 427.1 28 4c #5 7.5 8.1 OK 1.2 625.0 25.0 5.96 4 6 5 19620.0 46 4 19620.0 316.5 99.9 469.5 469.5 427.1 427.1 28 4c #5 7.5 8.1 OK 1.2 625.0 25.0 5.96 4 6 5 19620.0 46 4 19620.0 316.5 99.9 469.5 469.5 427.1 427.1 28 4c #5 7.5 8.1 OK 1.2 625.0 25.0 5.96 4 6 5 19620.0 46 4 19620.0 316.5 99.9 469.5 469.5 427.1 427.1 28 4c #5 7.5 8.1 OK 1.2 625.0 25.0 5.96 4 6 5 19620.0 

46 3 19620.0 316.5 0.0 469.5 626.0 352.1 469.5 28 4c #5 7.5 8.1 OK 1.2 625.0 25.0 5.96 4 6 4 19620.0 46 3 19620.0 316.5 0.0 469.5 626.0 352.1 469.5 28 4c #5 7.5 8.1 OK 1.2 625.0 25.0 5.96 4 6 4 19620.0 46 3 19620.0 316.5 0.0 469.5 626.0 352.1 469.5 28 4c #5 7.5 8.1 OK 1.2 625.0 25.0 5.96 4 6 4 19620.0 46 3 19620.0 316.5 0.0 469.5 626.0 352.1 469.5 28 4c #5 7.5 8.1 OK 1.2 625.0 25.0 5.96 4 6 4 19620.0 46 4 19620.0 265.1 99.9 469.5 469.5 427.1 427.1 28 4c #5 7.5 8.1 OK 1.2 625.0 25.0 5.96 4 6 5 19620.0 46 4 19620.0 316.5 99.9 469.5 469.5 427.1 427.1 28 4c #5 7.5 8.1 OK 1.2 625.0 25.0 5.96 4 6 5 19620.0 46 4 19620.0 316.5 99.9 469.5 469.5 427.1 427.1 28 4c #5 7.5 8.1 OK 1.2 625.0 25.0 5.96 4 6 5 19620.0 46 4 19620.0 316.5 99.9 469.5 469.5 427.1 427.1 28 4c #5 7.5 8.1 OK 1.2 625.0 25.0 5.96 4 6 5 19620.0 46 3 19620.0 316.5 0.0 469.5 626.0 352.1 469.5 28 4c #5 7.5 8.1 OK 1.2 625.0 25.0 5.96 4 6 4 19620.0 46 3 19620.0 316.5 0.0 469.5 626.0 352.1 469.5 28 4c #5 7.5 8.1 OK 1.2 625.0 25.0 5.96 4 6 4 19620.0 46 3 19620.0 316.5 0.0 469.5 626.0 352.1 469.5 28 4c #5 7.5 8.1 OK 1.2 625.0 25.0 5.96 4 6 4 19620.0 46 3 19620.0 316.5 0.0 469.5 626.0 352.1 469.5 28 4c #5 7.5 8.1 OK 1.2 625.0 25.0 5.96 4 6 4 19620.0 46 4 19620.0 265.1 99.9 469.5 469.5 427.1 427.1 28 4c #5 7.5 8.1 OK 1.2 625.0 25.0 5.96 4 6 5 19620.0 46 4 19620.0 316.5 99.9 469.5 469.5 427.1 427.1 28 4c #5 7.5 8.1 OK 1.2 625.0 25.0 5.96 4 6 5 19620.0 46 4 19620.0 316.5 99.9 469.5 469.5 427.1 427.1 28 4c #5 7.5 8.1 OK 1.2 625.0 25.0 5.96 4 6 5 19620.0 46 4 19620.0 316.5 99.9 469.5 469.5 427.1 427.1 28 4c #5 7.5 8.1 OK 1.2 625.0 25.0 5.96 4 6 5 19620.0 46 3 19620.0 316.5 0.0 469.5 626.0 352.1 469.5 28 4c #5 7.5 8.1 OK 1.2 625.0 25.0 5.96 4 6 4 19620.0 46 3 19620.0 316.5 0.0 469.5 626.0 352.1 469.5 28 4c #5 7.5 8.1 OK 1.2 625.0 25.0 5.96 4 6 4 19620.0 46 3 19620.0 316.5 0.0 469.5 626.0 352.1 469.5 28 4c #5 7.5 8.1 OK 1.2 625.0 25.0 5.96 4 6 4 19620.0 46 3 19620.0 316.5 0.0 469.5 626.0 352.1 469.5 28 4c #5 7.5 8.1 OK 1.2 625.0 25.0 5.96 4 6 4 19620.0 

36 3 16512.0 223.1 0.0 408.0 408.0 306.0 306.0 28 4c #4 7.7 8.2 OK 0.8 625.0 25.0 4.27 3 6 3 16512.0 36 3 16512.0 266.3 0.0 408.0 408.0 306.0 306.0 28 4c #4 7.7 8.2 OK 0.8 625.0 25.0 4.27 3 6 3 16512.0 36 3 16512.0 266.3 0.0 408.0 408.0 306.0 306.0 28 4c #4 7.7 8.2 OK 0.8 625.0 25.0 4.27 3 6 3 16512.0 36 3 16512.0 266.3 0.0 408.0 408.0 306.0 306.0 28 4c #4 7.7 8.2 OK 0.8 625.0 25.0 4.27 3 6 3 16512.0 36 3 16512.0 266.3 0.0 408.0 408.0 306.0 306.0 28 4c #4 7.7 8.2 OK 0.8 625.0 25.0 4.27 3 6 3 16512.0 36 3 16512.0 266.3 0.0 408.0 408.0 306.0 306.0 28 4c #4 7.7 8.2 OK 0.8 625.0 25.0 4.27 3 6 3 16512.0 36 3 16512.0 266.3 0.0 408.0 408.0 306.0 306.0 28 4c #4 7.7 8.2 OK 0.8 625.0 25.0 4.27 3 6 3 16512.0 36 3 16512.0 266.3 0.0 408.0 408.0 306.0 306.0 28 4c #4 7.7 8.2 OK 0.8 625.0 25.0 4.27 3 6 3 16512.0 

Above Splice if Applicable) Bottom of Column (Below Splice if Applicable)

Building Fire Research LaboratorySpecial Moment Frame Column 2 of 3 

A25
National Earthquake Hazards Reduction Program

Column Shear Stress Level ΦVn Story Strength Relative Str.

(sqrt(fc')*b*d) (kips) (kips) (%)

4.42 306.0 Level 08 2320.2 (‐)

5.28 306.0 Level 07 2320.2 100%

5.28 306.0 Level 06 2320.2 100%

5.28 306.0 Level 05 2320.2 100%

5.28 306.0 Level 04 2020.4 87%

5.28 306.0 Level 03 2020.4 100%

5.28 306.0 Level 02 2020.4 100%

5.28 306.0 Level 01 2020.4 100%

5.31 427.16.33 427.16.33 427.16.33 427.16.33 352.16.33 352.16.33 352.16.33 352.15.31 427.16.33 427.16.33 427.16.33 427.16.33 352.16.33 352.16.33 352.16.33 352.15.31 427.16.33 427.16.33 427.16.33 427.16.33 352.16.33 352.16.33 352.16.33 352.15.31 427.16.33 427.16.33 427.16.33 427.16.33 352.16.33 352.16.33 352.16.33 352.14.42 306.0

5.28 306.05.28 306.05.28 306.05.28 306.05.28 306.05.28 306.05.28 306.0

Weak Story Check

Building Fire Research LaboratorySpecial Moment Frame Column 3 of 3 

A26
National Earthquake Hazards Reduction Program

Evaluation of Reinforced Concrete Lateral

Resisting Systems using Current Performance

Based Assessment Criteria

Section 8.  Frame Design ‐ Joints

Typical Beam Properties

5000 Concrete Compressive Strength, psi

60 Reinforcing Steel Yield Strength, ksi

28 Column width, in

1.5 Clear cover, in

JOINT ID lc BEAM ID bw x ln,L Mpr

+ Mpr‐ BEAM ID bw x ln,R Mpr+ Mpr‐ Ve,L Ve,R Vcol As,pos As,neg T = C POS T = C NEG Vj Aj Confine ФVn Joint Shear Stress Ratio

(in) (in) (in) (in) (k‐in) (k‐in) (in) (in) (in) (k‐in) (k‐in) (k) (k) (k) (in2

) (in2) (k) (k) (k) (in2) (k) (sqrt(fc')*Aj

)

6A00 90 None 0.0 2 0 0 0 60101 24.0 2 332 6747 10349 0.0 51.5 123.0 3.16 5.00 237 375 489.0 784 Other (Main) 565.5 8.820782

6A01 168 None 0.0 2 0 0 0 60101 24.0 2 332 6747 10349 0.0 51.5 65.9 3.16 5.00 237 375 546.1 784 Other (Main) 565.5 9.850912

6A02 156 None 0.0 2 0 0 0 60201 24.0 2 332 6403 10349 0.0 50.5 70.9 3 5.00 225 375 529.1 784 Other (Main) 565.5 9.544698

6A03 156 None 0.0 2 0 0 0 60301 24.0 2 332 6403 10349 0.0 50.5 70.9 3 5.00 225 375 529.1 784 Other (Main) 565.5 9.544698

6A04 156 None 0.0 2 0 0 0 60401 24.0 2 332 5106 8390 0.0 40.6 57.4 2.37 4.00 178 300 420.3 784 Other (Main) 565.5 7.581959

6A05 156 None 0.0 2 0 0 0 60501 24.0 2 332 5106 8309 0.0 40.4 56.9 2.37 3.95 178 296 417.1 784 Other (Main) 565.5 7.524011

6A06 156 None 0.0 2 0 0 0 60601 24.0 2 332 5106 8309 0.0 40.4 56.9 2.37 3.95 178 296 417.1 784 Other (Main) 565.5 7.524011

6A07 156 None 0.0 2 0 0 0 60701 24.0 2 332 5106 6375 0.0 34.6 44.0 2.37 3.00 178 225 358.8 784 Other (Main) 565.5 6.47186

6A08 78 None 0.0 2 0 0 0 60801 24.0 2 332 5106 5089 0.0 30.7 71.0 2.37 2.37 178 178 284.5 784 Other (Roof) 377.0 5.132432

6B00 90 60101 24.0 2 332 6403 10349 60102 24.0 2 332 6403 10349 50.5 50.5 245.7 3 5.00 225 375 354.3 784 2 Opp (Main) 706.8 6.391396

6B01 168 60101 24.0 2 332 6403 10349 60102 24.0 2 332 6403 10349 50.5 50.5 131.6 3 5.00 225 375 468.4 784 2 Opp (Main) 706.8 8.448956

6B02 156 60201 24.0 2 332 6403 10349 60202 24.0 2 332 6403 10349 50.5 50.5 141.7 3 5.00 225 375 458.3 784 2 Opp (Main) 706.8 8.266332

6B03 156 60301 24.0 2 332 6403 10349 60302 24.0 2 332 6403 10349 50.5 50.5 141.7 3 5.00 225 375 458.3 784 2 Opp (Main) 706.8 8.266332

6B04 156 60401 24.0 2 332 5106 8309 60402 24.0 2 332 5106 8309 40.4 40.4 113.8 2.37 3.95 178 296 360.2 784 2 Opp (Main) 706.8 6.497802

6B05 156 60501 24.0 2 332 5106 8309 60502 24.0 2 332 5106 8309 40.4 40.4 113.8 2.37 3.95 178 296 360.2 784 2 Opp (Main) 706.8 6.497802

6B06 156 60601 24.0 2 332 5106 8309 60602 24.0 2 332 5106 8309 40.4 40.4 113.8 2.37 3.95 178 296 360.2 784 2 Opp (Main) 706.8 6.497802

6B07 156 60701 24.0 2 332 5106 6375 60702 24.0 2 332 5106 6375 34.6 34.6 87.9 2.37 3.00 178 225 314.8 784 2 Opp (Main) 706.8 5.678738

6B08 78 60801 24.0 2 332 5106 5089 60802 24.0 2 332 5106 5089 30.7 30.7 141.9 2.37 2.37 178 178 213.6 784 2 Opp (Roof) 565.5 3.8522

6C00 90 60102 24.0 2 332 6403 10349 60103 24.0 2 332 6403 10349 50.5 50.5 245.7 3 5.00 225 375 354.3 784 2 Opp (Main) 706.8 6.391396

6C01 168 60102 24.0 2 332 6403 10349 60103 24.0 2 332 6403 10349 50.5 50.5 131.6 3 5.00 225 375 468.4 784 2 Opp (Main) 706.8 8.448956

6C02 156 60202 24.0 2 332 6403 10349 60203 24.0 2 332 6403 10349 50.5 50.5 141.7 3 5.00 225 375 458.3 784 2 Opp (Main) 706.8 8.266332

6C03 156 60302 24.0 2 332 6403 10349 60303 24.0 2 332 6403 10349 50.5 50.5 141.7 3 5.00 225 375 458.3 784 2 Opp (Main) 706.8 8.266332

6C04 156 60402 24.0 2 332 5106 8309 60403 24.0 2 332 5106 8309 40.4 40.4 113.8 2.37 3.95 178 296 360.2 784 2 Opp (Main) 706.8 6.497802

6C05 156 60502 24.0 2 332 5106 8309 60503 24.0 2 332 5106 8309 40.4 40.4 113.8 2.37 3.95 178 296 360.2 784 2 Opp (Main) 706.8 6.497802

6C06 156 60602 24.0 2 332 5106 8309 60603 24.0 2 332 5106 8309 40.4 40.4 113.8 2.37 3.95 178 296 360.2 784 2 Opp (Main) 706.8 6.497802

6C07 156 60702 24.0 2 332 5106 6375 60703 24.0 2 332 5106 6375 34.6 34.6 87.9 2.37 3.00 178 225 314.8 784 2 Opp (Main) 706.8 5.678738

6C08 78 60802 24.0 2 332 5106 5089 60803 24.0 2 332 5106 5089 30.7 30.7 141.9 2.37 2.37 178 178 213.6 784 2 Opp (Roof) 565.5 3.8522

6D00 90 60103 24.0 2 332 6403 10349 60104 24.0 2 332 6403 10349 50.5 50.5 245.7 3 5.00 225 375 354.3 784 2 Opp (Main) 706.8 6.391396

6D01 168 60103 24.0 2 332 6403 10349 60104 24.0 2 332 6403 10349 50.5 50.5 131.6 3 5.00 225 375 468.4 784 2 Opp (Main) 706.8 8.448956

6D02 156 60203 24.0 2 332 6403 10349 60204 24.0 2 332 6403 10349 50.5 50.5 141.7 3 5.00 225 375 458.3 784 2 Opp (Main) 706.8 8.266332

6D03 156 60303 24.0 2 332 6403 10349 60304 24.0 2 332 6403 10349 50.5 50.5 141.7 3 5.00 225 375 458.3 784 2 Opp (Main) 706.8 8.266332

6D04 156 60403 24.0 2 332 5106 8309 60404 24.0 2 332 5106 8309 40.4 40.4 113.8 2.37 3.95 178 296 360.2 784 2 Opp (Main) 706.8 6.497802

6D05 156 60503 24.0 2 332 5106 8309 60504 24.0 2 332 5106 8309 40.4 40.4 113.8 2.37 3.95 178 296 360.2 784 2 Opp (Main) 706.8 6.497802

6D06 156 60603 24.0 2 332 5106 8309 60604 24.0 2 332 5106 8309 40.4 40.4 113.8 2.37 3.95 178 296 360.2 784 2 Opp (Main) 706.8 6.497802

6D07 156 60703 24.0 2 332 5106 6375 60704 24.0 2 332 5106 6375 34.6 34.6 87.9 2.37 3.00 178 225 314.8 784 2 Opp (Main) 706.8 5.678738

6D08 78 60803 24.0 2 332 5106 5089 60804 24.0 2 332 5106 5089 30.7 30.7 141.9 2.37 2.37 178 178 213.6 784 2 Opp (Roof) 565.5 3.8522

6E00 90 60104 24.0 2 332 6403 10349 60105 24.0 2 332 6403 10349 50.5 50.5 245.7 3 5.00 225 375 354.3 784 2 Opp (Main) 706.8 6.391396

6E01 168 60104 24.0 2 332 6403 10349 60105 24.0 2 332 6403 10349 50.5 50.5 131.6 3 5.00 225 375 468.4 784 2 Opp (Main) 706.8 8.448956

6E02 156 60204 24.0 2 332 6403 10349 60205 24.0 2 332 6403 10349 50.5 50.5 141.7 3 5.00 225 375 458.3 784 2 Opp (Main) 706.8 8.266332

6E03 156 60304 24.0 2 332 6403 10349 60305 24.0 2 332 6403 10349 50.5 50.5 141.7 3 5.00 225 375 458.3 784 2 Opp (Main) 706.8 8.266332

6E04 156 60404 24.0 2 332 5106 8309 60405 24.0 2 332 5106 8309 40.4 40.4 113.8 2.37 3.95 178 296 360.2 784 2 Opp (Main) 706.8 6.497802

6E05 156 60504 24.0 2 332 5106 8309 60505 24.0 2 332 5106 8309 40.4 40.4 113.8 2.37 3.95 178 296 360.2 784 2 Opp (Main) 706.8 6.497802

6E06 156 60604 24.0 2 332 5106 8309 60605 24.0 2 332 5106 8309 40.4 40.4 113.8 2.37 3.95 178 296 360.2 784 2 Opp (Main) 706.8 6.497802

6E07 156 60704 24.0 2 332 5106 6375 60705 24.0 2 332 5106 6375 34.6 34.6 87.9 2.37 3.00 178 225 314.8 784 2 Opp (Main) 706.8 5.678738

6E08 78 60804 24.0 2 332 5106 5089 60805 24.0 2 332 5106 5089 30.7 30.7 141.9 2.37 2.37 178 178 213.6 784 2 Opp (Roof) 565.5 3.8522

6F00 90 60105 24.0 2 332 6747 10349 None 0.0 2 0 0 0 51.5 0.0 123.0 3.16 5.00 237 375 489.0 784 Other (Main) 565.5 8.820782

6F01 168 60105 24.0 2 332 6747 10349 None 0.0 2 0 0 0 51.5 0.0 65.9 3.16 5.00 237 375 546.1 784 Other (Main) 565.5 9.850912

6F02 156 60205 24.0 2 332 6403 10349 None 0.0 2 0 0 0 50.5 0.0 70.9 3 5.00 225 375 529.1 784 Other (Main) 565.5 9.544698

6F03 156 60305 24.0 2 332 6403 10349 None 0.0 2 0 0 0 50.5 0.0 70.9 3 5.00 225 375 529.1 784 Other (Main) 565.5 9.544698

6F04 156 60405 24.0 2 332 5106 8390 None 0.0 2 0 0 0 40.6 0.0 57.4 2.37 4.00 178 300 420.3 784 Other (Main) 565.5 7.581959

6F05 156 60505 24.0 2 332 5106 8309 None 0.0 2 0 0 0 40.4 0.0 56.9 2.37 3.95 178 296 417.1 784 Other (Main) 565.5 7.524011

6F06 156 60605 24.0 2 332 5106 8309 None 0.0 2 0 0 0 40.4 0.0 56.9 2.37 3.95 178 296 417.1 784 Other (Main) 565.5 7.524011

6F07 156 60705 24.0 2 332 5106 6375 None 0.0 2 0 0 0 34.6 0.0 44.0 2.37 3.00 178 225 358.8 784 Other (Main) 565.5 6.47186

6F08 78 60805 24.0 2 332 5106 5089 None 0.0 2 0 0 0 30.7 0.0 71.0 2.37 2.37 178 178 284.5 784 Other (Roof) 377.0 5.132432

Ф = 1.0, fy = 1.25*fy

Beam to Right of Joint

Ф = 1.0, fy = 1.25*fy

Beam to Left of Joint

   

c

pr L pr ReLeR

col l

h VVMM

V





 



 

 2 , , ,,

Building Fire Research Laboratory

Special Moment Frame Joint 1 of 1 8/9/2010

A27
National Earthquake Hazards Reduction Program

Evaluation of Reinforced Concrete Lateral

Resisting Systems using Current Performance

Based Assessment Criteria

Section 9.  Concrete Shear Wall Design (Ext Wall)

I.  Shear Design

hw 106 Height of shear wall, ft

Ф 0.60 Strength reduction factor for shear in walls

fc' 5000 Compressive strength of concrete, psi

fy 60 Yield stress of reinforcing steel, ksi

Level fc' Shear, Vu lw

1

αc Curtains2sh sv

(psi) (kips) (ft) (in) (in)

Level 8 5000 154.6 22.33 2 #5 #5 2 18.0 18.0

Level 7 5000 303.8 22.33 2 #5 #5 2 15.0 15.0

Level 6 5000 398.7 22.33 2 #5 #5 2 15.0 15.0

Level 5 5000 473.6 22.33 2 #5 #5 2 15.0 15.0

Level 4 5000 545.7 22.33 2 #5 #5 2 15.0 15.0

Level 3 5000 625.9 22.33 2 #5 #5 2 15.0 15.0

Level 2 5000 723.2 22.33 2 #5 #5 2 15.0 15.0

Level 1 5000 915.4 22.33 2 #5 #5 2 10.0 10.0

Level B 5000 2603.7 102.33 3 #5 #5 2 10.0 10.0

Level Acv Acv*fc'

0.5

ρt,min ρl,min ρt,req ρt ρl ΦVn

(in2) (kips)

Level 8 4287 303.2 0.002 0.0012 0.002 0.00215 0.00215 870.1

Level 7 4287 303.2 0.0025 0.0025 0.0025 0.00258 0.00258 953.1

Level 6 4287 303.2 0.0025 0.0025 0.0025 0.00258 0.00258 953.1

Level 5 4287 303.2 0.0025 0.0025 0.0025 0.00258 0.00258 953.1

Level 4 4287 303.2 0.0025 0.0025 0.0025 0.00258 0.00258 953.1

Level 3 4287 303.2 0.0025 0.0025 0.0025 0.00258 0.00258 953.1

Level 2 4287 303.2 0.0025 0.0025 0.0025 0.00258 0.00258 953.1

Level 1 4287 303.2 0.0025 0.0025 0.0036 0.00388 0.00388 1202.4

Level B 19647 1389.3 0.0025 0.0025 0.0025 0.00388 0.00388 8735.8

1.  l w should be the length of the wall measured to the outer edge of the boundary element

2.  Minimum number of curtains per ACI 318‐08 Section 21.9.2.2

*Note:  Design table is specific to a given wall and loading demands

*Note:  "Level" indicates the supported level

*Note:  If concrete compressive strength is defined at a wall other than defined above, ensure compliance with ACI318‐08 Section 21.2.4

II.  Flexural/Axial Design (PCA Column)

28 Boundary column dimension, in

1.5 Clear cover to extreme boundary element steel, in

Level Pu,max Pu,min Mu,x Mu,y Col Reinf Col Reinf shear rein shear rein

(k) (k) (k‐in) (k‐in) spc size type

Level 8 204 99 1985 0 8 #8 4 #5 3b

Wall Thickness

(in)

Horiz (tr)

bar size

Vert (lng)

bar size

*Note:  Each uniquely reinforced wall should be analyzed in PCA Column, and the corresponding

wall levels should be checked against the corresponding interaction diagram

16

16

16

16

16

16

16

16

16

Building Fire Research Laboratory

Special Concrete Shearwall 1 of 7 8/9/2010

A28
National Earthquake Hazards Reduction Program

Evaluation of Reinforced Concrete Lateral

Resisting Systems using Current Performance

Based Assessment Criteria

Level 7 424 202 5919 0 8 #8 4 #5 3b

Level 6 645 304 11037 0 8 #8 4 #5 3b

Level 5 865 407 16986 0 8 #8 4 #5 3b

Level 4 1085 510 23643 0 16 #8 4 #5 5a

Level 3 1305 612 31126 0 16 #8 4 #5 5a

Level 2 1525 715 39804 0 16 #10 4 #5 5a

Level 1 1762 825 52897 0 16,9 #10,#9 4 #5 5a

Level B 4308 1881 72957 0 16,9 #10,#9 4 #5 5a

*Note:  "Level" indicates the supported level

*Note:  P u,max and P u,min are calculated from governing load combinations

*Note:  "x" is taken as the major bending axis (in‐plane) for the shear wall

*Note:  "c" is depth to neutral axis for given loading from PCA Column

III.  Boundary Elements

Level Ix

1 Sx Az2

cpmax cpmin LB

5,6

(in4) (in3) (in2) (ksi) (*fc') (in)

Level 8 35385800 264113 4959.36 0.049 0.01 92.76 41.68 NA

Level 7 35385800 264113 4959.36 0.108 0.02 26.24 22.1 NA

Level 6 35385800 264113 4959.36 0.172 0.03 28.19 23.03 NA

Level 5 35385800 264113 4959.36 0.239 0.05 30.21 23.92 NA

Level 4 35385800 264113 4959.36 0.308 0.06 32.47 24.82 NA

Level 3 35385800 264113 4959.36 0.381 0.08 34.8 25.81 NA

Level 2 35385800 264113 4959.36 0.458 0.09 75.93 35.94 NA

Level 1 35385800 264113 4959.36 0.556 0.11 23.92 22.98 NA

Level B 35385800 57633.5 20319.36 1.478 0.30 25.87 23.85 12.94

1.  Moment of inertia, taken from PCA Column output

2.  Area of wall perpendicular to axial loading

3.  Boundary elements may be discontinued above the highest level indicated "Cutoff"

4.  Controlling depth to neutral axis from PCA Column data

5.  Minimum length of boundary element (ACI 318‐08 Section 21.9.6.4a)

6.  Adjustments will need to be made to ensure the boundary elements can fit within the column

*Note:  "Level" indicates the supported level

Boundary Element Trans. Reinforcement Requirements (ACI 318‐08 Section 21.9.6.4)

fc' 5000 Compressive strength of column, psi

#10 Size of column reinf used in PCA Column

16 Number of longitudinal bars used

5a Hoop Style (Ref attached sheet for diagrams)

#5 Size of transverse reinforcing

4.4 Clear spacing between longitudinal bars

16 Total available longitudinal bars (must equal value above)

13.1 Maximum crosstie/hoop spacing, in (≤14" per ACI 318‐08 Section 21.6.4.2)

OK Compliance with ACI 318‐08 Section 7.10.5.3

NO

Maximum Stress Boundary Element

Required3

?

YES

NO

NO

NO

NO

NO

NO

NO

Building Fire Research Laboratory

Special Concrete Shearwall 2 of 7 8/9/2010

A29
National Earthquake Hazards Reduction Program

Evaluation of Reinforced Concrete Lateral

Resisting Systems using Current Performance

Based Assessment Criteria

sspc‐req

bc 25.0 Maximum core dimension measured to outside of transverse reinf, in

Ach 625.0 Cross section area measured to outside of transverse reinf, in2

Atr 0.93 Actual area of streel of transverse reinf for given layout, in2

sarea‐req

shinge

*Note:  Ensure that any columns designed using the Frame Column tab are checked against these

tighter spacing requirements

4.29 Maximum spacing of transverse reinforcement within hinge zone (ACI

318‐08 Section 21.6.4.3), in

4.96 Maximum spacing of transverse reinforcement within hinge zone (ACI

318‐08 Section 21.6.4.4)

4.0 Hinge Zone Spacing (smaller of sspc‐req and sarea‐req, rounded down to

nearest .5"), in

Building Fire Research Laboratory

Special Concrete Shearwall 3 of 7 8/9/2010

A30
National Earthquake Hazards Reduction Program

Evaluation of Reinforced Concrete Lateral

Resisting Systems using Current Performance

Based Assessment Criteria

Section 9a.  Concrete Shear Wall Design (Int Wall)

I.  Shear Design

hw 106 Height of shear wall, ft

Ф 0.60 Strength reduction factor for shear in walls

fc' 5000 Compressive strength of concrete, psi

fy 60 Yield stress of reinforcing steel, ksi

Level fc' Shear, Vu lw

1

αc s

2

sh sv

(psi) (kips) (ft) (in) (in)

Level 8 5000 153 22.33 2 #5 #5 2 18.0 18.0

Level 7 5000 272 22.33 2 #5 #5 2 18.0 18.0

Level 6 5000 349 22.33 2 #5 #5 2 15.0 15.0

Level 5 5000 404 22.33 2 #5 #5 2 15.0 15.0

Level 4 5000 453 22.33 2 #5 #5 2 15.0 15.0

Level 3 5000 493 22.33 2 #5 #5 2 15.0 15.0

Level 2 5000 499 22.33 2 #5 #5 2 15.0 15.0

Level 1 5000 377 22.33 2 #5 #5 2 15.0 15.0

Level B 5000 1503 102.33 3 #5 #5 2 15.0 15.0

Level Acv Acv*fc'

0.5

ρt,min ρl,min ρt,req ρt ρl ΦVn

(in2) (kips)

Level 8 4287 303.2 0.002 0.0012 0.002 0.00215 0.00215 870.1

Level 7 4287 303.2 0.002 0.0012 0.002 0.00215 0.00215 870.1

Level 6 4287 303.2 0.0025 0.0025 0.0025 0.00258 0.00258 953.1

Level 5 4287 303.2 0.0025 0.0025 0.0025 0.00258 0.00258 953.1

Level 4 4287 303.2 0.0025 0.0025 0.0025 0.00258 0.00258 953.1

Level 3 4287 303.2 0.0025 0.0025 0.0025 0.00258 0.00258 953.1

Level 2 4287 303.2 0.0025 0.0025 0.0025 0.00258 0.00258 953.1

Level 1 4287 303.2 0.0025 0.0025 0.0025 0.00258 0.00258 953.1

Level B 19647 1389.3 0.0025 0.0025 0.0025 0.00258 0.00258 7213.2

1.  l w should be the length of the wall measured to the outer edge of the boundary element

2.  Minimum number of curtains per ACI 318‐08 Section 21.9.2.2

*Note:  Design table is specific to a given wall and loading demands

*Note:  "Level" indicates the supported level

*Note:  If concrete compressive strength is defined at a wall other than defined above, ensure compliance with ACI318‐08 Section 21.2.4

II.  Flexural/Axial Design (PCA Column)

28 Boundary column dimension, in

1.5 Clear cover to extreme boundary element steel, in

Level Pu,max Pu,min Mu,x Mu,y Col ReinfCol Reinf shear rein shear rein

(k) (k) (k‐in) (k‐in) spc size type

Level 8 293 141 1964 0 12 #8 4 #4 4c

(lng)

bar (in)

16

Wall Thickness Horiz (tr)

bar size

16

16

16

16

16

16

16

16

*Note:  Each uniquely reinforced wall should be analyzed in PCA Column, and the

corresponding wall levels should be checked against the corresponding interaction diagram

Building Fire Research Laboratory

Special Concrete Shearwall 4 of 7 8/9/2010

A31
National Earthquake Hazards Reduction Program

Evaluation of Reinforced Concrete Lateral

Resisting Systems using Current Performance

Based Assessment Criteria

Level 7 613 286 5483 0 12 #8 4 #4 4c

Level 6 933 430 9945 0 12 #8 4 #4 4c

Level 5 1253 575 14987 0 12 #8 4 #4 4c

Level 4 1572 720 20439 0 12 #8 4 #4 4c

Level 3 1892 865 26194 0 12 #8 4 #4 4c

Level 2 2212 1010 31893 0 12 #8 4 #4 4c

Level 1 2547 1163 36452 0 12 #10 4 #4 4c

Level B 2839 1280 13910 0 12 #10 4 #4 4c

*Note:  "Level" indicates the supported level

*Note:  P u,max and P u,min are calculated from governing load combinations

*Note:  "x" is taken as the major bending axis (in‐plane) for the shear wall

*Note:  "c" is depth to neutral axis for given loading from PCA Column

III.  Boundary Elements

Level Ix

1 Sx Az2

cpmax cpmin LB

5,6

(in4) (in3) (in2) (ksi) (*fc') (in)

Level 8 35385800 264113 4959.4 0.067 0.01 92.76 41.68 NA

Level 7 35385800 264113 4959.4 0.144 0.03 26.24 22.1 NA

Level 6 35385800 264113 4959.4 0.226 0.05 28.19 23.03 NA

Level 5 35385800 264113 4959.4 0.309 0.06 30.21 23.92 NA

Level 4 35385800 264113 4959.4 0.394 0.08 32.47 24.82 NA

Level 3 35385800 264113 4959.4 0.481 0.10 34.8 25.81 NA

Level 2 35385800 264113 4959.4 0.567 0.11 75.93 35.94 NA

Level 1 35385800 264113 4959.4 0.652 0.13 23.92 22.98 NA

Level B 35385800 57633.5 20319 0.381 0.08 25.87 23.85 NA

1.  Moment of inertia, taken from PCA Column output

2.  Area of wall perpendicular to axial loading

3.  Boundary elements may be discontinued above the highest level indicated "Cutoff"

4.  Controlling depth to neutral axis from PCA Column data

5.  Minimum length of boundary element (ACI 318‐08 Section 21.9.6.4a)

6.  Adjustments will need to be made to ensure the boundary elements can fit within the column

*Note:  "Level" indicates the supported level

Boundary Element Trans. Reinforcement Requirements (ACI 318‐08 Section 21.9.6.4)

fc' 5000 Compressive strength of column, psi

#10 Size of column reinf used in PCA Column

12 Number of longitudinal bars used

4c Hoop Style (Ref attached sheet for diagrams)

#5 Size of transverse reinforcing

6.2 Clear spacing between longitudinal bars

12 Total available longitudinal bars (must equal value above)

9.4 Maximum crosstie/hoop spacing, in (≤14" per ACI 318‐08 Section 21.6.4.2)

OK Compliance with ACI 318‐08 Section 7.10.5.3

NO

NO

NO

NO

NO

NO

NO

NO

NO

Maximum Stress Boundary Element

Required3

?

Building Fire Research Laboratory

Special Concrete Shearwall 5 of 7 8/9/2010

A32
National Earthquake Hazards Reduction Program

Evaluation of Reinforced Concrete Lateral

Resisting Systems using Current Performance

Based Assessment Criteria

sspc‐req

bc 25.0 Maximum core dimension measured to outside of transverse reinf, in

Ach 625.0 Cross section area measured to outside of transverse reinf, in2

Atr 1.2 Actual area of streel of transverse reinf for given layout, in2

sarea‐req

shinge 5.0 Hinge Zone Spacing (smaller of sspc‐req and sarea‐req, rounded down

to nearest .5"), in

*Note:  Ensure that any columns designed using the Frame Column tab are checked against

these tighter spacing requirements

5.54 Maximum spacing of transverse reinforcement within hinge

zone (ACI 318‐08 Section 21.6.4.3), in

6.61 Maximum spacing of transverse reinforcement within hinge

zone (ACI 318‐08 Section 21.6.4.4)

Building Fire Research Laboratory

Special Concrete Shearwall 6 of 7 8/9/2010

A33
National Earthquake Hazards Reduction Program

Evaluation of Reinforced Concrete Lateral

Resisting Systems using Current Performance

Based Assessment Criteria

Weak Story Check

Level ΦVn Relative Str.

(kips) (%)

Level 08 3480.3 (‐)

Level 07 3646.5 105%

Level 06 3812.6 105%

Level 05 3812.6 100%

Level 04 3812.6 100%

Level 03 3812.6 100%

Level 02 3812.6 100%

Level 01 4311.0 113%

Building Fire Research Laboratory

Special Concrete Shearwall 7 of 7 8/9/2010

A34
Appendix B – Design Moment, Shear, and Axial Load Diagrams

   

A35
SAP2000

SAP2000 v14.2.0 - File:StructModel03 - Moment 3-3 Diagram (EW RESPONSE) - Kip, ft, F Units

8/9/10 12:03:25 

A36
SAP2000

SAP2000 v14.2.0 - File:StructModel03 - Axial Force Diagram (EW RESPONSE) - Kip, ft, F Units

8/9/10 12:03:58 

A37
SAP2000

SAP2000 v14.2.0 - File:StructModel03 - Shear Force 2-2 Diagram (EW RESPONSE) - Kip, ft, F Units

8/9/10 12:03:46 

A38
SAP2000

SAP2000 v14.2.0 - File:StructModel03 - Stress S12 Diagram - Visible Face (NS RESPONSE - Max) - Kip, ft, F Units

8/9/10 12:07:17 

-22. -11. 0. 11. 22. 33. 44. 55. 66. 77. 88. 99. 110. 121.

A39
SAP2000

SAP2000 v14.2.0 - File:StructModel03 - Stress S22 Diagram - Visible Face (NS RESPONSE - Max) - Kip, ft, F Units

8/9/10 12:06:59 

-20. 0. 20. 40. 60. 80. 100. 120. 140. 160. 180. 200. 220. 240.

A40
Appendix C – Design Interaction Diagrams

   

A41
x

y

28 x 28 in

Code: ACI 318-08

Units: English

Run axis: About X-axis

Run option: Investigation

Slenderness: Not considered

Column type: Structural

Bars: ASTM A615

Date: 08/09/10

Time: 13:33:24

spColumn v4.50. Licensed to: National Institute of Standards and Technology . License ID: 56132-1019166-4-2473A-20EE4

File: Z:\Documents\Report Files 6-17-10\PCA Columns\12number10col.col

Project: 

Column: (12) #10 Engineer: TSW

f'c = 5 ksi fy = 60 ksi Ag = 784 in^2 12 #10 bars

Ec = 4031 ksi Es = 29000 ksi As = 15.24 in^2 rho = 1.94%

fc = 4.25 ksi Xo = 0.00 in Ix = 51221.3 in^4

e_u = 0.003 in/in Yo = 0.00 in Iy = 51221.3 in^4

Beta1 = 0.8 Min clear spacing = 6.31 in Clear cover = 2.00 in

Confinement: Tied

phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65

P (kip)

Mx (k-ft)

3000

-1000

0 1400

(Pmax)

(Pmin)

fs=0.5fy

fs=0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33343536 373839 40

41424344 454647 4849505152 535455 56

57585960 616263 64

A42
x

y

28 x 28 in

Code: ACI 318-08

Units: English

Run axis: About X-axis

Run option: Investigation

Slenderness: Not considered

Column type: Structural

Bars: ASTM A615

Date: 08/09/10

Time: 13:32:24

spColumn v4.50. Licensed to: National Institute of Standards and Technology . License ID: 56132-1019166-4-2473A-20EE4

File: Z:\Documents\Report Files 6-17-10\PCA Columns\12number8col.col

Project: 

Column: (12) #8 Engineer: TSW

f'c = 5 ksi fy = 60 ksi Ag = 784 in^2 12 #8 bars

Ec = 4031 ksi Es = 29000 ksi As = 9.48 in^2 rho = 1.21%

fc = 4.25 ksi Xo = 0.00 in Ix = 51221.3 in^4

e_u = 0.003 in/in Yo = 0.00 in Iy = 51221.3 in^4

Beta1 = 0.8 Min clear spacing = 6.67 in Clear cover = 2.00 in

Confinement: Tied

phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65

P (kip)

Mx (k-ft)

3000

-1000

0 1200

(Pmax)

(Pmin)

fs=0.5fy

fs=0

1

2

3

4

5

6

7

8 1314 910112 16 15

17

18

19

20

21

22

23

24 2930 256278 32 31

A43
x

y

28 x 268 in

Code: ACI 318-08

Units: English

Run axis: About X-axis

Run option: Investigation

Slenderness: Not considered

Column type: Structural

Bars: ASTM A615

Date: 08/09/10

Time: 13:38:05

spColumn v4.50. Licensed to: National Institute of Standards and Technology . License ID: 56132-1019166-4-2473A-20EE4

File: Z:\Documents\PCA Column Files\Shear Walls\5at10\5at10sw with16number10and9number9.col

Project: 

Column: EXT SW L1 Engineer: 

f'c = 5 ksi fy = 60 ksi Ag = 4960 in^2 92 bars

Ec = 4031 ksi Es = 29000 ksi As = 84.89 in^2 rho = 1.71%

fc = 4.25 ksi Xo = 0.00 in Ix = 3.53858e+007 in^4

e_u = 0.003 in/in Yo = 0.00 in Iy = 174805 in^4

Beta1 = 0.8 Min clear spacing = 4.35 in Clear cover = N/A

Confinement: Tied

phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65

P (kip)

Mx (k-ft)

18000

-6000

0 90000

(Pmax)

(Pmin)

fs=0.5fy

fs=0

1

2

A44
x

y

28 x 268 in

Code: ACI 318-08

Units: English

Run axis: About X-axis

Run option: Investigation

Slenderness: Not considered

Column type: Structural

Bars: ASTM A615

Date: 08/09/10

Time: 13:37:26

spColumn v4.50. Licensed to: National Institute of Standards and Technology . License ID: 56132-1019166-4-2473A-20EE4

File: Z:\Documents\PCA Column Files\Shear Walls\5at15\5at15sw with12number10.col

Project: 

Column: INT SW L1 Engineer: 

f'c = 5 ksi fy = 60 ksi Ag = 4960 in^2 54 bars

Ec = 4031 ksi Es = 29000 ksi As = 49.23 in^2 rho = 0.99%

fc = 4.25 ksi Xo = 0.00 in Ix = 3.53858e+007 in^4

e_u = 0.003 in/in Yo = 0.00 in Iy = 174805 in^4

Beta1 = 0.8 Min clear spacing = 3.84 in Clear cover = N/A

Confinement: Tied

phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65

P (kip)

Mx (k-ft)

16000

-4000

0 80000

(Pmax)

(Pmin)

fs=0.5fy

fs=0

1

2

A45
Appendix D – LSP, LDP, NSP, and NDP Calculations

   

A46
National Earthquake Hazards Reduction Program

Evaluation of Reinforced Concrete Lateral

Resisting Systems using Current Performance

Based Assessment Criteria

Section 1:  Modeling & Analysis Procedure

1.  Analytical Determination of Period (ASCE 41‐06 3.3.1.2.1)

Stiffness Reduction Factors for Cracked Concrete ‐ For Use in SAP2000 Analysis

Moment Shear Axial

Beams 0.3 EcIg 0.4 EcAw (‐)

Col (>.5) 0.7 EcIg 0.4 EcAw (‐)

Col (<.1) 0.3 EcIg 0.4 EcAw 1.0 EcAg

Walls 0.7 EcIg 0.4 EcAw 1.0 EcAg

LFRS LFRS

T 2.314 s, Calculated Period T 1.107 s, Calculated Period

(old) (old)

2.  Hazard Definitions (ASCE 41‐06 Table C1‐1, Section 1.6)

IO ‐ Immediate Occupancy

LS ‐ Life Safety

CP ‐ Collapse Prevention

Site Class D

Ss S1 SXS SX1 TS T0 B1

(g) (g) (g) (g) (s) (s)

IO 0.436 0.175 0.633 0.367 0.579 0.116 1.002365

LS 1.000 0.400 1.100 0.640 0.582 0.116 1.002365

CP 1.500 0.600 1.500 0.900 0.600 0.120 1.002365

3.  Force Distribution Calculations (ASCE 41‐06 Section 3.3)

C1 1 C1 1

C2 1 C2 1

Cm 1 Cm 1

CP LS IO CP LS IO

Sa 0.388 0.276 0.158 g Sa 0.811 0.577 0.331

W 19220 19220 19220 kips W 19220 19220 19220

V 7458 5303 3040 kips V 15589 11086 6354

k 1.907 k 1.304

3.  Force Distribution (ASCE 41‐06 3.3.1.3.2)

W 152.33 ft, Building Width in EW Direction

L 102.33 ft, Building Width in NS Direction

Level w h wi

hi

k

EW wi

hi

k

NS Cvx,EW Cvx,NS

(kip) (ft)

E‐W Direction N‐S Direction

E‐W Direction N‐S Direction

Concrete Moment Resisting Frame Concrete Shear Wall

2%/50yr (BSE‐2)

10%/50yr (BSE‐1)

50%/50yr

EQ

Building Fire Research Laboratory

Period & Forces 1 of 3 8/9/2010

A47
National Earthquake Hazards Reduction Program

Evaluation of Reinforced Concrete Lateral

Resisting Systems using Current Performance

Based Assessment Criteria

Level 08 2277 106 16582744 993995 0.289 0.236

Level 07 2414 93 13695643 888389 0.238 0.211

Level 06 2414 80 10277277 730068 0.179 0.174

Level 05 2414 67 7328416 579394 0.128 0.138

Level 04 2414 54 4856913 437382 0.085 0.104

Level 03 2414 41 2872528 305456 0.050 0.073

Level 02 2414 28 1388084 185804 0.024 0.044

Level 01 2460 15 430284 83943 0.007 0.020

Total 19220 57431890 4204431 1.000 1.000

Level FxEW FxNS MEW MNS

(kips) (kips) (k‐in) (k‐in) IO LS CP

Level 08 5550 4544 507217 278987

Level 07 4583 4061 418909 249347 EW 0.1582 0.2759 0.3880

Level 06 3439 3337 314351 204910 NS 0.3306 0.5768 0.8111

Level 05 2453 2649 224154 162620

Level 04 1625 1999 148558 122761

Level 03 961 1396 87862 85733

Level 02 465 849 42457 52150

Level 01 144 384 13161 23561

1.  For use in adjusting SAP2000 Load Combinations

4.  Torsion Amplification Check (ASCE 41‐06 3.2.2.2.2)

Immediate Occupancy

Level δEW (N) δEW (S) δNS (E,Ext) δNS (W,Ext) ηEW ηNS,EXT Ax,EW Ax,NS,EXT

(in) (in) (in) (in)

Level 08 17.427 18.040 8.096 6.567 1.051 1.104 0.00 1.00

Level 07 16.544 17.063 6.869 5.572 1.031 1.105 0.00 1.00

Level 06 15.049 15.472 5.642 4.577 1.023 1.105 0.00 1.00

Level 05 13.037 13.367 4.439 3.603 1.018 1.106 0.00 1.00

Level 04 10.651 10.893 3.291 2.676 1.015 1.106 0.00 1.00

Level 03 8.018 8.180 2.240 1.827 1.012 1.107 0.00 1.00

Level 02 5.248 5.340 1.330 1.092 1.010 1.106 0.00 1.00

Level 01 2.472 2.511 0.610 0.510 1.008 1.101 0.00 1.00

Base 0.013 0.014 0.086 0.082

1.051 1.107 <‐‐ MAX

Level δNS (E,Int) δNS (W,Int) ηNS,INT

(in) (in)

Level 08 7.485 7.179 1.021

Level 07 6.350 6.091 1.021

Level 06 5.216 5.003 1.021

Base Forces

Limit State Factors1

Building Fire Research Laboratory

Period & Forces 2 of 3 8/9/2010

A48
National Earthquake Hazards Reduction Program

Evaluation of Reinforced Concrete Lateral

Resisting Systems using Current Performance

Based Assessment Criteria

Level 05 4.104 3.937 1.021

Level 04 3.045 2.922 1.021

Level 03 2.075 1.992 1.021

Level 02 1.235 1.187 1.021

Level 01 0.570 0.550 1.020

Base 0.084 0.084 1.005

1.021 <‐‐ MAX

5.  Base Forces for 2D Model

Level Fx,MF Fx,EXTSW Fx,INTSW

(kips) (kips) (kips)

Level 08 2914.9 1257.0 1160.2

Level 07 2407.4 1123.4 1036.9

Level 06 1806.5 923.2 852.1

Level 05 1288.2 732.7 676.3

Level 04 853.7 553.1 510.5

Level 03 504.9 386.3 356.5

Level 02 244.0 235.0 216.9

Level 01 75.6 106.2 98.0

3917.2

5.  P‐Delta Effects (ASCE 41‐06 3.2.5)

Level Floor DL3D Floor LL3D Floor DL2D Floor LL2D Cumlat DL Cumal LL L Col DL L Col LL

(kips) (kips) (kips) (kips) (kips) (kips) (kips) (kips)

Level 08 2495.6 307.0 346.1 33.5 901.7 120.0 901.7 120.0

Level 07 5112.7 767.4 717.0 83.7 1839.3 300.0 937.6 300.0

Level 06 7729.7 1534.8 1088.0 167.4 2776.9 600.0 937.6 300.0

Level 05 10346.8 2302.2 1459.0 251.1 3714.5 900.0 937.6 300.0

Level 04 12963.9 3069.6 1829.9 334.8 4652.0 1200.0 937.6 300.0

Level 03 15581.0 3837.0 2200.9 418.5 5589.6 1500.0 937.6 300.0

Level 02 18198.1 4604.4 2571.9 502.2 6527.2 1800.0 937.6 300.0

Level 01 20912.9 5371.8 2955.2 585.9 7501.3 2100.0 974.1 300.0

6.  Actions of Gravity Loads Acting Simultaneously with Seismic Loads

QG 1.1 *(QD + .25QL)

QG 0.9 *QD

Note:  P‐Delta effects are included in the SAP2000 Analysis through use of Leaner Columns.  3D Loads should represent total floor load, and 2D

Loads should be for a single frame.  Input Loads should be cumulative (from Section Cuts in SAP2000)

Building Fire Research Laboratory

Period & Forces 3 of 3 8/9/2010

A49
National Earthquake Hazards Reduction Program

Section 2a: LSP & NSP Moment Frame Beam Assessment (IO)

Typical Beam Properties

bw 24 in, Beam Stem Width

h 32 in, Beam Heightbe 27 in, Effective Beam Flange Extension

β1 0.8

c 1.5 in, Cover

#4 Size of Transverse Reinforcing (Hinge Zone)

3 Number of Legs in Transverse Reinforcing (Hinge Zone)

fc' 5000 psi, Lower Bound Compressive Strength (ASCE 41‐06 Table 6‐3)

f 60 ksi Lower Bound Yield Strength of Reinforcing Steel (ASCE 41 06 Table 6 2)

Building Fire Research LaboratoryIO LSP,NSP BEAM 1 of 2 

fy 60 ksi, Lower Bound Yield Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐2)fu 90 ksi, Lower Bound Ultimate Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐2)

fc' 7500 psi, Expected Compressive Strength (ASCE 41‐06 Table 6‐4)

fy 75 ksi, Expected Yield Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐4)

fu 112.5 ksi, Expected Ultimate Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐4)

κ 1 Knowledge Factor (ASCE 41‐06 2.2.6.4)

C1 1

C2 1η 5.8748

Parameters Below Assume that 0<ρ/ρbal<.5, and

BEAM ID L (ρL‐ρ')/ρbal (ρM‐ρ')/ρbal (ρR‐ρ')/ρbal (ρL‐ρ')/ρbal (ρR‐ρ')/ρbal VDES,left VDES,middle VDES,right V/bwdfc'1/2 V/bwdfc'1/2 V/bwdfc'1/2 Vpr/bwdfc'1/2 sh,L sh,R Conform? Conform? QUD,left QUD,middle QUD,right QUD,left QUD,righ

(in) (kips) (kips) (kips) left middle right (k) (in) (in) (k‐in) (k‐in) (k‐in) (k‐in) (k‐in) 

60101 4 #8 3 #8 3 #9 5 #9 5 #9 360 0.1331 0.0998 0.1266 0.2110 0.2110 161.6 137.9 163.9 3.2351 2.7547 3.2805 0.8 7 7 C C 23324 2257 20511 24967 22791 

60102 3 #9 3 #8 3 #9 5 #9 5 #9 360 0 1266 0 0998 0 1266 0 2110 0 2110 148 5 122 4 148 3 2 9733 2 4447 2 9692 0 8 7 7 C C 19214 1056 19675 21445 21849 

Existing Beam Reinforcing

Parameters Below Assume that 0<ρ/ρbal<.5, and

Transverse Reinforcing Conforms. Check these

values prior to using this portion of the table

M+ M‐

Left Middle Right

M+ M‐

RightLeft

M+ M‐ 

60102 3 #9 3 #8 3 #9 5 #9 5 #9 360 0.1266 0.0998 0.1266 0.2110 0.2110 148.5 122.4 148.3 2.9733 2.4447 2.9692 0.8 7 7 C C 19214 1056 19675 21445 21849 60103 3 #9 3 #8 3 #9 5 #9 5 #9 360 0.1266 0.0998 0.1266 0.2110 0.2110 151.7 125.7 151.7 3.0365 2.5112 3.0365 0.8 7 7 C C 19992 847 19992 22178 22178 60104 3 #9 3 #8 3 #9 5 #9 5 #9 360 0.1266 0.0998 0.1266 0.2110 0.2110 148.3 122.6 148.5 2.9692 2.4481 2.9733 0.8 7 7 C C 19675 1056 19214 21849 21445 60105 3 #9 3 #8 4 #8 5 #9 5 #9 360 0.1266 0.0998 0.1331 0.2110 0.2110 163.9 136.0 161.6 3.2805 2.7164 3.2351 0.8 7 7 C C 20511 2257 23324 22791 24967 60201 3 #9 3 #8 3 #9 5 #9 5 #9 360 0.1266 0.0998 0.1266 0.2110 0.2110 158.1 132.8 158.5 3.1647 2.6525 3.1735 0.8 7 7 C C 22211 1904 20199 24143 22276 60202 3 #9 3 #8 3 #9 5 #9 5 #9 360 0.1266 0.0998 0.1266 0.2110 0.2110 151.1 125.4 151.1 3.0237 2.5043 3.0249 0.8 7 7 C C 19694 1089 20184 21849 22354 60203 3 #9 3 #8 3 #9 5 #9 5 #9 360 0.1266 0.0998 0.1266 0.2110 0.2110 154.7 128.9 154.7 3.0961 2.5752 3.0961 0.8 7 7 C C 20532 837 20532 22701 22701 60204 3 #9 3 #8 3 #9 5 #9 5 #9 360 0.1266 0.0998 0.1266 0.2110 0.2110 151.1 125.3 151.1 3.0249 2.5034 3.0237 0.8 7 7 C C 20184 1089 19694 22354 21849 60205 3 #9 3 #8 3 #9 5 #9 5 #9 360 0.1266 0.0998 0.1266 0.2110 0.2110 158.5 132.4 158.1 3.1735 2.6437 3.1647 0.8 7 7 C C 20199 1904 22211 22276 24143 60301 3 #9 3 #8 3 #9 5 #9 5 #9 360 0.1266 0.0998 0.1266 0.2110 0.2110 154.8 129.0 154.6 3.0997 2.5766 3.0955 0.8 7 7 C C 21780 2107 19452 23792 21426 60302 3 #9 3 #8 3 #9 5 #9 5 #9 360 0.1266 0.0998 0.1266 0.2110 0.2110 145.7 120.1 145.8 2.9172 2.3989 2.9194 0.8 7 7 C C 18820 1089 19302 20966 21475 60303 3 #9 3 #8 3 #9 5 #9 5 #9 360 0.1266 0.0998 0.1266 0.2110 0.2110 149.2 123.5 149.2 2.9877 2.4670 2.9877 0.8 7 7 C C 19633 837 19633 21802 21802 60304 3 #9 3 #8 3 #9 5 #9 5 #9 360 0.1266 0.0998 0.1266 0.2110 0.2110 145.8 120.0 145.7 2.9194 2.3972 2.9172 0.8 7 7 C C 19302 1089 18820 21475 20966 60305 3 #9 3 #8 3 #9 5 #9 5 #9 360 0.1266 0.0998 0.1266 0.2110 0.2110 154.6 129.1 154.8 3.0955 2.5788 3.0997 0.8 7 7 C C 19452 2107 21780 21426 23792 60401 3 #8 3 #8 3 #8 4 #9 5 #8 360 0.0998 0.0998 0.0998 0.1688 0.1664 148.4 122.0 147.5 2.9703 2.4360 2.9458 0.6 7 7 C C 20592 2087 18373 22705 20258 60402 3 #8 3 #8 3 #8 5 #8 5 #8 360 0.0998 0.0998 0.0998 0.1664 0.1664 137.0 111.4 137.1 2.7356 2.2253 2.7395 0.6 7 7 C C 17582 889 17646 19709 19824 60403 3 #8 3 #8 3 #8 5 #8 5 #8 360 0.0998 0.0998 0.0998 0.1664 0.1664 137.2 111.5 137.2 2.7413 2.2271 2.7413 0.6 7 7 C C 17639 836 17639 19809 19809 60404 3 #8 3 #8 3 #8 5 #8 5 #8 360 0.0998 0.0998 0.0998 0.1664 0.1664 137.1 111.3 137.0 2.7395 2.2222 2.7356 0.6 7 7 C C 17646 889 17582 19824 19709 60405 3 #8 3 #8 3 #8 5 #8 4 #9 360 0.0998 0.0998 0.0998 0.1664 0.1688 147.5 122.6 148.4 2.9458 2.4497 2.9703 0.6 7 7 C C 18373 2087 20592 20258 22705 60501 3 #8 3 #8 3 #8 5 #8 5 #8 360 0.0998 0.0998 0.0998 0.1664 0.1664 133.6 106.7 132.1 2.6681 2.1311 2.6391 0.6 7 7 C C 17917 1946 16038 20110 17851 60502 3 #8 3 #8 3 #8 5 #8 5 #8 360 0.0998 0.0998 0.0998 0.1664 0.1664 124.5 99.0 124.8 2.4875 1.9785 2.4926 0.6 7 7 C C 15546 877 15573 17659 17755 60503 3 #8 3 #8 3 #8 5 #8 5 #8 360 0.0998 0.0998 0.0998 0.1664 0.1664 124.6 98.9 124.6 2.4888 1.9747 2.4888 0.6 7 7 C C 15541 836 15541 17711 17711 60504 3 #8 3 #8 3 #8 5 #8 5 #8 360 0.0998 0.0998 0.0998 0.1664 0.1664 124.8 98.8 124.5 2.4926 1.9743 2.4875 0.6 7 7 C C 15573 877 15546 17755 17659 60505 3 #8 3 #8 3 #8 5 #8 5 #8 360 0 0998 . 0 0998 . 0 0998 . 0 1664 . 0 1664 . 132 1. 107 8. 133 6. 2 6391 . 2 1540 . 2 6681 . 0 6. 7 7 C C 16038 1946 17917 17851 20110 60601 3 #8 3 #8 3 #8 5 #8 5 #8 360 0.0998 0.0998 0.0998 0.1664 0.1664 112.4 85.2 110.6 2.2447 1.7022 2.2091 0.6 7 7 C C 14181 1774 12685 16415 14448 60602 3 #8 3 #8 3 #8 5 #8 5 #8 360 0.0998 0.0998 0.0998 0.1664 0.1664 106.1 80.6 106.4 2.1188 1.6104 2.1245 0.6 7 7 C C 12503 863 12494 14609 14678 60603 3 #8 3 #8 3 #8 5 #8 5 #8 360 0.0998 0.0998 0.0998 0.1664 0.1664 105.9 80.2 105.9 2.1153 1.6012 2.1153 0.6 7 7 C C 12437 836 12437 14607 14607 60604 3 #8 3 #8 3 #8 5 #8 5 #8 360 0.0998 0.0998 0.0998 0.1664 0.1664 106.4 80.4 106.1 2.1245 1.6057 2.1188 0.6 7 7 C C 12494 863 12503 14678 14609 60605 3 #8 3 #8 3 #8 5 #8 5 #8 360 0.0998 0.0998 0.0998 0.1664 0.1664 110.6 86.6 112.4 2.2091 1.7306 2.2447 0.6 7 7 C C 12685 1774 14181 14448 16415 60701 3 #8 3 #8 3 #8 3 #9 3 #9 360 0.0998 0.0998 0.0998 0.1266 0.1266 83.7 56.0 81.3 1.6757 1.1188 1.6280 0.5 7 7 C C 9033 1474 8189.2 11385 9889.8 60702 3 #8 3 #8 3 #8 3 #9 3 #9 360 0.0998 0.0998 0.0998 0.1266 0.1266 81.4 56.0 81.8 1.6297 1.1191 1.6368 0.5 7 7 C C 8447 868 8379.1 10537 10569 60703 3 #8 3 #8 3 #8 3 #9 3 #9 360 0.0998 0.0998 0.0998 0.1266 0.1266 80.9 55.2 80.9 1.6195 1.1018 1.6195 0.5 7 7 C C 8286 836 8285.9 10457 10457 60704 3 #8 3 #8 3 #8 3 #9 3 #9 360 0.0998 0.0998 0.0998 0.1266 0.1266 81.8 55.7 81.4 1.6368 1.1131 1.6297 0.5 7 7 C C 8379 868 8447.2 10569 10537 60705 3 #8 3 #8 3 #8 3 #9 3 #9 360 0.0998 0.0998 0.0998 0.1266 0.1266 81.3 58.0 83.7 1.6280 1.1580 1.6757 0.5 7 7 C C 8189 1474 9033.2 9890 11385 60801 3 #8 3 #8 3 #8 3 #8 3 #8 360 0.0998 0.0998 0.0998 0.0998 0.0998 46.2 24.7 45.4 0.9222 0.4940 0.9066 0.5 7 7 C C 3801 1201 3065.6 5478 4591.7 60802 3 #8 3 #8 3 #8 3 #8 3 #8 360 0.0998 0.0998 0.0998 0.0998 0.0998 46.9 26.3 47.3 0.9376 0.5258 0.9449 0.5 7 7 C C 3621 746 3499.8 5393 5365 60803 3 #8 3 #8 3 #8 3 #8 3 #8 360 0.0998 0.0998 0.0998 0.0998 0.0998 46.0 25.0 46.0 0.9179 0.4988 0.9179 0.5 7 7 C C 3355 680 3355 5207 5207 60804 3 #8 3 #8 3 #8 3 #8 3 #8 360 0.0998 0.0998 0.0998 0.0998 0.0998 47.3 26.0 46.9 0.9449 0.5202 0.9376 0.5 7 7 C C 3500 746 3620.8 5365 5393.3 60805 3 #8 3 #8 3 #8 3 #8 3 #8 360 0.0998 0.0998 0.0998 0.0998 0.0998 45.4 25.2 46.2 0.9066 0.5031 0.9222 0.5 7 7 C C 3066 1201 3800.7 4592 5478.4 

Building Fire Research LaboratoryIO LSP,NSP BEAM 1 of 2 

A50
National Earthquake Hazards Reduction Program

Building Fire Research LaboratoryIO LSP,NSP BEAM 2 of 2 

DCR DCR DCR DCR DCR

Middle Right Left Right Left Middle Right Left Right QG,left QG,right QE,left QE,right Jleft Jright κQCL,left κQCL,right Left Right M+ M‐ θallow,L θallow,R θallow,L θallow,R Left Right VDES VE,L

(k) (k) (k) (k) (k) (k) (radians) (radians) (radians) (radians) (radians) (radians) (kips) (kips)

PASS FAIL PASS PASS 1.26 0.16 1.17 0.93 0.85 25.4 26.6 136.3 137.3 1.00 1.00 151.4 151.4 FAIL FAIL 0.018195 0.016682 0.008669 0.008734 0.00789 0.00789 FAIL FAIL 78.6 53.3 PASS

PASS FAIL PASS PASS 1 07 0 07 1 09 0 79 0 80 26 0 25 9 122 5 122 4 1 00 1 00 151 4 151 4 PASS PASS 0 017749 0 016537 0 008734 0 008734 0 00789 0 00789 FAIL FAIL 77 7 51 7 PASS

Beam Shear

M+ M‐ Acceptence

eam Flexure Acceptence

Hinge Rotations

Hinge Acceptance

M+ M‐ M+

M+ M‐

Linear Static Procedure Nonlinear Static Procedure

Shear Acceptance

PASS FAIL PASS PASS 1.07 0.07 1.09 0.79 0.80 26.0 25.9 122.5 122.4 1.00 1.00 151.4 151.4 PASS PASS 0.017749 0.016537 0.008734 0.008734 0.00789 0.00789 FAIL FAIL 77.7 51.7 PASSPASS FAIL PASS PASS 1.12 0.06 1.12 0.82 0.82 26.0 26.0 125.7 125.7 1.00 1.00 151.4 151.4 FAIL FAIL 0.01773 0.016537 0.008734 0.008734 0.00789 0.00789 FAIL FAIL 77.8 51.8 PASSPASS FAIL PASS PASS 1.09 0.07 1.07 0.80 0.79 25.9 26.0 122.4 122.5 1.00 1.00 151.4 151.4 PASS PASS 0.01773 0.016536 0.008734 0.008734 0.00789 0.00789 FAIL FAIL 77.8 51.9 PASSPASS FAIL PASS PASS 1.17 0.16 1.26 0.85 0.93 26.6 25.4 137.3 136.3 1.00 1.00 151.4 151.4 FAIL FAIL 0.017867 0.016735 0.008734 0.008669 0.00789 0.00789 FAIL FAIL 78.7 52.1 PASSPASS FAIL PASS PASS 1.25 0.13 1.14 0.90 0.83 25.7 25.8 132.4 132.8 1.00 1.00 151.4 151.4 FAIL FAIL 0.016684 0.014884 0.008734 0.008734 0.00789 0.00789 FAIL FAIL 77.3 51.6 PASSPASS FAIL PASS PASS 1.10 0.07 1.13 0.80 0.82 25.7 25.8 125.3 125.4 1.00 1.00 151.4 151.4 PASS PASS 0.016335 0.015062 0.008734 0.008734 0.00789 0.00789 FAIL FAIL 77.5 51.7 PASSPASS FAIL PASS PASS 1.15 0.06 1.15 0.84 0.84 25.7 25.7 128.9 128.9 1.00 1.00 151.4 151.4 FAIL FAIL 0.016359 0.015062 0.008734 0.008734 0.00789 0.00789 FAIL FAIL 77.4 51.6 PASSPASS FAIL PASS PASS 1.13 0.07 1.10 0.82 0.80 25.8 25.7 125.4 125.3 1.00 1.00 151.4 151.4 PASS PASS 0.016352 0.015059 0.008734 0.008734 0.00789 0.00789 FAIL FAIL 77.4 51.7 PASSPASS FAIL PASS PASS 1.14 0.13 1.25 0.83 0.90 25.8 25.7 132.8 132.4 1.00 1.00 151.4 151.4 FAIL FAIL 0.016322 0.015423 0.008734 0.008734 0.00789 0.00789 FAIL FAIL 77.4 51.7 PASSPASS FAIL PASS PASS 1.22 0.14 1.09 0.88 0.79 25.8 25.7 129.0 129.0 1.00 1.00 151.4 151.4 FAIL FAIL 0.01212 0.010191 0.008734 0.008734 0.00789 0.00789 FAIL FAIL 77.4 51.6 PASSPASS FAIL PASS PASS 1.05 0.07 1.07 0.77 0.79 25.7 25.8 120.0 120.1 1.00 1.00 151.4 151.4 PASS PASS 0.011764 0.010363 0.008734 0.008734 0.00789 0.00789 FAIL FAIL 77.2 51.5 PASSPASS FAIL PASS PASS 1.09 0.06 1.09 0.80 0.80 25.7 25.7 123.5 123.5 1.00 1.00 151.4 151.4 PASS PASS 0.011767 0.010363 0.008734 0.008734 0.00789 0.00789 FAIL FAIL 77.2 51.4 PASSPASS FAIL PASS PASS 1.07 0.07 1.05 0.79 0.77 25.8 25.7 120.1 120.0 1.00 1.00 151.4 151.4 PASS PASS 0.011766 0.010365 0.008734 0.008734 0.00789 0.00789 FAIL FAIL 77.2 51.4 PASSPASS FAIL PASS PASS 1.09 0.14 1.22 0.79 0.88 25.7 25.8 129.0 129.0 1.00 1.00 151.4 151.4 FAIL FAIL 0.011732 0.010882 0.008734 0.008734 0.00789 0.00789 FAIL FAIL 77.0 51.4 PASSPASS FAIL PASS PASS 1.42 0.14 1.26 1.00 0.90 26.0 25.5 122.4 122.0 1.00 1.00 151.4 151.7 PASS PASS 0.007347 0.006475 0.009002 0.009002 0.008312 0.008336 PASS PASS 67.5 41.5 PASSPASS FAIL PASS PASS 1.21 0.06 1.21 0.87 0.88 25.7 25.8 111.2 111.4 1.00 1.00 151.7 151.7 PASS PASS 0.007211 0.006747 0.009002 0.009002 0.008336 0.008336 PASS PASS 67.5 41.8 PASSPASS FAIL PASS PASS 1.21 0.06 1.21 0.88 0.88 25.7 25.7 111.5 111.5 1.00 1.00 151.7 151.7 PASS PASS 0.007229 0.006746 0.009002 0.009002 0.008336 0.008336 PASS PASS 67.4 41.7 PASSPASS FAIL PASS PASS 1.21 0.06 1.21 0.88 0.87 25.8 25.7 111.4 111.2 1.00 1.00 151.7 151.7 PASS PASS 0.007223 0.006735 0.009002 0.009002 0.008336 0.008336 PASS PASS 67.5 41.7 PASSPASS FAIL PASS PASS 1.26 0.14 1.42 0.90 1.00 25.5 26.0 122.0 122.4 1.00 1.00 151.7 151.4 PASS PASS 0.007276 0.006923 0.009002 0.009002 0.008336 0.008312 PASS PASS 67.7 42.2 PASSPASS FAIL PASS PASS 1.23 0.13 1.10 0.89 0.79 26.1 25.3 107.4 106.8 1.00 1.00 151.7 151.7 PASS PASS 0.002124 0.001269 0.009002 0.009002 0.008336 0.008336 PASS PASS 66.9 40.8 PASSPASS FAIL PASS PASS 1.07 0.06 1.07 0.78 0.79 25.7 25.8 98.8 99.0 1.00 1.00 151.7 151.7 PASS PASS 0.001976 0.001517 0.009002 0.009002 0.008336 0.008336 PASS PASS 66.8 41.1 PASSPASS FAIL PASS PASS 1.07 0.06 1.07 0.79 0.79 25.7 25.7 98.9 98.9 1.00 1.00 151.7 151.7 PASS PASS 0.001923 0.001553 0.009002 0.009002 0.008336 0.008336 PASS PASS 67.0 41.2 PASSPASS FAIL PASS PASS 1.07 0.06 1.07 0.79 0.78 25.8 25.7 99.0 98.8 1.00 1.00 151.7 151.7 PASS PASS 0.001913 0.001588 0.009002 0.009002 0.008336 0.008336 PASS PASS 66.9 41.1 PASSPASS FAIL PASS PASS 1 10 . 0 13 . 1 23 . 0 79 . 0 89 . 25 3. 26 1. 106 8. 107 4. 1 00 . 1 00 . 151 7. 151 7. PASS PASS 0 002029 0.002029 0 001874 0.001874 0 009002 0.009002 0 009002 0.009002 0 008336 0.008336 0 008336 0.008336 PASS PASS 66 9. 41 6. PASSPASS PASS PASS PASS 0.97 0.12 0.87 0.73 0.64 26.2 25.3 86.2 85.3 1.00 1.00 151.7 151.7 PASS PASS 0 0 0.009002 0.009002 0.008336 0.008336 PASS PASS 53.8 27.6 PASS

PASS PASS PASS PASS 0.86 0.06 0.86 0.65 0.65 25.7 25.8 80.4 80.6 1.00 1.00 151.7 151.7 PASS PASS 0 0 0.009002 0.009002 0.008336 0.008336 PASS PASS 55.4 29.7 PASSPASS PASS PASS PASS 0.85 0.06 0.85 0.65 0.65 25.7 25.7 80.2 80.2 1.00 1.00 151.7 151.7 PASS PASS 0 0 0.009002 0.009002 0.008336 0.008336 PASS PASS 55.4 29.6 PASSPASS PASS PASS PASS 0.86 0.06 0.86 0.65 0.65 25.8 25.7 80.6 80.4 1.00 1.00 151.7 151.7 PASS PASS 0 0 0.009002 0.009002 0.008336 0.008336 PASS PASS 55.3 29.5 PASSPASS PASS PASS PASS 0.87 0.12 0.97 0.64 0.73 25.3 26.2 85.3 86.2 1.00 1.00 151.7 151.7 PASS PASS 0 0 0.009002 0.009002 0.008336 0.008336 PASS PASS 56.6 31.3 PASSPASS PASS PASS PASS 0.62 0.10 0.56 0.64 0.56 26.4 25.1 57.3 56.2 1.00 1.00 151.4 151.4 PASS PASS 0 0 0.009002 0.009002 0.008734 0.008734 PASS PASS 40.3 13.9 PASSPASS PASS PASS PASS 0.58 0.06 0.58 0.59 0.60 25.7 25.8 55.7 56.0 1.00 1.00 151.4 151.4 PASS PASS 0 0 0.009002 0.009002 0.008734 0.008734 PASS PASS 42.9 17.3 PASSPASS PASS PASS PASS 0.57 0.06 0.57 0.59 0.59 25.7 25.7 55.2 55.2 1.00 1.00 151.4 151.4 PASS PASS 0 0 0.009002 0.009002 0.008734 0.008734 PASS PASS 42.9 17.1 PASSPASS PASS PASS PASS 0.58 0.06 0.58 0.60 0.59 25.8 25.7 56.0 55.7 1.00 1.00 151.4 151.4 PASS PASS 0 0 0.009002 0.009002 0.008734 0.008734 PASS PASS 42.9 17.1 PASSPASS PASS PASS PASS 0.56 0.10 0.62 0.56 0.64 25.1 26.4 56.2 57.3 1.00 1.00 151.4 151.4 PASS PASS 0 0 0.009002 0.009002 0.008734 0.008734 PASS PASS 43.7 18.6 PASSPASS PASS PASS PASS 0.26 0.08 0.21 0.38 0.32 21.2 20.8 25.0 24.6 1.00 1.00 151.7 151.7 PASS PASS 0 0 0.009002 0.009002 0.009002 0.009002 PASS PASS 28.4 7.3 PASS

PASS PASS PASS PASS 0.25 0.05 0.24 0.37 0.37 20.9 21.0 26.0 26.3 1.00 1.00 151.7 151.7 PASS PASS 0 0 0.009002 0.009002 0.009002 0.009002 PASS PASS 30.6 9.6 PASS

PASS PASS PASS PASS 0.23 0.05 0.23 0.36 0.36 21.0 21.0 25.0 25.0 1.00 1.00 151.7 151.7 PASS PASS 0 0 0.009002 0.009002 0.009002 0.009002 PASS PASS 30.4 9.4 PASSPASS PASS PASS PASS 0.24 0.05 0.25 0.37 0.37 21.0 20.9 26.3 26.0 1.00 1.00 151.7 151.7 PASS PASS 0 0 0.009002 0.009002 0.009002 0.009002 PASS PASS 30.4 9.4 PASSPASS PASS PASS PASS 0.21 0.08 0.26 0.32 0.38 20.8 21.2 24.6 25.0 1.00 1.00 151.7 151.7 PASS PASS 0 0 0.009002 0.009002 0.009002 0.009002 PASS PASS 30.8 10.0 PASS

Building Fire Research LaboratoryIO LSP,NSP BEAM 2 of 2 

A51
National Earthquake Hazards Reduction Program

Section 2b: LSP & NSP Moment Frame Beam Assessment (LS)

Typical Beam Properties

bw 24 in, Beam Stem Width

h 32 in, Beam Heightbe 27 in, Effective Beam Flange Extension

β1 0.8

c 1.5 in, Cover

#4 Size of Transverse Reinforcing (Hinge Zone)

3 Number of Legs in Transverse Reinforcing (Hinge Zone)

fc' 5000 psi, Lower Bound Compressive Strength (ASCE 41‐06 Table 6‐3)

f 60 ksi Lower Bound Yield Strength of Reinforcing Steel (ASCE 41 06 Table 6 2)

Building Fire Research LaboratoryLS LSP,NSP BEAM 1 of 2 

fy 60 ksi, Lower Bound Yield Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐2)fu 90 ksi, Lower Bound Ultimate Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐2)

fc' 7500 psi, Expected Compressive Strength (ASCE 41‐06 Table 6‐4)

fy 75 ksi, Expected Yield Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐4)

fu 113 ksi, Expected Ultimate Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐4)

κ 1 Knowledge Factor (ASCE 41‐06 2.2.6.4)

C1 1

C2 1

Parameters Below Assume that 0<ρ/ρbal<.5, and

Transverse Reinforcing Conforms. Check these

BEAM ID L (ρL‐ρ')/ρbal (ρM‐ρ')/ρbal (ρR‐ρ')/ρbal (ρL‐ρ')/ρbal (ρR‐ρ')/ρbal VDES,left VDES,middle VDES,right V/bwdfc'1/2 V/bwdfc'1/2 V/bwdfc'1/2 Vpr/bwdfc'1/2 sh,L sh,R Conform? Conform? QUD,left QUD,middle QUD,right QUD,left QUD,right 

(in) (kips) (kips) (kips) left middle right (k) (in) (in) (k‐in) (k‐in) (k‐in) (k‐in) (k‐in) 

60101 4 #8 3 #8 3 #9 5 #9 5 #9 360 0.1331 0.0998 0.1266 0.2110 0.2110 263.7 240.1 266.1 5.2789 4.7961 5.3264 0.8 7 7 C C 41249 3217.1 36512 42863 38796 60102 3 #9 3 #8 3 #9 5 #9 5 #9 360 0.1266 0.0998 0.1266 0.2110 0.2110 240.0 213.8 239.8 4.8045 4.2712 4.7997 0.8 7 7 C C 34228 1217.15 35021 36468 37193 

60103 3 #9 3 #8 3 #9 5 #9 5 #9 360 0 1266 0 0998 0 1266 0 2110 0 2110 245 6 219 6 245 6 4 9160 4 3867 4 9160 0 8 7 7 C C 35579 847 336 35579 37763 37763 

Transverse Reinforcing Conforms. Check these

values prior to using this portion of the table

Existing Beam Reinforcing M+

M+ M‐

M‐ M+ M‐ 

Left Middle Right Left Right

60103 3 #9 3 #8 3 #9 5 #9 5 #9 360 0.1266 0.0998 0.1266 0.2110 0.2110 245.6 219.6 245.6 4.9160 4.3867 4.9160 0.8 7 7 C C 35579 847.336 35579 37763 37763 60104 3 #9 3 #8 3 #9 5 #9 5 #9 360 0.1266 0.0998 0.1266 0.2110 0.2110 239.8 214.0 240.0 4.7997 4.2754 4.8045 0.8 7 7 C C 35021 1217.15 34228 37193 36468 60105 3 #9 3 #8 4 #8 5 #9 5 #9 360 0.1266 0.0998 0.1331 0.2110 0.2110 266.1 238.1 263.7 5.3264 4.7558 5.2789 0.8 7 7 C C 36512 3217.1 41249 38796 42863 60201 3 #9 3 #8 3 #9 5 #9 5 #9 360 0.1266 0.0998 0.1266 0.2110 0.2110 256.9 232.0 257.8 5.1419 4.6348 5.1601 0.8 7 7 C C 39430 2648.89 35891 41243 38005 60202 3 #9 3 #8 3 #9 5 #9 5 #9 360 0.1266 0.0998 0.1266 0.2110 0.2110 244.7 218.9 244.7 4.8983 4.3734 4.8982 0.8 7 7 C C 35039 1270.3 35911 37213 38076 60203 3 #9 3 #8 3 #9 5 #9 5 #9 360 0.1266 0.0998 0.1266 0.2110 0.2110 251.0 225.2 251.0 5.0236 4.4985 5.0236 0.8 7 7 C C 36516 837.438 36516 38684 38684 60204 3 #9 3 #8 3 #9 5 #9 5 #9 360 0.1266 0.0998 0.1266 0.2110 0.2110 244.7 219.0 244.7 4.8982 4.3739 4.8983 0.8 7 7 C C 35911 1270.3 35039 38076 37213 60205 3 #9 3 #8 3 #9 5 #9 5 #9 360 0.1266 0.0998 0.1266 0.2110 0.2110 257.8 231.1 256.9 5.1601 4.6167 5.1419 0.8 7 7 C C 35891 2648.89 39430 38005 41243 60301 3 #9 3 #8 3 #9 5 #9 5 #9 360 0.1266 0.0998 0.1266 0.2110 0.2110 251.1 225.5 251.1 5.0258 4.5035 5.0266 0.8 7 7 C C 38675 2988.5 34565 40623 36558 60302 3 #9 3 #8 3 #9 5 #9 5 #9 360 0.1266 0.0998 0.1266 0.2110 0.2110 235.4 209.7 235.5 4.7123 4.1893 4.7136 0.8 7 7 C C 33514 1270.28 34369 35670 36539 60303 3 #9 3 #8 3 #9 5 #9 5 #9 360 0.1266 0.0998 0.1266 0.2110 0.2110 241.5 215.7 241.5 4.8342 4.3095 4.8342 0.8 7 7 C C 34945 837.271 34945 37113 37113 60304 3 #9 3 #8 3 #9 5 #9 5 #9 360 0.1266 0.0998 0.1266 0.2110 0.2110 235.5 209.7 235.4 4.7136 4.1884 4.7123 0.8 7 7 C C 34369 1270.28 33514 36539 35670 60305 3 #9 3 #8 3 #9 5 #9 5 #9 360 0.1266 0.0998 0.1266 0.2110 0.2110 251.1 225.3 251.1 5.0266 4.5008 5.0258 0.8 7 7 C C 34565 2988.5 38675 36558 40623 60401 3 #8 3 #8 3 #8 4 #9 5 #8 360 0.0998 0.0998 0.0998 0.1688 0.1664 239.5 213.3 238.8 4.7950 4.2608 4.7706 0.6 7 7 C C 36625 2954.1 32656 38684 34556 60402 3 #8 3 #8 3 #8 5 #8 5 #8 360 0.0998 0.0998 0.0998 0.1664 0.1664 220.1 194.5 220.3 4.3964 3.8855 4.3997 0.6 7 7 C C 31347 918.96 31479 33481 33654 60403 3 #8 3 #8 3 #8 5 #8 5 #8 360 0.0998 0.0998 0.0998 0.1664 0.1664 220.5 194.8 220.5 4.4046 3.8904 4.4046 0.6 7 7 C C 31461 836.303 31461 33631 33631 60404 3 #8 3 #8 3 #8 5 #8 5 #8 360 0.0998 0.0998 0.0998 0.1664 0.1664 220.3 194.4 220.1 4.3997 3.8831 4.3964 0.6 7 7 C C 31479 918.96 31347 33654 33481 60405 3 #8 3 #8 3 #8 5 #8 4 #9 360 0.0998 0.0998 0.0998 0.1664 0.1688 238.8 213.8 239.5 4.7706 4.2704 4.7950 0.6 7 7 C C 32656 2954.1 36625 34556 38684 60501 3 #8 3 #8 3 #8 5 #8 5 #8 360 0.0998 0.0998 0.0998 0.1664 0.1664 213.5 186.7 212.2 4.2647 3.7302 4.2382 0.6 7 7 C C 31966 2705.13 28559 34126 30380 60502 3 #8 3 #8 3 #8 5 #8 5 #8 360 0.0998 0.0998 0.0998 0.1664 0.1664 198.4 172.9 198.7 3.9633 3.4541 3.9682 0.6 7 7 C C 27788 897.001 27858 29904 30039 60503 3 #8 3 #8 3 #8 5 #8 5 #8 360 0.0998 0.0998 0.0998 0.1664 0.1664 198.4 172.7 198.4 3.9636 3.4495 3.9636 0.6 7 7 C C 27797 835.925 27797 29967 29967 60504 3 #8 3 #8 3 #8 5 #8 5 #8 360 0.0998 0.0998 0.0998 0.1664 0.1664 198.7 172.7 198.4 3.9682 3.4501 3.9633 0.6 7 7 C C 27858 897.001 27788 30039 29904 60505 3 #8 3 #8 3 #8 5 #8 5 #8 360 0.0998 0.0998 0.0998 0.1664 0.1664 212.2 187.8 213.5 4.2382 3.7506 4.2647 0.6 7 7 C C 28559 2705.13 31966 30380 34126 60601 3 #8 3 #8 3 #8 5 #8 5 #8 360 0 0998 . 0 0998 . 0 0998 . 0 1664 . 0 1664 . 176 4. 149 3. 174 7. 3 5232 . 2 9820 . 3 4888 . 0 6. 7 7 C C 25443 2400 52 2400.52 22690 27661 24457 60602 3 #8 3 #8 3 #8 5 #8 5 #8 360 0.0998 0.0998 0.0998 0.1664 0.1664 166.2 140.7 166.5 3.3193 2.8109 3.3250 0.6 7 7 C C 22472 870.724 22480 24578 24664 60603 3 #8 3 #8 3 #8 5 #8 5 #8 360 0.0998 0.0998 0.0998 0.1664 0.1664 165.8 140.0 165.8 3.3112 2.7971 3.3112 0.6 7 7 C C 22375 835.81 22375 24545 24545 60604 3 #8 3 #8 3 #8 5 #8 5 #8 360 0.0998 0.0998 0.0998 0.1664 0.1664 166.5 140.5 166.2 3.3250 2.8062 3.3193 0.6 7 7 C C 22480 870.724 22472 24664 24578 60605 3 #8 3 #8 3 #8 5 #8 5 #8 360 0.0998 0.0998 0.0998 0.1664 0.1664 174.7 150.6 176.4 3.4888 3.0091 3.5232 0.6 7 7 C C 22690 2400.52 25443 24457 27661 60701 3 #8 3 #8 3 #8 3 #9 3 #9 360 0.0998 0.0998 0.0998 0.1266 0.1266 126.1 98.4 123.7 2.5244 1.9660 2.4770 0.5 7 7 C C 16485 1885.4 14818 18832 16519 60702 3 #8 3 #8 3 #8 3 #9 3 #9 360 0.0998 0.0998 0.0998 0.1266 0.1266 123.1 97.7 123.5 2.4646 1.9523 2.4718 0.5 7 7 C C 15382 878.074 15292 17470 17483 60703 3 #8 3 #8 3 #8 3 #9 3 #9 360 0.0998 0.0998 0.0998 0.1266 0.1266 122.1 96.4 122.1 2.4441 1.9247 2.4441 0.5 7 7 C C 15124 835.642 15124 17296 17296 60704 3 #8 3 #8 3 #8 3 #9 3 #9 360 0.0998 0.0998 0.0998 0.1266 0.1266 123.5 97.4 123.1 2.4718 1.9462 2.4646 0.5 7 7 C C 15292 878.074 15382 17483 17470 60705 3 #8 3 #8 3 #8 3 #9 3 #9 360 0.0998 0.0998 0.0998 0.1266 0.1266 123.7 100.4 126.1 2.4770 2.0048 2.5244 0.5 7 7 C C 14818 1885.4 16485 16519 18832 60801 3 #8 3 #8 3 #8 3 #8 3 #8 360 0.0998 0.0998 0.0998 0.0998 0.0998 64.7 43.2 63.9 1.2921 0.8638 1.2764 0.5 7 7 C C 7157 1483.76 5857.7 8835 7382 60802 3 #8 3 #8 3 #8 3 #8 3 #8 360 0.0998 0.0998 0.0998 0.0998 0.0998 66.5 45.8 66.8 1.3274 0.9158 1.3349 0.5 7 7 C C 6896 779.233 6706.6 8666 8573.1 60803 3 #8 3 #8 3 #8 3 #8 3 #8 360 0.0998 0.0998 0.0998 0.0998 0.0998 64.6 43.6 64.6 1.2904 0.8713 1.2904 0.5 7 7 C C 6451 679.47 6450.6 8303 8302.9 60804 3 #8 3 #8 3 #8 3 #8 3 #8 360 0.0998 0.0998 0.0998 0.0998 0.0998 66.8 45.6 66.5 1.3349 0.9101 1.3274 0.5 7 7 C C 6707 779.233 6895.6 8573 8666.2 60805 3 #8 3 #8 3 #8 3 #8 3 #8 360 0.0998 0.0998 0.0998 0.0998 0.0998 63.9 43.7 64.7 1.2764 0.8730 1.2921 0.5 7 7 C C 5858 1483.76 7157 7382 8835.4 

Building Fire Research LaboratoryLS LSP,NSP BEAM 1 of 2 

A52
National Earthquake Hazards Reduction Program

Building Fire Research LaboratoryLS LSP,NSP BEAM 2 of 2 

DCR DCR DCR DCR DCR

Right Left Right Left Middle Right Left Right QG,left QG,right QE,left QE,right Jleft Jright κQCL,left κQCL,right Left Right M+ M‐ θallow,L θallow,R θallow,L θallow,R Left Right VDES,L VE,L

(k) (k) (k) (k) (k) (k) (radians) (radians) (radians) (radians) (radians) (radians) (kips) (kips)

FAIL FAIL FAIL 1.80 0.16 1.69 1.31 1.20 25.4 26.6 238.3 239.5 2.00 2.00 151.4 151.4 PASS PASS 0.044019 0.042999 0.017338 0.017468 0.015779 0.015779 FAIL FAIL 75.2 49.8 PASSFAIL FAIL FAIL 1.40 0.05 1.43 1.00 1.02 26.0 25.9 214.0 213.8 2.00 2.00 151.4 151.4 PASS PASS 0.043681 0.042882 0.017468 0.017468 0.015779 0.015779 FAIL FAIL 74.3 48.3 PASS

FAIL FAIL FAIL 1 49 0 04 1 49 1 06 1 06 26 0 26 0 219 6 219 6 2 00 2 00 151 4 151 4 PASS PASS 0 04362 0 043 0 017468 0 017468 0 015779 0 015779 FAIL FAIL 74 0 48 0 PASS

Linear Static Procedure Nonlinear Static Procedure

ure Acceptence M+ M‐ Beam Shear

Acceptence

Hinge Acceptance

M‐ Hinge Rotations M+ M‐ M+ Shear Acceptance

FAIL FAIL FAIL 1.49 0.04 1.49 1.06 1.06 26.0 26.0 219.6 219.6 2.00 2.00 151.4 151.4 PASS PASS 0.04362 0.043 0.017468 0.017468 0.015779 0.015779 FAIL FAIL 74.0 48.0 PASSFAIL FAIL FAIL 1.43 0.05 1.40 1.02 1.00 25.9 26.0 213.8 214.0 2.00 2.00 151.4 151.4 PASS PASS 0.043636 0.043002 0.017468 0.017468 0.015779 0.015779 FAIL FAIL 74.0 48.1 PASSFAIL FAIL FAIL 1.69 0.16 1.80 1.20 1.31 26.6 25.4 239.5 238.3 2.00 2.00 151.4 151.4 PASS PASS 0.043856 0.042924 0.017468 0.017338 0.015779 0.015779 FAIL FAIL 75.4 48.8 PASSFAIL FAIL FAIL 1.74 0.13 1.59 1.22 1.13 25.7 25.8 231.1 232.0 2.00 2.00 151.4 151.4 PASS PASS 0.040027 0.038681 0.017468 0.017468 0.015779 0.015779 FAIL FAIL 74.8 49.1 PASSFAIL FAIL FAIL 1.46 0.06 1.50 1.04 1.07 25.7 25.8 219.0 218.9 2.00 2.00 151.4 151.4 PASS PASS 0.039699 0.038818 0.017468 0.017468 0.015779 0.015779 FAIL FAIL 74.7 48.9 PASSFAIL FAIL FAIL 1.57 0.04 1.57 1.11 1.11 25.7 25.7 225.2 225.2 2.00 2.00 151.4 151.4 PASS PASS 0.03972 0.038814 0.017468 0.017468 0.015779 0.015779 FAIL FAIL 74.6 48.9 PASSFAIL FAIL FAIL 1.50 0.06 1.46 1.07 1.04 25.8 25.7 218.9 219.0 2.00 2.00 151.4 151.4 PASS PASS 0.039708 0.038803 0.017468 0.017468 0.015779 0.015779 FAIL FAIL 74.7 48.9 PASSFAIL FAIL FAIL 1.59 0.13 1.74 1.13 1.22 25.8 25.7 232.0 231.1 2.00 2.00 151.4 151.4 PASS PASS 0.039699 0.039251 0.017468 0.017468 0.015779 0.015779 FAIL FAIL 74.5 48.8 PASSFAIL FAIL FAIL 1.66 0.14 1.49 1.17 1.05 25.8 25.7 225.2 225.4 2.00 2.00 151.4 151.4 PASS PASS 0.01606 0.013123 0.017468 0.017468 0.015779 0.015779 PASS PASS 70.4 44.6 PASSFAIL PASS PASS 1.34 0.06 1.38 0.96 0.99 25.7 25.8 209.7 209.7 2.00 2.00 151.4 151.4 PASS PASS 0.014651 0.01331 0.017468 0.017468 0.015779 0.015779 PASS PASS 70.6 44.8 PASSFAIL FAIL FAIL 1.44 0.04 1.44 1.03 1.03 25.7 25.7 215.7 215.7 2.00 2.00 151.4 151.4 PASS PASS 0.014663 0.013312 0.017468 0.017468 0.015779 0.015779 PASS PASS 70.6 44.8 PASSFAIL PASS PASS 1.38 0.06 1.34 0.99 0.96 25.8 25.7 209.7 209.7 2.00 2.00 151.4 151.4 PASS PASS 0.014659 0.013308 0.017468 0.017468 0.015779 0.015779 PASS PASS 70.6 44.9 PASSFAIL FAIL FAIL 1.49 0.14 1.66 1.05 1.17 25.7 25.8 225.4 225.2 2.00 2.00 151.4 151.4 PASS PASS 0.01461 0.014124 0.017468 0.017468 0.015779 0.015779 PASS PASS 70.3 44.6 PASSFAIL FAIL FAIL 1.83 0.13 1.63 1.26 1.13 26.0 25.5 213.5 213.4 2.00 2.00 151.4 151.7 PASS PASS 0.00887 0.008073 0.018004 0.018004 0.016623 0.016673 PASS PASS 53.6 27.6 PASSFAIL FAIL FAIL 1.44 0.04 1.45 1.01 1.02 25.7 25.8 194.4 194.5 2.00 2.00 151.7 151.7 PASS PASS 0.008827 0.008344 0.018004 0.018004 0.016673 0.016673 PASS PASS 54.9 29.2 PASSFAIL FAIL FAIL 1.45 0.03 1.45 1.02 1.02 25.7 25.7 194.8 194.8 2.00 2.00 151.7 151.7 PASS PASS 0.008833 0.008336 0.018004 0.018004 0.016673 0.016673 PASS PASS 54.9 29.2 PASSFAIL FAIL FAIL 1.45 0.04 1.44 1.02 1.01 25.8 25.7 194.5 194.4 2.00 2.00 151.7 151.7 PASS PASS 0.008835 0.008337 0.018004 0.018004 0.016673 0.016673 PASS PASS 54.9 29.2 PASSFAIL FAIL FAIL 1.63 0.13 1.83 1.13 1.26 25.5 26.0 213.4 213.5 2.00 2.00 151.7 151.4 PASS PASS 0.008896 0.008415 0.018004 0.018004 0.016673 0.016623 PASS PASS 54.8 29.4 PASSFAIL FAIL PASS 1.43 0.11 1.27 1.00 0.89 26.1 25.3 187.4 186.8 2.00 2.00 151.7 151.7 PASS PASS 0.00271 0.001814 0.018004 0.018004 0.016673 0.016673 PASS PASS 54.7 28.6 PASSFAIL PASS PASS 1.17 0.03 1.18 0.83 0.84 25.7 25.8 172.7 172.9 2.00 2.00 151.7 151.7 PASS PASS 0.002488 0.00213 0.018004 0.018004 0.016673 0.016673 PASS PASS 54.4 28.7 PASSFAIL PASS PASS 1.17 0.03 1.17 0.83 0.83 25.7 25.7 172.7 172.7 2.00 2.00 151.7 151.7 PASS PASS 0.002509 0.002123 0.018004 0.018004 0.016673 0.016673 PASS PASS 54.5 28.8 PASSFAIL PASS PASS 1.18 0.03 1.17 0.84 0.83 25.8 25.7 172.9 172.7 2.00 2.00 151.7 151.7 PASS PASS 0.002511 0.002126 0.018004 0.018004 0.016673 0.016673 PASS PASS 54.5 28.7 PASSFAIL PASS FAIL 1.27 0.11 1.43 0.89 1.00 25.3 26.1 186.8 187.4 2.00 2.00 151.7 151.7 PASS PASS 0.002573 0.002448 0.018004 0.018004 0.016673 0.016673 PASS PASS 54.5 29.1 PASS

PASS PASS PASS 0 99 . 0 09 . 0 88 . 0 71 . 0 63 . 26 2. 25 3. 150 2. 149 4. 2 00 . 2 00 . 151 7. 151 7. PASS PASS 0 0 0 018004 0.018004 0 018004 0.018004 0 016673 0.016673 0 016673 0.016673 PASS PASS 44 4. 18 2. PASSPASS PASS PASS 0.84 0.03 0.85 0.61 0.61 25.7 25.8 140.5 140.7 2.00 2.00 151.7 151.7 PASS PASS 0 0 0.018004 0.018004 0.016673 0.016673 PASS PASS 46.2 20.5 PASS

PASS PASS PASS 0.84 0.03 0.84 0.61 0.61 25.7 25.7 140.0 140.0 2.00 2.00 151.7 151.7 PASS PASS 0 0 0.018004 0.018004 0.016673 0.016673 PASS PASS 46.1 20.4 PASS

PASS PASS PASS 0.85 0.03 0.84 0.61 0.61 25.8 25.7 140.7 140.5 2.00 2.00 151.7 151.7 PASS PASS 0 0 0.018004 0.018004 0.016673 0.016673 PASS PASS 46.1 20.3 PASS

PASS PASS PASS 0.88 0.09 0.99 0.63 0.71 25.3 26.2 149.4 150.2 2.00 2.00 151.7 151.7 PASS PASS 0 0 0.018004 0.018004 0.016673 0.016673 PASS PASS 47.3 22.0 PASS

PASS PASS PASS 0.59 0.07 0.53 0.56 0.49 26.4 25.1 99.7 98.6 2.00 2.00 151.4 151.4 PASS PASS 0 0 0.018004 0.018004 0.017468 0.017468 PASS PASS 33.6 7.3 PASS

PASS PASS PASS 0.55 0.03 0.55 0.52 0.52 25.7 25.8 97.4 97.7 2.00 2.00 151.4 151.4 PASS PASS 0 0 0.018004 0.018004 0.017468 0.017468 PASS PASS 36.1 10.4 PASS

PASS PASS PASS 0.54 0.03 0.54 0.51 0.51 25.7 25.7 96.4 96.4 2.00 2.00 151.4 151.4 PASS PASS 0 0 0.018004 0.018004 0.017468 0.017468 PASS PASS 36.1 10.3 PASS

PASS PASS PASS 0.55 0.03 0.55 0.52 0.52 25.8 25.7 97.7 97.4 2.00 2.00 151.4 151.4 PASS PASS 0 0 0.018004 0.018004 0.017468 0.017468 PASS PASS 36.0 10.3 PASS

PASS PASS PASS 0.53 0.07 0.59 0.49 0.56 25.1 26.4 98.6 99.7 2.00 2.00 151.4 151.4 PASS PASS 0 0 0.018004 0.018004 0.017468 0.017468 PASS PASS 37.0 11.9 PASS

PASS PASS PASS 0.26 0.05 0.21 0.32 0.27 21.2 20.8 43.5 43.1 2.00 2.00 151.7 151.7 PASS PASS 0 0 0.018004 0.018004 0.018004 0.018004 PASS PASS 24.9 3.7 PASS

PASS PASS PASS 0.25 0.03 0.24 0.31 0.31 20.9 21.0 45.5 45.8 2.00 2.00 151.7 151.7 PASS PASS 0 0 0.018004 0.018004 0.018004 0.018004 PASS PASS 26.9 6.0 PASS

PASS PASS PASS 0.23 0.02 0.23 0.30 0.30 21.0 21.0 43.6 43.6 2.00 2.00 151.7 151.7 PASS PASS 0 0 0.018004 0.018004 0.018004 0.018004 PASS PASS 26.8 5.8 PASS

PASS PASS PASS 0.24 0.03 0.25 0.31 0.31 21.0 20.9 45.8 45.5 2.00 2.00 151.7 151.7 PASS PASS 0 0 0.018004 0.018004 0.018004 0.018004 PASS PASS 26.7 5.7 PASS

PASS PASS PASS 0.21 0.05 0.26 0.27 0.32 20.8 21.2 43.1 43.5 2.00 2.00 151.7 151.7 PASS PASS 0 0 0.018004 0.018004 0.018004 0.018004 PASS PASS 27.2 6.5 PASS

Building Fire Research LaboratoryLS LSP,NSP BEAM 2 of 2 

A53
National Earthquake Hazards Reduction Program

Section 2c: LSP & NSP Moment Frame Beam Assessment (CP)

Typical Beam Properties

bw 24 in, Beam Stem Width

h 32 in, Beam Heightbe 27 in, Effective Beam Flange Extension

β1 0.8

c 1.5 in, Cover

#4 Size of Transverse Reinforcing (Hinge Zone)

3 Number of Legs in Transverse Reinforcing (Hinge Zone)

fc' 5000 psi, Lower Bound Compressive Strength (ASCE 41‐06 Table 6‐3)

fy 60 ksi, Lower Bound Yield Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐2)

fu 90 ksi, Lower Bound Ultimate Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐2)

fc' 7500 psi, Expected Compressive Strength (ASCE 41‐06 Table 6‐4)

fy 75 ksi, Expected Yield Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐4)

fu 113 ksi, Expected Ultimate Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐4)

κ 1 Knowledge Factor (ASCE 41‐06 2.2.6.4)

C1 1

C2 1BEAM ID L (ρL‐ρ')/ρbal (ρM‐ρ')/ρbal (ρR‐ρ')/ρbal (ρL‐ρ')/ρbal (ρR‐ρ')/ρbal VDES,left VDES,middle VDES,right V/bwdfc'1/2 V/bwdfc'1/2 V/bwdfc'1/2 Vpr/bwdfc'1/2 sh,L sh,R Conform? Conform? QUD,left QUD,middle QUD,right QUD,left QUD,right 

(in) (kips) (kips) (kips) left middle right (k) (in) (in) (k‐in) (k‐in) (k‐in) (k‐in) (k‐in) 

60101 4 #8 3 #8 3 #9 5 #9 5 #9 360 0.1331 0.0998 0.1266 0.2110 0.2110 317.3 293.8 319.8 6.3526 5.8689 6.4015 0.8 7 7 C C 50670 3722.76 44919 52262 47206 60102 3 #9 3 #8 3 #9 5 #9 5 #9 360 0.1266 0.0998 0.1266 0.2110 0.2110 288.1 261.9 287.8 5.7667 5.2309 5.7615 0.8 7 7 C C 42116 1301.67 43085 44363 45255 60103 3 #9 3 #8 3 #9 5 #9 5 #9 360 0.1266 0.0998 0.1266 0.2110 0.2110 294.9 268.9 294.9 5.9036 5.3721 5.9036 0.8 7 7 C C 43768 847.741 43768 45952 45952 60104 3 #9 3 #8 3 #9 5 #9 5 #9 360 0.1266 0.0998 0.1266 0.2110 0.2110 287.8 262.1 288.1 5.7615 5.2355 5.7667 0.8 7 7 C C 43085 1301.67 42116 45255 44363 60105 3 #9 3 #8 4 #8 5 #9 5 #9 360 0.1266 0.0998 0.1331 0.2110 0.2110 319.8 291.7 317.3 6.4015 5.8271 6.3526 0.8 7 7 C C 44919 3722.76 50670 47206 52262 60201 3 #9 3 #8 3 #9 5 #9 5 #9 360 0.1266 0.0998 0.1266 0.2110 0.2110 308.7 284.2 310.0 6.1798 5.6773 6.2049 0.8 7 7 C C 48490 3044.78 44132 50215 46273 60202 3 #9 3 #8 3 #9 5 #9 5 #9 360 0.1266 0.0998 0.1266 0.2110 0.2110 293.9 268.1 293.8 5.8834 5.3553 5.8822 0.8 7 7 C C 43100 1365.12 44175 45287 46335 60203 3 #9 3 #8 3 #9 5 #9 5 #9 360 0.1266 0.0998 0.1266 0.2110 0.2110 301.5 275.8 301.5 6.0363 5.5091 6.0363 0.8 7 7 C C 44915 837.921 44915 47082 47082 60204 3 #9 3 #8 3 #9 5 #9 5 #9 360 0.1266 0.0998 0.1266 0.2110 0.2110 293.8 268.2 293.9 5.8822 5.3569 5.8834 0.8 7 7 C C 44175 1365.12 43100 46335 45287 60205 3 #9 3 #8 3 #9 5 #9 5 #9 360 0.1266 0.0998 0.1266 0.2110 0.2110 310.0 283.0 308.7 6.2049 5.6523 6.1798 0.8 7 7 C C 44132 3044.78 48490 46273 50215 60301 3 #9 3 #8 3 #9 5 #9 5 #9 360 0.1266 0.0998 0.1266 0.2110 0.2110 301.6 276.2 301.8 6.0373 5.5164 6.0417 0.8 7 7 C C 47559 3454.31 42504 49460 44510 60302 3 #9 3 #8 3 #9 5 #9 5 #9 360 0.1266 0.0998 0.1266 0.2110 0.2110 282.5 256.8 282.6 5.6555 5.1299 5.6563 0.8 7 7 C C 41234 1365.41 42286 43396 44454 60303 3 #9 3 #8 3 #9 5 #9 5 #9 360 0.1266 0.0998 0.1266 0.2110 0.2110 290.0 264.2 290.0 5.8043 5.2776 5.8043 0.8 7 7 C C 42990 837.388 42990 45159 45159 60304 3 #9 3 #8 3 #9 5 #9 5 #9 360 0.1266 0.0998 0.1266 0.2110 0.2110 282.6 256.8 282.5 5.6563 5.1296 5.6555 0.8 7 7 C C 42286 1365.41 41234 44454 43396 60305 3 #9 3 #8 3 #9 5 #9 5 #9 360 0.1266 0.0998 0.1266 0.2110 0.2110 301.8 275.9 301.6 6.0417 5.5101 6.0373 0.8 7 7 C C 42504 3454.31 47559 44510 49460 60401 3 #8 3 #8 3 #8 4 #9 5 #8 360 0.0998 0.0998 0.0998 0.1688 0.1664 287.4 261.3 286.9 5.7532 5.2200 5.7298 0.6 7 7 C C 45055 3412.03 40159 47074 42069 60402 3 #8 3 #8 3 #8 5 #8 5 #8 360 0.0998 0.0998 0.0998 0.1664 0.1664 263.8 238.2 263.9 5.2692 4.7578 5.2719 0.6 7 7 C C 38578 934.319 38747 40719 40920 60403 3 #8 3 #8 3 #8 5 #8 5 #8 360 0.0998 0.0998 0.0998 0.1664 0.1664 264.3 238.5 264.3 5.2785 4.7644 5.2785 0.6 7 7 C C 38724 836.311 38724 40894 40894 60404 3 #8 3 #8 3 #8 5 #8 5 #8 360 0.0998 0.0998 0.0998 0.1664 0.1664 263.9 238.1 263.8 5.2719 4.7558 5.2692 0.6 7 7 C C 38747 934.319 38578 40920 40719 60405 3 #8 3 #8 3 #8 5 #8 4 #9 360 0.0998 0.0998 0.0998 0.1664 0.1688 286.9 261.7 287.4 5.7298 5.2266 5.7532 0.6 7 7 C C 40159 3412.03 45055 42069 47074 60501 3 #8 3 #8 3 #8 5 #8 5 #8 360 0.0998 0.0998 0.0998 0.1664 0.1664 255.5 228.8 254.3 5.1033 4.5707 5.0787 0.6 7 7 C C 39351 3105.5 35137 41487 36965 60502 3 #8 3 #8 3 #8 5 #8 5 #8 360 0.0998 0.0998 0.0998 0.1664 0.1664 237.2 211.7 237.5 4.7388 4.2293 4.7435 0.6 7 7 C C 34220 907.185 34312 36338 36493 60503 3 #8 3 #8 3 #8 5 #8 5 #8 360 0.0998 0.0998 0.0998 0.1664 0.1664 237.2 211.5 237.2 4.7385 4.2244 4.7385 0.6 7 7 C C 34236 835.836 34236 36407 36407 60504 3 #8 3 #8 3 #8 5 #8 5 #8 360 0.0998 0.0998 0.0998 0.1664 0.1664 237.5 211.5 237.2 4.7435 4.2256 4.7388 0.6 7 7 C C 34312 907.185 34220 36493 36338 60505 3 #8 3 #8 3 #8 5 #8 5 #8 360 0.0998 0.0998 0.0998 0.1664 0.1664 254.3 229.7 255.5 5.0787 4.5892 5.1033 0.6 7 7 C C 35137 3105.5 39351 36965 41487 60601 3 #8 3 #8 3 #8 5 #8 5 #8 360 0.0998 0.0998 0.0998 0.1664 0.1664 210.0 183.0 208.3 4.1949 3.6545 4.1614 0.6 7 7 C C 31362 2730.53 27946 33568 29716 60602 3 #8 3 #8 3 #8 5 #8 5 #8 360 0.0998 0.0998 0.0998 0.1664 0.1664 197.8 172.3 198.0 3.9501 3.4417 3.9558 0.6 7 7 C C 27709 874.88 27726 29816 29910 60603 3 #8 3 #8 3 #8 5 #8 5 #8 360 0.0998 0.0998 0.0998 0.1664 0.1664 197.2 171.5 197.2 3.9395 3.4254 3.9395 0.6 7 7 C C 27596 835.688 27596 29767 29767 60604 3 #8 3 #8 3 #8 5 #8 5 #8 360 0.0998 0.0998 0.0998 0.1664 0.1664 198.0 172.1 197.8 3.9558 3.4370 3.9501 0.6 7 7 C C 27726 874.88 27709 29910 29816 60605 3 #8 3 #8 3 #8 5 #8 5 #8 360 0.0998 0.0998 0.0998 0.1664 0.1664 208.3 184.3 210.0 4.1614 3.6808 4.1949 0.6 7 7 C C 27946 2730.53 31362 29716 33568 60701 3 #8 3 #8 3 #8 3 #9 3 #9 360 0.0998 0.0998 0.0998 0.1266 0.1266 148.4 120.7 146.0 2.9703 2.4111 2.9231 0.5 7 7 C C 20401 2101.88 18301 22744 20002 60702 3 #8 3 #8 3 #8 3 #9 3 #9 360 0.0998 0.0998 0.0998 0.1266 0.1266 145.0 119.7 145.4 2.9032 2.3901 2.9106 0.5 7 7 C C 19026 883.414 18925 21113 21116 60703 3 #8 3 #8 3 #8 3 #9 3 #9 360 0.0998 0.0998 0.0998 0.1266 0.1266 143.7 118.0 143.7 2.8774 2.3570 2.8774 0.5 7 7 C C 18717 835.531 18717 20889 20889 60704 3 #8 3 #8 3 #8 3 #9 3 #9 360 0.0998 0.0998 0.0998 0.1266 0.1266 145.4 119.3 145.0 2.9106 2.3839 2.9032 0.5 7 7 C C 18925 883.414 19026 21116 21113 60705 3 #8 3 #8 3 #8 3 #9 3 #9 360 0.0998 0.0998 0.0998 0.1266 0.1266 146.0 122.6 148.4 2.9231 2.4497 2.9703 0.5 7 7 C C 18301 2101.88 20401 20002 22744 60801 3 #8 3 #8 3 #8 3 #8 3 #8 360 0.0998 0.0998 0.0998 0.0998 0.0998 74.4 53.0 73.6 1.4865 1.0580 1.4707 0.5 7 7 C C 8920 1632.47 7324.9 10599 8848 60802 3 #8 3 #8 3 #8 3 #8 3 #8 360 0.0998 0.0998 0.0998 0.0998 0.0998 76.7 56.1 77.1 1.5322 1.1208 1.5399 0.5 7 7 C C 8616 796.784 8391.4 10386 10259 60803 3 #8 3 #8 3 #8 3 #8 3 #8 360 0.0998 0.0998 0.0998 0.0998 0.0998 74.4 53.4 74.4 1.4861 1.0670 1.4861 0.5 7 7 C C 8077 679.325 8077 9930 9929.7 60804 3 #8 3 #8 3 #8 3 #8 3 #8 360 0.0998 0.0998 0.0998 0.0998 0.0998 77.1 55.8 76.7 1.5399 1.1149 1.5322 0.5 7 7 C C 8391 796.784 8616.5 10259 10386 60805 3 #8 3 #8 3 #8 3 #8 3 #8 360 0.0998 0.0998 0.0998 0.0998 0.0998 73.6 53.4 74.4 1.4707 1.0674 1.4865 0.5 7 7 C C 7325 1632.47 8920.3 8848 10599 None

Parameters Below Assume that 0<ρ/ρbal<.5, and

Transverse Reinforcing Conforms. Check these

values prior to using this portion of the table

Existing Beam Reinforcing M+

M+ M‐

M‐ M+ M‐ 

Left Middle Right Left Right

Building Fire Research LaboratoryCP LSP,NSP BEAM 1 of 2 

A54
National Earthquake Hazards Reduction Program

DCR DCR DCR DCR DCR

Right Left Right Left Middle Right Left Right QG,left QG,right QE,left QE,right Jleft Jright κQCL,left κQCL,right Left Right M+ M‐ θallow,L θallow,R θallow,L θallow,R Left Right VDES,L VE,L

(k) (k) (k) (k) (k) (k) (radians) (radians) (radians) (radians) (radians) (radians) (kips) (kips)

FAIL FAIL FAIL 1.97 0.18 1.83 1.38 1.25 25.4 26.6 292.0 293.2 2.00 2.00 151.4 151.4 FAIL FAIL 0.054226 0.053523 0.023669 0.023734 0.02289 0.02289 FAIL FAIL 73.3 47.9 PASSFAIL FAIL FAIL 1.63 0.06 1.67 1.12 1.14 26.0 25.9 262.1 261.9 2.00 2.00 151.4 151.4 FAIL FAIL 0.053999 0.053416 0.023734 0.023734 0.02289 0.02289 FAIL FAIL 72.4 46.4 PASSFAIL FAIL FAIL 1.75 0.04 1.75 1.19 1.19 26.0 26.0 268.9 268.9 2.00 2.00 151.4 151.4 FAIL FAIL 0.053943 0.053524 0.023734 0.023734 0.02289 0.02289 FAIL FAIL 72.1 46.2 PASSFAIL FAIL FAIL 1.67 0.06 1.63 1.14 1.12 25.9 26.0 261.9 262.1 2.00 2.00 151.4 151.4 FAIL FAIL 0.053997 0.053417 0.023734 0.023734 0.02289 0.02289 FAIL FAIL 72.4 46.5 PASSFAIL FAIL FAIL 1.83 0.18 1.97 1.25 1.38 26.6 25.4 293.2 292.0 2.00 2.00 151.4 151.4 FAIL FAIL 0.054172 0.053417 0.023734 0.023669 0.02289 0.02289 FAIL FAIL 73.5 46.9 PASSFAIL FAIL FAIL 1.98 0.14 1.80 1.33 1.22 25.7 25.8 283.0 284.2 2.00 2.00 151.4 151.4 FAIL FAIL 0.04914 0.047754 0.023734 0.023734 0.02289 0.02289 FAIL FAIL 73.1 47.4 PASSFAIL FAIL FAIL 1.71 0.06 1.76 1.17 1.20 25.7 25.8 268.2 268.1 2.00 2.00 151.4 151.4 FAIL FAIL 0.048576 0.047873 0.023734 0.023734 0.02289 0.02289 FAIL FAIL 73.1 47.3 PASSFAIL FAIL FAIL 1.83 0.04 1.83 1.24 1.24 25.7 25.7 275.8 275.8 2.00 2.00 151.4 151.4 FAIL FAIL 0.048598 0.047869 0.023734 0.023734 0.02289 0.02289 FAIL FAIL 73.0 47.2 PASSFAIL FAIL FAIL 1.76 0.06 1.71 1.20 1.17 25.8 25.7 268.1 268.2 2.00 2.00 151.4 151.4 FAIL FAIL 0.048587 0.04786 0.023734 0.023734 0.02289 0.02289 FAIL FAIL 73.1 47.3 PASSFAIL FAIL FAIL 1.80 0.14 1.98 1.22 1.33 25.8 25.7 284.2 283.0 2.00 2.00 151.4 151.4 FAIL FAIL 0.048593 0.048525 0.023734 0.023734 0.02289 0.02289 FAIL FAIL 72.9 47.1 PASSFAIL FAIL FAIL 1.94 0.16 1.73 1.31 1.18 25.8 25.7 275.8 276.2 2.00 2.00 151.4 151.4 FAIL FAIL 0.016098 0.013159 0.023734 0.023734 0.02289 0.02289 PASS PASS 65.5 39.7 PASSFAIL FAIL FAIL 1.56 0.06 1.60 1.07 1.10 25.7 25.8 256.8 256.8 2.00 2.00 151.4 151.4 FAIL FAIL 0.01467 0.013354 0.023734 0.023734 0.02289 0.02289 PASS PASS 66.3 40.6 PASSFAIL FAIL FAIL 1.68 0.04 1.68 1.15 1.15 25.7 25.7 264.2 264.2 2.00 2.00 151.4 151.4 FAIL FAIL 0.014682 0.013355 0.023734 0.023734 0.02289 0.02289 PASS PASS 66.3 40.5 PASSFAIL FAIL FAIL 1.60 0.06 1.56 1.10 1.07 25.8 25.7 256.8 256.8 2.00 2.00 151.4 151.4 FAIL FAIL 0.014678 0.013356 0.023734 0.023734 0.02289 0.02289 PASS PASS 66.4 40.6 PASSFAIL FAIL FAIL 1.73 0.16 1.94 1.18 1.31 25.7 25.8 276.2 275.8 2.00 2.00 151.4 151.4 FAIL FAIL 0.014651 0.01416 0.023734 0.023734 0.02289 0.02289 PASS PASS 65.4 39.7 PASSFAIL FAIL FAIL 2.16 0.15 1.92 1.43 1.28 26.0 25.5 261.4 261.4 2.00 2.00 151.4 151.7 FAIL FAIL 0.008906 0.008096 0.024002 0.024002 0.023312 0.023336 PASS PASS 45.7 19.7 PASSFAIL FAIL FAIL 1.67 0.04 1.68 1.14 1.14 25.7 25.8 238.1 238.2 2.00 2.00 151.7 151.7 PASS PASS 0.008853 0.008371 0.024002 0.024002 0.023336 0.023336 PASS PASS 47.2 21.5 PASSFAIL FAIL FAIL 1.68 0.03 1.68 1.14 1.14 25.7 25.7 238.5 238.5 2.00 2.00 151.7 151.7 PASS PASS 0.00886 0.008363 0.024002 0.024002 0.023336 0.023336 PASS PASS 47.2 21.4 PASSFAIL FAIL FAIL 1.68 0.04 1.67 1.14 1.14 25.8 25.7 238.2 238.1 2.00 2.00 151.7 151.7 PASS PASS 0.008863 0.008362 0.024002 0.024002 0.023336 0.023336 PASS PASS 47.2 21.4 PASSFAIL FAIL FAIL 1.92 0.15 2.16 1.28 1.43 25.5 26.0 261.4 261.4 2.00 2.00 151.7 151.4 FAIL FAIL 0.008918 0.008452 0.024002 0.024002 0.023336 0.023312 PASS PASS 47.0 21.5 PASSFAIL FAIL PASS 1.65 0.12 1.47 1.12 1.00 26.1 25.3 229.4 228.9 2.00 2.00 151.7 151.7 PASS PASS 0.00272 0.001833 0.024002 0.024002 0.023336 0.023336 PASS PASS 47.5 21.4 PASSFAIL PASS PASS 1.35 0.03 1.35 0.92 0.93 25.7 25.8 211.5 211.7 2.00 2.00 151.7 151.7 PASS PASS 0.0025 0.002143 0.024002 0.024002 0.023336 0.023336 PASS PASS 47.4 21.7 PASSFAIL PASS PASS 1.35 0.03 1.35 0.93 0.93 25.7 25.7 211.5 211.5 2.00 2.00 151.7 151.7 PASS PASS 0.00252 0.002135 0.024002 0.024002 0.023336 0.023336 PASS PASS 47.5 21.8 PASSFAIL PASS PASS 1.35 0.03 1.35 0.93 0.92 25.8 25.7 211.7 211.5 2.00 2.00 151.7 151.7 PASS PASS 0.002523 0.002139 0.024002 0.024002 0.023336 0.023336 PASS PASS 47.5 21.7 PASSFAIL PASS FAIL 1.47 0.12 1.65 1.00 1.12 25.3 26.1 228.9 229.4 2.00 2.00 151.7 151.7 PASS PASS 0.002585 0.00246 0.024002 0.024002 0.023336 0.023336 PASS PASS 47.3 22.0 PASS

PASS PASS PASS 1.13 0.09 1.00 0.78 0.69 26.2 25.3 183.8 183.1 2.00 2.00 151.7 151.7 PASS PASS 0 0 0.024002 0.024002 0.023336 0.023336 PASS PASS 39.1 12.9 PASS

PASS PASS PASS 0.96 0.03 0.96 0.67 0.67 25.7 25.8 172.1 172.3 2.00 2.00 151.7 151.7 PASS PASS 0 0 0.024002 0.024002 0.023336 0.023336 PASS PASS 40.8 15.1 PASS

PASS PASS PASS 0.95 0.03 0.95 0.67 0.67 25.7 25.7 171.5 171.5 2.00 2.00 151.7 151.7 PASS PASS 0 0 0.024002 0.024002 0.023336 0.023336 PASS PASS 40.8 15.0 PASS

PASS PASS PASS 0.96 0.03 0.96 0.67 0.67 25.8 25.7 172.3 172.1 2.00 2.00 151.7 151.7 PASS PASS 0 0 0.024002 0.024002 0.023336 0.023336 PASS PASS 40.7 14.9 PASS

FAIL PASS PASS 1.00 0.09 1.13 0.69 0.78 25.3 26.2 183.1 183.8 2.00 2.00 151.7 151.7 PASS PASS 0 0 0.024002 0.024002 0.023336 0.023336 PASS PASS 41.9 16.6 PASS

PASS PASS PASS 0.61 0.06 0.55 0.56 0.50 26.4 25.1 122.0 120.9 2.00 2.00 151.4 151.4 PASS PASS 0 0 0.024002 0.024002 0.023734 0.023734 PASS PASS 30.2 3.8 PASS

PASS PASS PASS 0.57 0.03 0.57 0.52 0.52 25.7 25.8 119.3 119.6 2.00 2.00 151.4 151.4 PASS PASS 0 0 0.024002 0.024002 0.023734 0.023734 PASS PASS 32.6 6.9 PASS

PASS PASS PASS 0.56 0.03 0.56 0.52 0.52 25.7 25.7 118.0 118.0 2.00 2.00 151.4 151.4 PASS PASS 0 0 0.024002 0.024002 0.023734 0.023734 PASS PASS 32.5 6.8 PASS

PASS PASS PASS 0.57 0.03 0.57 0.52 0.52 25.8 25.7 119.6 119.3 2.00 2.00 151.4 151.4 PASS PASS 0 0 0.024002 0.024002 0.023734 0.023734 PASS PASS 32.5 6.7 PASS

PASS PASS PASS 0.55 0.06 0.61 0.50 0.56 25.1 26.4 120.9 122.0 2.00 2.00 151.4 151.4 PASS PASS 0 0 0.024002 0.024002 0.023734 0.023734 PASS PASS 33.5 8.4 PASS

PASS PASS PASS 0.27 0.05 0.22 0.32 0.27 21.2 20.8 53.3 52.8 2.00 2.00 151.7 151.7 PASS PASS 0 0 0.024002 0.024002 0.024002 0.024002 PASS PASS 23.1 2.0 PASS

PASS PASS PASS 0.26 0.02 0.25 0.32 0.31 20.9 21.0 55.8 56.1 2.00 2.00 151.7 151.7 PASS PASS 0 0 0.024002 0.024002 0.024002 0.024002 PASS PASS 25.0 4.1 PASS

PASS PASS PASS 0.24 0.02 0.24 0.30 0.30 21.0 21.0 53.4 53.4 2.00 2.00 151.7 151.7 PASS PASS 0 0 0.024002 0.024002 0.024002 0.024002 PASS PASS 24.9 3.9 PASS

PASS PASS PASS 0.25 0.02 0.26 0.31 0.32 21.0 20.9 56.1 55.8 2.00 2.00 151.7 151.7 PASS PASS 0 0 0.024002 0.024002 0.024002 0.024002 PASS PASS 24.9 3.8 PASS

PASS PASS PASS 0.22 0.05 0.27 0.27 0.32 20.8 21.2 52.8 53.3 2.00 2.00 151.7 151.7 PASS PASS 0 0 0.024002 0.024002 0.024002 0.024002 PASS PASS 25.5 4.7 PASS

Linear Static Procedure Nonlinear Static Procedure

ure Acceptence Beam Shear

Acceptence

Hinge Roatation Accep

Hinge Rotations M+

M+ M‐

M‐ M‐ M+ Shear Acceptance

Building Fire Research LaboratoryCP LSP,NSP BEAM 2 of 2 

A55
National Earthquake Hazards Reduction Program

Section 3a: LSP & NSP Moment Frame Column Assessment (IO)

Typical Column Propertiesw 28 in, Width of Columnc 1.5 in, Coverβ1 0.8

fc' 5000 psi, Lower Bound Compressive Strength (ASCE 41‐06 Table 6‐3)

fy 60 ksi, Lower Bound Yield Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐2)

fu 90 ksi, Lower Bound Ultimate Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐2)

fc' 7500 psi, Expected Compressive Strength (ASCE 41‐06 Table 6‐4)

fy 75 ksi, Expected Yield Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐4)

fu 112.5 ksi, Expected Ultimate Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐4)

κ 1 Knowledge Factor (ASCE 41‐06 2.2.6.4)

Building Fire Research LaboratoryIO LSP,NSP COLUMN 1 of 2 

κ 1 Knowledge Factor (ASCE 41 06 2.2.6.4)C1 1

C2 1η 5.875

PCA Column Models should use expected behaviours

Parameters Below Assume P/Agfc' is less than 0.6, s/d is less than or

equal to 0.5, ρ is greater than or equal to 0.006, and Vp/(Vn/κ) is less

than 0.6. Check these values prior to using this portion of the table

Flexure‐Axial 

Top Bottom Top Bottom Top Bottom Axial Axial Top Bottom Top Bottom Top Bottom Top Bottom Top Bottom Top Bottom Top 

COL ID ln VDESIGN VDESIGN ρ PG,MAX PG,MAX PG,MIN PG,MIN QG/Agfc' QG/Agfc' x EcIg PDESIGN,MAX PDESIGN,MAX PDESIGN,MIN PDESIGN,MIN J*PDES,MAX J*PDES,MAX J*PDES,MIN J*PDES,MIN MDESIGN,MAX MDESIGN,MAX MDESIGN,MIN MDESIGN,MIN MD/

(in) # Size per face lspc # Spc legs # Spc legs (k) (k) (kips) (kips) (kips) (kips) (kips) (kips) (kips) (kips) (kips) (kips) (kips) (kips) (k‐ft) (k‐ft) (k‐ft) (k‐ft) (k‐ft

6A01 148 12 #8 4 7.67 #4 3 4 #4 3 4 171.0 171.0 0.00952 443.6 454.6 306.7 315.8 0.113 0.116 0.316 1239.5 1250.6 ‐487.9 ‐478.9 1239.5 1250.6 ‐487.9 ‐478.9 825.7 1526.6 900.0 1510.6 492

6A02 124 12 #8 4 7.67 #4 3 4 #4 3 4 136.7 136.7 0.00952 386.2 395.5 267.2 274.8 0.099 0.101 0.301 1045.9 1055.2 ‐390.2 ‐382.6 1045.9 1055.2 ‐390.2 ‐382.6 795.3 854.5 885.2 756.4 454

6A03 124 12 #8 4 7.67 #4 3 4 #4 3 4 134.7 134.7 0.00952 328.7 338.0 227.7 235.3 0.084 0.086 0.300 856.0 865.3 ‐297.0 ‐289.4 856.0 865.3 ‐297.0 ‐289.4 777.4 870.3 867.8 782.3 426

6A04 124 12 #8 4 7.67 #4 3 4 #4 3 4 130.4 130.4 0.00952 271.1 280.4 188.1 195.7 0.069 0.072 0.300 669.4 678.7 ‐207.5 ‐200.0 669.4 678.7 ‐207.5 ‐200.0 789.4 853.5 882.7 759.8 416

6A05 124 12 #8 4 7.67 #4 3 4 #4 3 4 114.7 114.7 0.00952 213.3 222.6 148.4 156.0 0.054 0.057 0.300 489.2 498.5 ‐125.1 ‐117.5 489.2 498.5 ‐125.1 ‐117.5 728.0 742.9 822.6 647.5 370

6A06 124 12 #8 4 7.67 #4 3 4 #4 3 4 94.8 94.8 0.00952 155.3 164.6 108.7 116.3 0.040 0.042 0.300 323.8 333.1 ‐58.0 ‐50.4 323.8 333.1 ‐58.0 ‐50.4 629.6 613.1 727.5 515.3 314

6A07 124 12 #8 4 7.67 #4 3 4 #4 3 4 70.7 70.7 0.00952 97.3 106.6 68.8 76.4 0.025 0.027 0.300 179.7 188.9 ‐12.3 ‐4.7 179.7 188.9 ‐12.3 ‐4.7 501.8 434.1 592.6 339.3 250

6A08 124 12 #8 4 7.67 #4 3 4 #4 3 4 24.1 24.1 0.00952 39.2 48.4 28.9 36.5 0.010 0.012 0.300 64.2 73.4 4.1 11.7 64.2 73.4 4.1 11.7 246.5 199.0 374.1 87.0 1236B01 148 12 #10 4 7.49 #5 4 4 #5 5 4 246.3 246.3 0.01107 743.5 754.6 497.3 506.4 0.190 0.192 0.392 796.4 807.4 442.2 451.3 796.4 807.4 442.2 451.3 1461.8 2033.0 1457.5 2034.0 792

6B02 124 12 #10 4 7.49 #5 4 4 #5 5 4 261.2 261.2 0.01107 646.1 655.4 432.8 440.4 0.165 0.167 0.367 684.1 693.3 391.6 399.2 684.1 693.3 391.6 399.2 1534.0 1545.7 1534.8 1547.7 812

6B03 124 12 #10 4 7 49 #5 4 4 #5 5 4 248 9 248 9 0 01107 549 8 559 1 369 1 376 7 0 140 0 143 0 343 580 4 589 7 334 9 342 5 580 4 589 7 334 9 342 5 1466 8 1443 8 1471 4 1439 8 760 

Yield Zone

Reinforcing

Non‐Yield Zone

Longit Reinf Reinforcing

6B03 124 12 #10 4 7.49 #5 4 4 #5 5 4 248.9 248.9 0.01107 549.8 559.1 369.1 376.7 0.140 0.143 0.343 580.4 589.7 334.9 342.5 580.4 589.7 334.9 342.5 1466.8 1443.8 1471.4 1439.8 760

6B04 124 12 #10 4 7.49 #5 4 4 #5 5 4 241.9 241.9 0.01107 453.6 462.9 305.4 313.0 0.116 0.118 0.318 475.3 484.6 280.2 287.8 475.3 484.6 280.2 287.8 1424.2 1404.2 1431.5 1397.9 723

6B05 124 12 #10 4 7.49 #5 4 4 #5 4 4 219.5 219.5 0.01107 357.7 366.9 241.9 249.5 0.091 0.094 0.300 368.7 378.0 227.7 235.3 368.7 378.0 227.7 235.3 1306.5 1257.3 1316.4 1248.1 653

6B06 124 12 #10 4 7.49 #5 4 4 #5 4 4 186.8 186.8 0.01107 261.8 271.1 178.4 186.0 0.067 0.069 0.300 265.1 274.4 172.7 180.3 265.1 274.4 172.7 180.3 1123.2 1046.6 1134.5 1035.7 561

6B07 124 12 #10 4 7.49 #5 4 4 #5 4 4 138.8 138.8 0.01107 166.1 175.3 115.0 122.6 0.042 0.045 0.300 165.5 174.7 114.1 121.7 165.5 174.7 114.1 121.7 857.5 753.9 871.0 741.1 428

6B08 124 12 #10 4 7.49 #5 4 4 #5 4 4 79.8 79.8 0.01107 70.5 79.8 51.8 59.4 0.018 0.020 0.300 71.5 80.8 50.3 57.9 71.5 80.8 50.3 57.9 515.2 388.3 529.2 374.2 2576C01 148 12 #10 4 7.49 #5 4 4 #5 5 4 248.0 248.0 0.01107 745.2 756.3 498.2 507.3 0.190 0.193 0.393 754.0 765.1 490.3 499.3 754.0 765.1 490.3 499.3 1432.4 2067.5 1433.1 2067.3 769

6C02 124 12 #10 4 7.49 #5 4 4 #5 5 4 260.5 260.5 0.01107 648.5 657.8 434.1 441.7 0.165 0.168 0.368 654.1 663.4 429.5 437.1 654.1 663.4 429.5 437.1 1529.3 1549.0 1529.4 1548.6 805

6C03 124 12 #10 4 7.49 #5 4 4 #5 5 4 258.6 258.6 0.01107 552.2 561.5 370.4 378.0 0.141 0.143 0.343 554.2 563.5 369.4 377.0 554.2 563.5 369.4 377.0 1544.0 1511.3 1543.9 1511.5 796

6C04 124 12 #10 4 7.49 #5 4 4 #5 5 4 236.2 236.2 0.01107 456.0 465.2 306.7 314.3 0.116 0.119 0.319 458.5 467.8 305.0 312.6 458.5 467.8 305.0 312.6 1406.3 1346.7 1405.9 1346.9 712

6C05 124 12 #10 4 7.49 #5 4 4 #5 4 4 218.3 218.3 0.01107 359.7 369.0 243.0 250.6 0.092 0.094 0.300 362.4 371.7 241.1 248.7 362.4 371.7 241.1 248.7 1294.4 1233.0 1293.9 1233.5 647

6C06 124 12 #10 4 7.49 #5 4 4 #5 4 4 185.9 185.9 0.01107 263.4 272.7 179.3 186.9 0.067 0.070 0.300 265.9 275.2 177.4 185.0 265.9 275.2 177.4 185.0 1119.9 1029.2 1119.4 1029.8 560

6C07 124 12 #10 4 7.49 #5 4 4 #5 4 4 139.3 139.3 0.01107 167.1 176.4 115.6 123.2 0.043 0.045 0.300 169.2 178.5 113.9 121.5 169.2 178.5 113.9 121.5 866.9 745.8 866.2 746.4 433

6C08 124 12 #10 4 7.49 #5 4 4 #5 4 4 81.4 81.4 0.01107 0.01107 70.8 80.0 51.9 59.4 0.018 0.020 0.300 72.1 81.4 50.8 58.4 72.1 81.4 50.8 58.4 539.8 393.3 538.8 394.2 2696D01 148 12 #10 4 7.49 #5 4 4 #5 5 4 248.0 248.0 0.01107 745.2 756.3 498.2 507.3 0.190 0.193 0.393 754.0 765.1 490.3 499.3 754.0 765.1 490.3 499.3 1433.1 2067.3 1432.4 2067.5 769

6D02 124 12 #10 4 7.49 #5 4 4 #5 5 4 260.5 260.5 0.01107 648.5 657.8 434.1 441.7 0.165 0.168 0.368 654.1 663.4 429.5 437.1 654.1 663.4 429.5 437.1 1529.4 1548.6 1529.3 1549.0 8056D03 124 12 #10 4 7.49 #5 4 4 #5 5 4 258.6 258.6 0.01107 552.2 561.5 370.4 378.0 0.141 0.143 0.343 554.2 563.5 369.4 377.0 554.2 563.5 369.4 377.0 1543.9 1511.5 1544.0 1511.3 796

6D04 124 12 #10 4 7.49 #5 4 4 #5 5 4 236.2 236.2 0.01107 456.0 465.2 306.7 314.3 0.116 0.119 0.319 458.5 467.8 305.0 312.6 458.5 467.8 305.0 312.6 1405.9 1346.9 1406.3 1346.7 712

6D05 124 12 #10 4 7.49 #5 4 4 #5 4 4 218.3 218.3 0.01107 359.7 369.0 243.0 250.6 0.092 0.094 0.300 362.4 371.7 241.1 248.7 362.4 371.7 241.1 248.7 1293.9 1233.5 1294.4 1233.0 647

6D06 124 12 #10 4 7.49 #5 4 4 #5 4 4 185.9 185.9 0.01107 263.4 272.7 179.3 186.9 0.067 0.070 0.300 265.9 275.2 177.4 185.0 265.9 275.2 177.4 185.0 1119.4 1029.8 1119.9 1029.2 559

6D07 124 12 #10 4 7.49 #5 4 4 #5 4 4 139.3 139.3 0.01107 167.1 176.4 115.6 123.2 0.043 0.045 0.300 169.2 178.5 113.9 121.5 169.2 178.5 113.9 121.5 866.2 746.4 866.9 745.8 433

6D08 124 12 #10 4 7.49 #5 4 4 #5 4 4 81.4 81.4 0.01107 70.8 80.0 51.9 59.4 0.018 0.020 0.300 72.1 81.4 50.8 58.4 72.1 81.4 50.8 58.4 538.8 394.2 539.8 393.3 269

6E01 148 12 #10 4 7.49 #5 4 4 #5 5 4 246.3 246.3 0.01107 743.5 754.6 497.3 506.4 0.190 0.192 0.392 796.4 807.4 442.2 451.3 796.4 807.4 442.2 451.3 1457.5 2034.0 1461.8 2033.0 789

6E02 124 12 #10 4 7.49 #5 4 4 #5 5 4 261.2 261.2 0.01107 646.1 655.4 432.8 440.4 0.165 0.167 0.367 684.1 693.3 391.6 399.2 684.1 693.3 391.6 399.2 1534.8 1547.7 1534.0 1545.7 812

6E03 124 12 #10 4 7.49 #5 4 4 #5 5 4 248.9 248.9 0.01107 549.8 559.1 369.1 376.7 0.140 0.143 0.343 580.4 589.7 334.9 342.5 580.4 589.7 334.9 342.5 1471.4 1439.8 1466.8 1443.8 763

6E04 124 12 #10 4 7.49 #5 4 4 #5 5 4 241.9 241.9 0.01107 453.6 462.9 305.4 313.0 0.116 0.118 0.318 475.3 484.6 280.2 287.8 475.3 484.6 280.2 287.8 1431.5 1397.9 1424.2 1404.2 727

6E05 124 12 #10 4 7.49 #5 4 4 #5 4 4 219.5 219.5 0.01107 357.7 366.9 241.9 249.5 0.091 0.094 0.300 368.7 378.0 227.7 235.3 368.7 378.0 227.7 235.3 1316.4 1248.1 1306.5 1257.3 658

6E06 124 12 #10 4 7.49 #5 4 4 #5 4 4 186.8 186.8 0.01107 261.8 271.1 178.4 186.0 0.067 0.069 0.300 265.1 274.4 172.7 180.3 265.1 274.4 172.7 180.3 1134.5 1035.7 1123.2 1046.6 567

6E07 124 12 #10 4 7.49 #5 4 4 #5 4 4 138.8 138.8 0.01107 166.1 175.3 115.0 122.6 0.042 0.045 0.300 165.5 174.7 114.1 121.7 165.5 174.7 114.1 121.7 871.0 741.1 857.5 753.9 435

6E08 124 12 #10 4 7.49 #5 4 4 #5 4 4 79.8 79.8 0.01107 70.5 79.8 51.8 59.4 0.018 0.020 0.300 71.5 80.8 50.3 57.9 71.5 80.8 50.3 57.9 529.2 374.2 515.2 388.3 264

6F01 148 12 #8 4 7.67 #4 3 4 #4 3 4 171.0 171.0 0.00952 443.6 454.6 306.7 315.8 0.113 0.116 0.316 1239.5 1250.6 ‐487.9 ‐478.9 1239.5 1250.6 ‐487.9 ‐478.9 900.0 1510.6 825.7 1526.6 5376F02 124 12 #8 4 7.67 #4 3 4 #4 3 4 136.7 136.7 0.00952 386.2 395.5 267.2 274.8 0.099 0.101 0.301 1045.9 1055.2 ‐390.2 ‐382.6 1045.9 1055.2 ‐390.2 ‐382.6 885.2 756.4 795.3 854.5 505

6F03 124 12 #8 4 7.67 #4 3 4 #4 3 4 134.7 134.7 0.00952 328.7 338.0 227.7 235.3 0.084 0.086 0.300 856.0 865.3 ‐297.0 ‐289.4 856.0 865.3 ‐297.0 ‐289.4 867.8 782.3 777.4 870.3 476

6F04 124 12 #8 4 7.67 #4 3 4 #4 3 4 130.4 130.4 0.00952 271.1 280.4 188.1 195.7 0.069 0.072 0.300 669.4 678.7 ‐207.5 ‐200.0 669.4 678.7 ‐207.5 ‐200.0 882.7 759.8 789.4 853.5 466

6F05 124 12 #8 4 7.67 #4 3 4 #4 3 4 114.7 114.7 0.00952 213.3 222.6 148.4 156.0 0.054 0.057 0.300 489.2 498.5 ‐125.1 ‐117.5 489.2 498.5 ‐125.1 ‐117.5 822.6 647.5 728.0 742.9 419

6F06 124 12 #8 4 7.67 #4 3 4 #4 3 4 94.8 94.8 0.00952 155.3 164.6 108.7 116.3 0.040 0.042 0.300 323.8 333.1 ‐58.0 ‐50.4 323.8 333.1 ‐58.0 ‐50.4 727.5 515.3 629.6 613.1 363

6F07 124 12 #8 4 7.67 #4 3 4 #4 3 4 70.7 70.7 0.00952 97.3 106.6 68.8 76.4 0.025 0.027 0.300 179.7 188.9 ‐12.3 ‐4.7 179.7 188.9 ‐12.3 ‐4.7 592.6 339.3 501.8 434.1 2966F08 124 12 #8 4 7.67 #4 3 4 #4 3 4 24.1 24.1 0.00952 39.2 48.4 28.9 36.5 0.010 0.012 0.300 64.2 73.4 4.1 11.7 64.2 73.4 4.1 11.7 374.1 87.0 246.5 199.0 187

None 0 0

Building Fire Research LaboratoryIO LSP,NSP COLUMN 1 of 2 

A56
National Earthquake Hazards Reduction Program

Building Fire Research LaboratoryIO LSP,NSP COLUMN 2 of 2 

Linear Static Procedure Nonlinear Static Procedure

exure‐Axial Acceptence

Bottom Top Bottom

Pmax Pmin Pmin κQCL,yield κQCL,non‐yield J QG QE Top Bottom θallow,TOP θallow,BOTT VDES VE

(k) (k) (k) (k) (radians) (radians) (radians) (radians) (kips) (kips)

PASS FAIL FAIL 408.0 408.0 1.0 6.00 201.4 PASS PASS 0 0.014185 0.0049 0.0049 PASS FAIL 99.0 92.99 PASS

PASS FAIL FAIL 408.0 408.0 1.0 11.39 165.6 PASS PASS 0 0 0.0050 0.0050 PASS PASS 61.2 49.84 PASS

PASS FAIL PASS 408.0 408.0 1.0 10.18 164.1 PASS PASS 0 0 0.0050 0.0050 PASS PASS 51.5 41.34 PASSPASS PASS PASS 408.0 408.0 1.0 10.79 161.8 PASS PASS 0 0 0.0050 0.0050 PASS PASS 38.0 27.21 PASS

PASS PASS PASS 408.0 408.0 1.0 10.78 143.4 PASS PASS 0 0 0.0050 0.0050 PASS PASS 22.8 11.99 PASSPASS PASS PASS 408.0 408.0 1.0 11.18 119.9 PASS PASS 0 0 0.0050 0.0050 PASS PASS 9.1 ‐2.05 PASSPASS PASS PASS 408.0 408.0 1.0 10.35 89.0 PASS PASS 0 0 0.0050 0.0050 PASS PASS 6.0 ‐4.31 PASSPASS PASS PASS 408.0 408.0 1.0 13.81 41.9 PASS PASS 0 0 0.0050 0.0050 PASS PASS 10.8 ‐2.98 PASSPASS PASS PASS 469.5 375.6 1.0 0.16 282.5 PASS PASS 0 0.012068 0.0046 0.0046 PASS FAIL 126.8 126.62 PASS

PASS PASS PASS 469.5 375.6 1.0 0.02 297.7 PASS PASS 0 0 0.0047 0.0047 PASS PASS 131.3 131.30 PASS

PASS PASS PASS 469 5 375 6 1 0 0 32 281 2 PASS PASS 0 0 0 0048 0 0048 PASS PASS 116 6 116 32 PASS

Yield Zone Shear

Acceptence

Shear Hinge Rotation Shear Acceptance Column Hinge

Rotation Acceptence

Non‐Yield Zone

Shear Acceptence

PASS PASS PASS 469.5 375.6 1.0 0.32 281.2 PASS PASS 0 0 0.0048 0.0048 PASS PASS 116.6 116.32 PASSPASS PASS PASS 469.5 375.6 1.0 0.45 273.3 PASS PASS 0 0 0.0049 0.0049 PASS PASS 97.5 97.03 PASSPASS PASS PASS 469.5 469.5 1.0 0.63 247.8 PASS PASS 0 0 0.0050 0.0050 PASS PASS 79.6 78.99 PASS

PASS PASS PASS 469.5 469.5 1.0 0.71 209.7 PASS PASS 0 0 0.0050 0.0050 PASS PASS 59.4 58.65 PASSPASS PASS PASS 469.5 469.5 1.0 0.85 155.7 PASS PASS 0 0 0.0050 0.0050 PASS PASS 36.8 35.95 PASSPASS PASS PASS 469.5 469.5 1.0 0.94 87.1 PASS PASS 0 0 0.0050 0.0050 PASS PASS 18.0 17.02 PASSPASS PASS PASS 469.5 375.6 1.0 0.02 283.9 PASS PASS 0 0.012051 0.0046 0.0046 PASS FAIL 127.1 127.04 PASS

PASS PASS PASS 469.5 375.6 1.0 0.00 297.9 PASS PASS 0 0 0.0047 0.0047 PASS PASS 131.2 131.24 PASSPASS PASS PASS 469.5 375.6 1.0 0.01 295.7 PASS PASS 0 0 0.0048 0.0048 PASS PASS 116.4 116.41 PASS

PASS PASS PASS 469.5 375.6 1.0 0.01 266.4 PASS PASS 0 0 0.0049 0.0049 PASS PASS 97.3 97.30 PASS

PASS PASS PASS 469.5 469.5 1.0 0.01 244.6 PASS PASS 0 0 0.0050 0.0050 PASS PASS 79.5 79.44 PASS

PASS PASS PASS 469.5 469.5 1.0 0.01 208.0 PASS PASS 0 0 0.0050 0.0050 PASS PASS 61.1 61.12 PASS

PASS PASS PASS 469.5 469.5 1.0 0.02 156.0 PASS PASS 0 0 0.0050 0.0050 PASS PASS 39.7 39.64 PASS

PASS PASS PASS 469.5 469.5 1.0 0.02 90.3 PASS PASS 0 0 0.0050 0.0050 PASS PASS 22.2 22.21 PASSPASS PASS PASS 469.5 375.6 1.0 0.01 283.7 PASS PASS 0 0.012052 0.0046 0.0046 PASS FAIL 127.1 127.09 PASSPASS PASS PASS 469.5 375.6 1.0 0.00 297.8 PASS PASS 0 0 0.0047 0.0047 PASS PASS 131.3 131.29 PASSPASS PASS PASS 469.5 375.6 1.0 0.01 295.7 PASS PASS 0 0 0.0048 0.0048 PASS PASS 116.4 116.42 PASS

PASS PASS PASS 469.5 375.6 1.0 0.01 266.4 PASS PASS 0 0 0.0049 0.0049 PASS PASS 97.4 97.37 PASS

PASS PASS PASS 469.5 469.5 1.0 0.02 244.6 PASS PASS 0 0 0.0050 0.0050 PASS PASS 79.5 79.47 PASS

PASS PASS PASS 469.5 469.5 1.0 0.02 208.0 PASS PASS 0 0 0.0050 0.0050 PASS PASS 61.1 61.04 PASS

PASS PASS PASS 469.5 469.5 1.0 0.02 156.1 PASS PASS 0 0 0.0050 0.0050 PASS PASS 39.7 39.64 PASSPASS PASS PASS 469.5 469.5 1.0 0.04 90.3 PASS PASS 0 0 0.0050 0.0050 PASS PASS 22.1 22.10 PASS

PASS PASS PASS 469.5 375.6 1.0 0.24 283.8 PASS PASS 0 0.012067 0.0046 0.0046 PASS FAIL 127.2 126.93 PASS

PASS PASS PASS 469.5 375.6 1.0 0.03 298.6 PASS PASS 0 0 0.0047 0.0047 PASS PASS 131.6 131.59 PASSPASS PASS PASS 469.5 375.6 1.0 0.19 281.9 PASS PASS 0 0 0.0048 0.0048 PASS PASS 116.7 116.48 PASSPASS PASS PASS 469.5 375.6 1.0 0.27 273.9 PASS PASS 0 0 0.0049 0.0049 PASS PASS 97.8 97.50 PASSPASS PASS PASS 469.5 469.5 1.0 0.39 248.0 PASS PASS 0 0 0.0050 0.0050 PASS PASS 79.0 78.57 PASS

PASS PASS PASS 469.5 469.5 1.0 0.43 209.8 PASS PASS 0 0 0.0050 0.0050 PASS PASS 61.6 61.17 PASS

PASS PASS PASS 469.5 469.5 1.0 0.56 155.7 PASS PASS 0 0 0.0050 0.0050 PASS PASS 40.7 40.13 PASSPASS PASS PASS 469.5 469.5 1.0 0.53 87.1 PASS PASS 0 0 0.0050 0.0050 PASS PASS 22.9 22.36 PASSPASS FAIL FAIL 408.0 408.0 1.0 4.02 201.4 PASS PASS 0 0.011996 0.0049 0.0049 PASS FAIL 97.4 93.39 PASS

PASS FAIL FAIL 408.0 408.0 1.0 7.61 165.6 PASS PASS 0 0 0.0050 0.0050 PASS PASS 86.7 79.10 PASS

PASS PASS PASS 408.0 408.0 1.0 6.79 164.1 PASS PASS 0 0 0.0050 0.0050 PASS PASS 72.6 65.85 PASSPASS PASS PASS 408.0 408.0 1.0 7.20 161.8 PASS PASS 0 0 0.0050 0.0050 PASS PASS 62.2 54.98 PASSPASS PASS PASS 408.0 408.0 1.0 7.17 143.4 PASS PASS 0 0 0.0050 0.0050 PASS PASS 45.7 38.53 PASSPASS PASS PASS 408.0 408.0 1.0 7.50 119.9 PASS PASS 0 0 0.0050 0.0050 PASS PASS 34.9 27.37 PASSPASS PASS PASS 408.0 408.0 1.0 6.70 89.0 PASS PASS 0 0 0.0050 0.0050 PASS PASS 29.9 23.20 PASSPASS PASS PASS 408.0 408.0 1.0 9.89 41.9 PASS PASS 0 0 0.0050 0.0050 PASS PASS 22.8 12.93 PASS

Building Fire Research LaboratoryIO LSP,NSP COLUMN 2 of 2 

A57
National Earthquake Hazards Reduction Program

Section 3b: LSP & NSP Moment Frame Column Assessment (LS)

Typical Column Propertiesw 28 in, Width of Columnc 1.5 in, Coverβ1 0.8

fc' 5000 psi, Lower Bound Compressive Strength (ASCE 41‐06 Table 6‐3)

fy 60 ksi, Lower Bound Yield Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐2)

fu 90 ksi, Lower Bound Ultimate Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐2)

fc' 7500 psi, Expected Compressive Strength (ASCE 41‐06 Table 6‐4)

fy 75 ksi, Expected Yield Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐4)

fu 112.5 ksi, Expected Ultimate Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐4)

κ 1 Knowledge Factor (ASCE 41‐06 2.2.6.4)

C1 1

C2 1η 7.195

PCA Column Models should use expected behaviours

Top Bottom Top Bottom Top Bottom Axial Axial Top Bottom Top Bottom Top Bottom Top Bottom Top Bottom Top Bottom Top 

COL ID ln VDESIGN VDESIGN ρ PG,MAX PG,MAX PG,MIN PG,MIN QG/Agfc' QG/Agfc' x EcIg PDESIGN,MAX PDESIGN,MAX PDESIGN,MIN PDESIGN,MIN J*PDES,MAX J*PDES,MAX J*PDES,MIN J*PDES,MIN MDESIGN,MAX MDESIGN,MAX MDESIGN,MIN MDESIGN,MIN MD/m 

(in) # Size per face lspc # Spc legs # Spc legs (k) (k) (kips) (kips) (kips) (kips) (k) (k) (k) (k) (kips) (kips) (kips) (kips) (k‐ft) (k‐ft) (k‐ft) (k‐ft) (k‐f) 

6A01 148 12 #8 4 7.67 #4 3 4 #4 3 4 313.9 313.9 0.00952 443.6 454.6 306.7 315.8 0.113 0.116 0.316 1832.6 1843.7 ‐1082.2 ‐1073.2 3221.7 3232.8 ‐387.8 ‐378.7 1458.3 2632.9 1546.1 2666.6 734.5 

6A02 124 12 #8 4 7.67 #4 3 4 #4 3 4 258.2 258.2 0.00952 386.2 395.5 267.2 274.8 0.099 0.101 0.301 1536.9 1546.2 ‐882.4 ‐874.8 2687.6 2696.9 ‐307.6 ‐300.0 1413.5 1450.8 1509.2 1348.9 676.0 

6A03 124 12 #8 4 7.67 #4 3 4 #4 3 4 250.8 250.8 0.00952 328.7 338.0 227.7 235.3 0.084 0.086 0.300 1248.3 1257.6 ‐689.9 ‐682.3 2167.8 2177.1 ‐231.1 ‐223.5 1382.2 1485.3 1478.5 1389.1 629.9 

6A04 124 12 #8 4 7.67 #4 3 4 #4 3 4 241.0 241.0 0.00952 271.1 280.4 188.1 195.7 0.069 0.072 0.300 965.4 974.7 ‐504.0 ‐496.4 1659.7 1669.0 ‐157.9 ‐150.3 1405.0 1451.6 1502.0 1352.8 612.1 

6A05 124 12 #8 4 7.67 #4 3 4 #4 3 4 210.5 210.5 0.00952 213.3 222.6 148.4 156.0 0.054 0.057 0.300 694.1 703.4 ‐330.2 ‐322.6 1174.9 1184.2 ‐90.9 ‐83.3 1298.7 1257.6 1395.7 1157.1 542.9 

6A06 124 12 #8 4 7.67 #4 3 4 #4 3 4 173.6 173.6 0.00952 155.3 164.6 108.7 116.3 0.040 0.042 0.300 448.8 458.1 ‐183.0 ‐175.4 742.2 751.5 ‐37.2 ‐29.6 1128.5 1029.0 1227.6 927.6 455.1 

6A07 124 12 #8 4 7.67 #4 3 4 #4 3 4 129.3 129.3 0.00952 97.3 106.6 68.8 76.4 0.025 0.027 0.300 240.6 249.9 ‐73.3 ‐65.7 383.8 393.1 ‐2.2 5.4 902.9 716.6 994.2 619.7 361.2 6A08 124 12 #8 4 7.67 #4 3 4 #4 3 4 49.6 49.6 0.00952 39.2 48.4 28.9 36.5 0.010 0.012 0.300 82.7 92.0 ‐14.4 ‐6.8 126.2 135.5 7.3 14.8 470.1 298.6 598.1 185.7 188.1 

6B01 148 12 #10 4 7.49 #5 4 4 #5 5 4 429.0 429.0 0.01107 743.5 754.6 497.3 506.4 0.190 0.192 0.392 837.7 848.8 402.3 411.3 931.9 943.0 307.2 316.3 2552.1 3552.9 2546.9 3551.1 1090.3 

6B02 124 12 #10 4 7.49 #5 4 4 #5 5 4 455.1 455.1 0.01107 646.1 655.4 432.8 440.4 0.165 0.167 0.367 714.6 723.9 362.3 369.9 783.2 792.5 291.7 299.3 2680.7 2700.1 2679.5 2703.6 1124.1 

6B03 124 12 #10 4 7.49 #5 4 4 #5 5 4 433.9 433.9 0.01107 549.8 559.1 369.1 376.7 0.140 0.143 0.343 605.3 614.6 310.7 318.3 660.8 670.0 252.4 260.0 2564.2 2519.2 2567.5 2517.0 1057.9 

6B04 124 12 #10 4 7.49 #5 4 4 #5 5 4 422.0 422.0 0.01107 453.6 462.9 305.4 313.0 0.116 0.118 0.318 493.4 502.7 262.6 270.2 533.1 542.4 219.7 227.3 2490.4 2449.4 2496.7 2444.2 1010.8 

6B05 124 12 #10 4 7.49 #5 4 4 #5 4 4 383.1 383.1 0.01107 357.7 366.9 241.9 249.5 0.091 0.094 0.300 378.6 387.8 218.1 225.6 399.5 408.7 194.2 201.8 2285.4 2191.5 2294.6 2183.3 914.2 

6B06 124 12 #10 4 7.49 #5 4 4 #5 4 4 326.2 326.2 0.01107 261.8 271.1 178.4 186.0 0.067 0.069 0.300 268.8 278.1 169.1 176.7 275.7 285.0 159.7 167.3 1965.4 1823.0 1976.5 1812.5 786.2 

6B07 124 12 #10 4 7.49 #5 4 4 #5 4 4 242.5 242.5 0.01107 166.1 175.3 115.0 122.6 0.042 0.045 0.300 165.8 175.0 113.7 121.3 165.5 174.7 112.4 120.0 1502.0 1311.0 1515.4 1298.4 600.8 

6B08 124 12 #10 4 7.49 #5 4 4 #5 4 4 139.7 139.7 0.01107 70.5 79.8 51.8 59.4 0.018 0.020 0.300 72.5 81.8 49.3 56.9 74.5 83.8 46.8 54.4 903.8 671.8 917.8 657.7 361.5 6C01 148 12 #10 4 7.49 #5 4 4 #5 5 4 432.6 432.6 0.01107 745.2 756.3 498.2 507.3 0.190 0.193 0.393 760.1 771.2 484.0 493.1 775.0 786.1 469.8 478.9 2502.4 3611.3 2503.3 3611.5 1056.5 

6C02 124 12 #10 4 7.49 #5 4 4 #5 5 4 454.6 454.6 0.01107 648.5 657.8 434.1 441.7 0.165 0.168 0.368 657.8 667.1 425.7 433.3 667.0 676.3 417.2 424.8 2671.3 2705.9 2671.7 2705.1 1110.7 

6C03 124 12 #10 4 7.49 #5 4 4 #5 5 4 451.1 451.1 0.01107 552.2 561.5 370.4 378.0 0.141 0.143 0.343 555.3 564.5 368.3 375.9 558.3 567.6 366.1 373.7 2697.0 2640.2 2697.1 2640.1 1104.6 

6C04 124 12 #10 4 7.49 #5 4 4 #5 5 4 412.1 412.1 0.01107 456.0 465.2 306.7 314.3 0.116 0.119 0.319 460.1 469.3 303.5 311.1 464.2 473.4 300.2 307.8 2456.3 2352.6 2456.1 2352.7 992.2 

6C05 124 12 #10 4 7.49 #5 4 4 #5 4 4 380.8 380.8 0.01107 359.7 369.0 243.0 250.6 0.092 0.094 0.300 364.0 373.3 239.4 247.0 368.4 377.7 235.8 243.4 2261.0 2154.0 2260.5 2154.5 904.4 

6C06 124 12 #10 4 7.49 #5 4 4 #5 4 4 324.3 324.3 0.01107 263.4 272.7 179.3 186.9 0.067 0.070 0.300 267.5 276.8 175.7 183.3 271.7 281.0 172.2 179.8 1956.1 1798.1 1955.5 1798.7 782.4 

6C07 124 12 #10 4 7.49 #5 4 4 #5 4 4 243.0 243.0 0.01107 167.1 176.4 115.6 123.2 0.043 0.045 0.300 170.6 179.9 112.5 120.1 174.1 183.4 109.4 117.0 1514.1 1302.9 1513.4 1303.6 605.6 6C08 124 12 #10 4 7.49 #5 4 4 #5 4 4 142.0 142.0 0.01107 70.8 80.0 51.9 59.4 0.018 0.020 0.300 72.9 82.2 49.9 57.5 75.1 84.4 47.9 55.5 942.5 687.3 941.4 688.3 377.0 

6D01 148 12 #10 4 7.49 #5 4 4 #5 5 4 432.6 432.6 0.01107 745.2 756.3 498.2 507.3 0.190 0.193 0.393 760.1 771.2 484.0 493.1 775.0 786.1 469.8 478.9 2503.3 3611.5 2502.4 3611.3 1056.9 

6D02 124 12 #10 4 7.49 #5 4 4 #5 5 4 454.6 454.6 0.01107 648.5 657.8 434.1 441.7 0.165 0.168 0.368 657.8 667.1 425.7 433.3 667.0 676.3 417.2 424.8 2671.7 2705.1 2671.3 2705.9 1110.8 

6D03 124 12 #10 4 7.49 #5 4 4 #5 5 4 451.1 451.1 0.01107 552.2 561.5 370.4 378.0 0.141 0.143 0.343 555.3 564.5 368.3 375.9 558.3 567.6 366.1 373.7 2697.1 2640.1 2697.0 2640.2 1104.6 

6D04 124 12 #10 4 7.49 #5 4 4 #5 5 4 412.1 412.1 0.01107 456.0 465.2 306.7 314.3 0.116 0.119 0.319 460.1 469.3 303.5 311.1 464.2 473.4 300.2 307.8 2456.1 2352.7 2456.3 2352.6 992.1 

6D05 124 12 #10 4 7.49 #5 4 4 #5 4 4 380.8 380.8 0.01107 359.7 369.0 243.0 250.6 0.092 0.094 0.300 364.0 373.3 239.4 247.0 368.4 377.7 235.8 243.4 2260.5 2154.5 2261.0 2154.0 904.2 

6D06 124 12 #10 4 7.49 #5 4 4 #5 4 4 324.3 324.3 0.01107 263.4 272.7 179.3 186.9 0.067 0.070 0.300 267.5 276.8 175.7 183.3 271.7 281.0 172.2 179.8 1955.5 1798.7 1956.1 1798.1 782.2 

6D07 124 12 #10 4 7.49 #5 4 4 #5 4 4 243.0 243.0 0.01107 167.1 176.4 115.6 123.2 0.043 0.045 0.300 170.6 179.9 112.5 120.1 174.1 183.4 109.4 117.0 1513.4 1303.6 1514.1 1302.9 605.3 

6D08 124 12 #10 4 7.49 #5 4 4 #5 4 4 142.0 142.0 0.01107 70.8 80.0 51.9 59.4 0.018 0.020 0.300 72.9 82.2 49.9 57.5 75.1 84.4 47.9 55.5 941.4 688.3 942.5 687.3 376.6 

6E01 148 12 #10 4 7.49 #5 4 4 #5 5 4 429.0 429.0 0.01107 743.5 754.6 497.3 506.4 0.190 0.192 0.392 837.7 848.8 402.3 411.3 931.9 943.0 307.2 316.3 2546.9 3551.1 2552.1 3552.9 1088.1 

6E02 124 12 #10 4 7.49 #5 4 4 #5 5 4 455.1 455.1 0.01107 646.1 655.4 432.8 440.4 0.165 0.167 0.367 714.6 723.9 362.3 369.9 783.2 792.5 291.7 299.3 2679.5 2703.6 2680.7 2700.1 1123.6 

6E03 124 12 #10 4 7.49 #5 4 4 #5 5 4 433.9 433.9 0.01107 549.8 559.1 369.1 376.7 0.140 0.143 0.343 605.3 614.6 310.7 318.3 660.8 670.0 252.4 260.0 2567.5 2517.0 2564.2 2519.2 1059.3 

6E04 124 12 #10 4 7.49 #5 4 4 #5 5 4 422.0 422.0 0.01107 453.6 462.9 305.4 313.0 0.116 0.118 0.318 493.4 502.7 262.6 270.2 533.1 542.4 219.7 227.3 2496.7 2444.2 2490.4 2449.4 1013.4 

6E05 124 12 #10 4 7.49 #5 4 4 #5 4 4 383.1 383.1 0.01107 357.7 366.9 241.9 249.5 0.091 0.094 0.300 378.6 387.8 218.1 225.6 399.5 408.7 194.2 201.8 2294.6 2183.3 2285.4 2191.5 917.9 

6E06 124 12 #10 4 7.49 #5 4 4 #5 4 4 326.2 326.2 0.01107 261.8 271.1 178.4 186.0 0.067 0.069 0.300 268.8 278.1 169.1 176.7 275.7 285.0 159.7 167.3 1976.5 1812.5 1965.4 1823.0 790.6 

6E07 124 12 #10 4 7.49 #5 4 4 #5 4 4 242.5 242.5 0.01107 166.1 175.3 115.0 122.6 0.042 0.045 0.300 165.8 175.0 113.7 121.3 165.5 174.7 112.4 120.0 1515.4 1298.4 1502.0 1311.0 606.2 

6E08 124 12 #10 4 7.49 #5 4 4 #5 4 4 139.7 139.7 0.01107 70.5 79.8 51.8 59.4 0.018 0.020 0.300 72.5 81.8 49.3 56.9 74.5 83.8 46.8 54.4 917.8 657.7 903.8 671.8 367.1 6F01 148 12 #8 4 7.67 #4 3 4 #4 3 4 313.9 313.9 0.00952 443.6 454.6 306.7 315.8 0.113 0.116 0.316 1832.6 1843.7 ‐1082.2 ‐1073.2 3221.7 3232.8 ‐387.8 ‐378.7 1546.1 2666.6 1458.3 2632.9 778.7 

6F02 124 12 #8 4 7.67 #4 3 4 #4 3 4 258.2 258.2 0.00952 386.2 395.5 267.2 274.8 0.099 0.101 0.301 1536.9 1546.2 ‐882.4 ‐874.8 2687.6 2696.9 ‐307.6 ‐300.0 1509.2 1348.9 1413.5 1450.8 721.7 

6F03 124 12 #8 4 7.67 #4 3 4 #4 3 4 250.8 250.8 0.00952 328.7 338.0 227.7 235.3 0.084 0.086 0.300 1248.3 1257.6 ‐689.9 ‐682.3 2167.8 2177.1 ‐231.1 ‐223.5 1478.5 1389.1 1382.2 1485.3 673.8 

6F04 124 12 #8 4 7.67 #4 3 4 #4 3 4 241.0 241.0 0.00952 271.1 280.4 188.1 195.7 0.069 0.072 0.300 965.4 974.7 ‐504.0 ‐496.4 1659.7 1669.0 ‐157.9 ‐150.3 1502.0 1352.8 1405.0 1451.6 654.4 

6F05 124 12 #8 4 7.67 #4 3 4 #4 3 4 210.5 210.5 0.00952 213.3 222.6 148.4 156.0 0.054 0.057 0.300 694.1 703.4 ‐330.2 ‐322.6 1174.9 1184.2 ‐90.9 ‐83.3 1395.7 1157.1 1298.7 1257.6 583.5 

6F06 124 12 #8 4 7.67 #4 3 4 #4 3 4 173.6 173.6 0.00952 155.3 164.6 108.7 116.3 0.040 0.042 0.300 448.8 458.1 ‐183.0 ‐175.4 742.2 751.5 ‐37.2 ‐29.6 1227.6 927.6 1128.5 1029.0 495.0 

6F07 124 12 #8 4 7.67 #4 3 4 #4 3 4 129.3 129.3 0.00952 97.3 106.6 68.8 76.4 0.025 0.027 0.300 240.6 249.9 ‐73.3 ‐65.7 383.8 393.1 ‐2.2 5.4 994.2 619.7 902.9 716.6 397.7 6F08 124 12 #8 4 7.67 #4 3 4 #4 3 4 49.6 49.6 0.00952 39.2 48.4 28.9 36.5 0.010 0.012 0.300 82.7 92.0 ‐14.4 ‐6.8 126.2 135.5 7.3 14.8 598.1 185.7 470.1 298.6 239.2 

Parameters Below Assume P/Agfc' is less than 0.6, s/d is less than or

equal to 0.5, ρ is greater than or equal to 0.006, and Vp/(Vn/κ) is less

than 0.6. Check these values prior to using this portion of the table

Flexure‐Axial 

Yield Zone

Reinforcing

Non‐Yield Zone

Longit Reinf Reinforcing

Building Fire Research LaboratoryLS LSP,NSP COLUMN 1 of 2 

A58
National Earthquake Hazards Reduction Program

Top Bottom

Pmin Pmin κQCL,yield κQCL,non‐yield J QG QE Top Bottom θallow,TOP θallow,BOTT VDES VE

(k) (k) (k) (k) (radians) (radians) (radians) (radians) (kips) (kips)

FAIL FAIL 408.0 408.0 2.0 6.00 363.7 PASS PASS 0 0.035784 0.0255 0.0254 PASS FAIL 106.6 100.56 PASS

FAIL FAIL 408.0 408.0 2.0 11.39 299.8 PASS PASS 0 0 0.0260 0.0260 PASS PASS 64.7 53.33 PASSFAIL FAIL 408.0 408.0 2.0 10.18 294.8 PASS PASS 0.013895 0 0.0260 0.0260 PASS PASS 56.4 46.22 PASSFAIL PASS 408.0 408.0 2.0 10.79 288.8 PASS PASS 0 0 0.0260 0.0260 PASS PASS 10.7 ‐0.05 PASS

PASS PASS 408.0 408.0 2.0 10.78 254.3 PASS PASS 0 0 0.0260 0.0260 PASS PASS 8.1 ‐2.71 PASSPASS PASS 408.0 408.0 2.0 11.18 211.3 PASS PASS 0 0 0.0260 0.0260 PASS PASS 9.4 ‐1.76 PASSPASS PASS 408.0 408.0 2.0 10.35 156.2 PASS PASS 0 0 0.0260 0.0260 PASS PASS 4.6 ‐5.77 PASSPASS PASS 408.0 408.0 2.0 13.81 73.3 PASS PASS 0 0 0.0260 0.0260 PASS PASS 14.7 0.92 PASS

PASS FAIL 469.5 375.6 2.0 0.16 492.7 PASS PASS 0 0.030559 0.0228 0.0227 PASS FAIL 123.1 122.94 PASS

PASS PASS 469.5 375.6 2.0 0.02 519.4 PASS PASS 0 0 0.0237 0.0236 PASS PASS 120.5 120.52 PASS

PASS PASS 469.5 375.6 2.0 0.32 490.8 PASS PASS 0.014347 0 0.0246 0.0245 PASS PASS 92.2 91.83 PASS

PASS PASS 469.5 375.6 2.0 0.45 477.1 PASS PASS 0 0 0.0254 0.0253 PASS PASS 63.7 63.29 PASS

PASS PASS 469.5 469.5 2.0 0.63 432.7 PASS PASS 0 0 0.0260 0.0260 PASS PASS 42.4 41.74 PASS

PASS PASS 469.5 469.5 2.0 0.71 366.3 PASS PASS 0 0 0.0260 0.0260 PASS PASS 31.9 31.20 PASS

PASS PASS 469.5 469.5 2.0 0.85 272.0 PASS PASS 0 0 0.0260 0.0260 PASS PASS 17.1 16.24 PASS

PASS PASS 469.5 469.5 2.0 0.94 152.1 PASS PASS 0 0 0.0260 0.0260 PASS PASS 7.4 6.42 PASS

PASS PASS 469.5 375.6 2.0 0.02 496.0 PASS PASS 0 0.030486 0.0228 0.0227 PASS FAIL 122.7 122.67 PASS

PASS PASS 469.5 375.6 2.0 0.00 520.5 PASS PASS 0 0 0.0236 0.0236 PASS PASS 120.3 120.29 PASSPASS PASS 469.5 375.6 2.0 0.01 516.5 PASS PASS 0.014306 0 0.0245 0.0244 PASS PASS 91.5 91.51 PASS

PASS PASS 469.5 375.6 2.0 0.01 465.3 PASS PASS 0 0 0.0254 0.0253 PASS PASS 64.4 64.41 PASS

PASS PASS 469.5 469.5 2.0 0.01 427.2 PASS PASS 0 0 0.0260 0.0260 PASS PASS 41.9 41.85 PASS

PASS PASS 469.5 469.5 2.0 0.01 363.2 PASS PASS 0 0 0.0260 0.0260 PASS PASS 33.1 33.11 PASSPASS PASS 469.5 469.5 2.0 0.02 272.6 PASS PASS 0 0 0.0260 0.0260 PASS PASS 19.9 19.90 PASSPASS PASS 469.5 469.5 2.0 0.02 157.7 PASS PASS 0 0 0.0260 0.0260 PASS PASS 11.2 11.20 PASSPASS PASS 469.5 375.6 2.0 0.01 495.5 PASS PASS 0 0.030482 0.0228 0.0227 PASS FAIL 122.4 122.38 PASS

PASS PASS 469.5 375.6 2.0 0.00 520.2 PASS PASS 0 0 0.0236 0.0236 PASS PASS 119.9 119.94 PASS

PASS PASS 469.5 375.6 2.0 0.01 516.5 PASS PASS 0.014311 0 0.0245 0.0244 PASS PASS 91.7 91.68 PASS

PASS PASS 469.5 375.6 2.0 0.01 465.5 PASS PASS 0 0 0.0254 0.0253 PASS PASS 64.4 64.43 PASS

PASS PASS 469.5 469.5 2.0 0.02 427.3 PASS PASS 0 0 0.0260 0.0260 PASS PASS 42.0 41.96 PASS

PASS PASS 469.5 469.5 2.0 0.02 363.4 PASS PASS 0 0 0.0260 0.0260 PASS PASS 33.1 33.09 PASSPASS PASS 469.5 469.5 2.0 0.02 272.6 PASS PASS 0 0 0.0260 0.0260 PASS PASS 19.9 19.89 PASSPASS PASS 469.5 469.5 2.0 0.04 157.7 PASS PASS 0 0 0.0260 0.0260 PASS PASS 11.1 11.10 PASSPASS FAIL 469.5 375.6 2.0 0.24 496.6 PASS PASS 0 0.030518 0.0228 0.0227 PASS FAIL 122.6 122.41 PASS

PASS PASS 469.5 375.6 2.0 0.03 522.1 PASS PASS 0 0 0.0237 0.0236 PASS PASS 120.2 120.13 PASSPASS PASS 469.5 375.6 2.0 0.19 492.9 PASS PASS 0.014319 0 0.0246 0.0245 PASS PASS 92.2 92.03 PASSPASS PASS 469.5 375.6 2.0 0.27 478.7 PASS PASS 0 0 0.0254 0.0253 PASS PASS 64.5 64.25 PASS

PASS PASS 469.5 469.5 2.0 0.39 433.4 PASS PASS 0 0 0.0260 0.0260 PASS PASS 41.8 41.40 PASS

PASS PASS 469.5 469.5 2.0 0.43 366.5 PASS PASS 0 0 0.0260 0.0260 PASS PASS 34.0 33.54 PASS

PASS PASS 469.5 469.5 2.0 0.56 272.0 PASS PASS 0 0 0.0260 0.0260 PASS PASS 21.0 20.49 PASS

PASS PASS 469.5 469.5 2.0 0.53 152.1 PASS PASS 0 0 0.0260 0.0260 PASS PASS 12.3 11.74 PASS

FAIL FAIL 408.0 408.0 2.0 4.02 363.7 PASS PASS 0 0.030939 0.0255 0.0254 PASS FAIL 96.7 92.63 PASS

FAIL FAIL 408.0 408.0 2.0 7.61 299.8 PASS PASS 0 0 0.0260 0.0260 PASS PASS 82.3 74.68 PASSFAIL FAIL 408.0 408.0 2.0 6.79 294.8 PASS PASS 0.014174 0 0.0260 0.0260 PASS PASS 59.0 52.26 PASS

PASS FAIL 408.0 408.0 2.0 7.20 288.8 PASS PASS 0 0 0.0260 0.0260 PASS PASS 35.3 28.08 PASSPASS PASS 408.0 408.0 2.0 7.17 254.3 PASS PASS 0 0 0.0260 0.0260 PASS PASS 25.8 18.63 PASSPASS PASS 408.0 408.0 2.0 7.50 211.3 PASS PASS 0 0 0.0260 0.0260 PASS PASS 18.2 10.68 PASSPASS PASS 408.0 408.0 2.0 6.70 156.2 PASS PASS 0 0 0.0260 0.0260 PASS PASS 18.9 12.15 PASSPASS PASS 408.0 408.0 2.0 9.89 73.3 PASS PASS 0 0 0.0260 0.0260 PASS PASS 19.0 9.12 PASS

Nonlinear Static Procedure

Shear Acceptance

al Acceptence

Column Hinge

Rotation Acceptence

Shear Yield Zone Shear

Acceptence

Non‐Yield Zone

Shear Acceptence

Hinge Rotation

Linear Static Procedure

Building Fire Research LaboratoryLS LSP,NSP COLUMN 2 of 2 

A59
National Earthquake Hazards Reduction Program

Section 3c: LSP & NSP Moment Frame Column Assessment (CP)

Typical Column Propertiesw 28 in, Width of Columnc 1.5 in, Coverβ1 0.8

fc' 5000 psi, Lower Bound Compressive Strength (ASCE 41‐06 Table 6‐3)

fy 60 ksi, Lower Bound Yield Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐2)

fu 90 ksi, Lower Bound Ultimate Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐2)

fc' 7500 psi, Expected Compressive Strength (ASCE 41‐06 Table 6‐4)

fy 75 ksi, Expected Yield Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐4)

fu 112.5 ksi, Expected Ultimate Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐4)

κ 1 Knowledge Factor (ASCE 41‐06 2.2.6.4)

C1 1

C2 1η 7.195

PCA Column Models should use expected behaviours

Top Bottom Top Bottom Top Bottom Axial Axial Top Bottom Top Bottom Top Bottom Top Bottom Top Bottom Top Bottom Top 

COL ID ln VDESIGN VDESIGN ρ PG,MAX PG,MAX PG,MIN PG,MIN QG/Agfc' QG/Agfc' x EcIg PDESIGN,MAX PDESIGN,MAX PDESIGN,MIN PDESIGN,MIN J*PDES,MAX J*PDES,MAX J*PDES,MIN J*PDES,MIN MDESIGN,MAX MDESIGN,MAX MDESIGN,MIN MDESIGN,MIN MD/m 

(in) # Size per face lspc # Spc legs # Spc legs (k) (k) (kips) (kips) (kips) (kips) (k) (k) (k) (k) (kips) (kips) (kips) (kips) (k‐ft) (k‐ft) (k‐ft) (k‐ft) (k‐f) 

6A01 148 12 #8 4 7.67 #4 3 4 #4 3 4 459.9 459.9 0.00952 443.6 454.6 306.7 315.8 0.113 0.116 0.316 2144.1 2155.2 ‐1394.6 ‐1385.6 3844.7 3855.8 ‐544.0 ‐534.9 1789.3 3208.8 1887.0 3279.4 887.2 

6A02 124 12 #8 4 7.67 #4 3 4 #4 3 4 385.0 385.0 0.00952 386.2 395.5 267.2 274.8 0.099 0.101 0.301 1794.8 1804.1 ‐1141.0 ‐1133.4 3203.4 3212.6 ‐436.9 ‐429.3 1737.7 1764.6 1837.7 1659.8 785.3 

6A03 124 12 #8 4 7.67 #4 3 4 #4 3 4 370.0 370.0 0.00952 328.7 338.0 227.7 235.3 0.084 0.086 0.300 1454.3 1463.6 ‐896.4 ‐888.8 2579.9 2589.1 ‐334.3 ‐326.7 1699.3 1809.4 1800.1 1707.0 706.9 

6A04 124 12 #8 4 7.67 #4 3 4 #4 3 4 352.8 352.8 0.00952 271.1 280.4 188.1 195.7 0.069 0.072 0.300 1120.9 1130.2 ‐659.7 ‐652.1 1970.7 1980.0 ‐235.8 ‐228.2 1728.0 1766.5 1827.9 1663.9 667.0 

6A05 124 12 #8 4 7.67 #4 3 4 #4 3 4 305.9 305.9 0.00952 213.3 222.6 148.4 156.0 0.054 0.057 0.300 801.7 811.0 ‐438.0 ‐430.4 1390.1 1399.4 ‐144.8 ‐137.2 1598.4 1528.6 1697.1 1424.2 577.0 6A06 124 12 #8 4 7.67 #4 3 4 #4 3 4 250.8 250.8 0.00952 155.3 164.6 108.7 116.3 0.040 0.042 0.300 514.4 523.7 ‐248.7 ‐241.1 873.5 882.7 ‐70.0 ‐62.4 1390.5 1247.9 1490.4 1143.9 474.3 

6A07 124 12 #8 4 7.67 #4 3 4 #4 3 4 186.0 186.0 0.00952 97.3 106.6 68.8 76.4 0.025 0.027 0.300 272.6 281.9 ‐105.3 ‐97.7 447.8 457.1 ‐18.2 ‐10.6 1113.6 865.3 1205.3 766.9 371.2 

6A08 124 12 #8 4 7.67 #4 3 4 #4 3 4 74.1 74.1 0.00952 39.2 48.4 28.9 36.5 0.010 0.012 0.300 92.4 101.7 ‐24.1 ‐16.5 145.7 154.9 2.4 10.0 587.6 351.0 715.8 237.5 195.9 

6B01 148 12 #10 4 7.49 #5 4 4 #5 5 4 602.6 602.6 0.01107 743.5 754.6 497.3 506.4 0.190 0.192 0.392 859.6 870.6 381.4 390.5 975.7 986.7 265.6 274.6 3125.1 4351.8 3119.3 4348.0 1141.5 

6B02 124 12 #10 4 7.49 #5 4 4 #5 5 4 639.5 639.5 0.01107 646.1 655.4 432.8 440.4 0.165 0.167 0.367 730.8 740.1 347.0 354.6 815.6 824.9 261.2 268.8 3283.4 3306.4 3280.8 3311.1 1168.5 

6B03 124 12 #10 4 7.49 #5 4 4 #5 5 4 610.0 610.0 0.01107 549.8 559.1 369.1 376.7 0.140 0.143 0.343 618.4 627.7 298.1 305.7 687.1 696.4 227.1 234.7 3140.9 3084.0 3143.2 3083.1 1093.3 

6B04 124 12 #10 4 7.49 #5 4 4 #5 5 4 593.3 593.3 0.01107 453.6 462.9 305.4 313.0 0.116 0.118 0.318 502.9 512.2 253.3 260.9 552.2 561.5 201.3 208.9 3050.7 2998.4 3056.3 2994.0 1038.4 

6B05 124 12 #10 4 7.49 #5 4 4 #5 4 4 538.8 538.8 0.01107 357.7 366.9 241.9 249.5 0.091 0.094 0.300 383.7 393.0 213.0 220.6 409.8 419.1 184.1 191.7 2799.8 2682.3 2808.6 2674.8 933.3 

6B06 124 12 #10 4 7.49 #5 4 4 #5 4 4 458.9 458.9 0.01107 261.8 271.1 178.4 186.0 0.067 0.069 0.300 270.7 280.0 167.2 174.8 279.6 288.8 156.0 163.6 2408.0 2230.9 2418.8 2220.7 802.7 

6B07 124 12 #10 4 7.49 #5 4 4 #5 4 4 341.3 341.3 0.01107 166.1 175.3 115.0 122.6 0.042 0.045 0.300 165.9 175.2 113.6 121.2 165.8 175.1 112.1 119.7 1840.6 1603.7 1853.9 1591.3 613.5 

6B08 124 12 #10 4 7.49 #5 4 4 #5 4 4 196.6 196.6 0.01107 70.5 79.8 51.8 59.4 0.018 0.020 0.300 73.0 82.3 48.8 56.4 75.5 84.8 45.8 53.3 1107.9 820.7 1122.0 806.6 369.3 

6C01 148 12 #10 4 7.49 #5 4 4 #5 5 4 608.7 608.7 0.01107 745.2 756.3 498.2 507.3 0.190 0.193 0.393 763.3 774.4 480.7 489.8 781.3 792.4 463.2 472.3 3064.5 4422.4 3065.5 4422.9 1097.7 

6C02 124 12 #10 4 7.49 #5 4 4 #5 5 4 639.5 639.5 0.01107 648.5 657.8 434.1 441.7 0.165 0.168 0.368 659.7 669.0 423.7 431.3 670.9 680.1 413.2 420.8 3271.3 3313.7 3271.9 3312.7 1147.9 6C03 124 12 #10 4 7.49 #5 4 4 #5 5 4 634.5 634.5 0.01107 552.2 561.5 370.4 378.0 0.141 0.143 0.343 555.8 565.1 367.7 375.3 559.3 568.6 365.0 372.6 3302.8 3233.3 3303.0 3233.1 1135.7 

6C04 124 12 #10 4 7.49 #5 4 4 #5 5 4 579.6 579.6 0.01107 456.0 465.2 306.7 314.3 0.116 0.119 0.319 460.9 470.1 302.7 310.3 465.7 475.0 298.6 306.2 3008.1 2881.1 3007.9 2881.2 1015.8 

6C05 124 12 #10 4 7.49 #5 4 4 #5 4 4 535.6 535.6 0.01107 359.7 369.0 243.0 250.6 0.092 0.094 0.300 364.9 374.2 238.5 246.1 370.2 379.4 234.1 241.6 2768.8 2638.0 2768.3 2638.4 922.9 

6C06 124 12 #10 4 7.49 #5 4 4 #5 4 4 456.1 456.1 0.01107 263.4 272.7 179.3 186.9 0.067 0.070 0.300 268.4 277.7 174.9 182.5 273.4 282.7 170.5 178.1 2395.5 2202.0 2394.9 2202.6 798.5 

6C07 124 12 #10 4 7.49 #5 4 4 #5 4 4 341.7 341.7 0.01107 167.1 176.4 115.6 123.2 0.043 0.045 0.300 171.3 180.6 111.8 119.4 175.6 184.9 108.0 115.6 1854.1 1595.6 1853.4 1596.3 618.0 

6C08 124 12 #10 4 7.49 #5 4 4 #5 4 4 199.7 199.7 0.01107 70.8 80.0 51.9 59.4 0.018 0.020 0.300 73.4 82.7 49.4 57.0 76.1 85.3 47.0 54.6 1154.1 841.7 1153.0 842.8 384.7 

6D01 148 12 #10 4 7.49 #5 4 4 #5 5 4 608.7 608.7 0.01107 745.2 756.3 498.2 507.3 0.190 0.193 0.393 763.3 774.4 480.7 489.8 781.3 792.4 463.2 472.3 3065.5 4422.9 3064.5 4422.4 1098.1 

6D02 124 12 #10 4 7.49 #5 4 4 #5 5 4 639.5 639.5 0.01107 648.5 657.8 434.1 441.7 0.165 0.168 0.368 659.7 669.0 423.7 431.3 670.9 680.1 413.2 420.8 3271.9 3312.7 3271.3 3313.7 1148.1 6D03 124 12 #10 4 7.49 #5 4 4 #5 5 4 634.5 634.5 0.01107 552.2 561.5 370.4 378.0 0.141 0.143 0.343 555.8 565.1 367.7 375.3 559.3 568.6 365.0 372.6 3303.0 3233.1 3302.8 3233.3 1135.8 

6D04 124 12 #10 4 7.49 #5 4 4 #5 5 4 579.6 579.6 0.01107 456.0 465.2 306.7 314.3 0.116 0.119 0.319 460.9 470.1 302.7 310.3 465.7 475.0 298.6 306.2 3007.9 2881.2 3008.1 2881.1 1015.7 

6D05 124 12 #10 4 7.49 #5 4 4 #5 4 4 535.6 535.6 0.01107 359.7 369.0 243.0 250.6 0.092 0.094 0.300 364.9 374.2 238.5 246.1 370.2 379.4 234.1 241.6 2768.3 2638.4 2768.8 2638.0 922.8 

6D06 124 12 #10 4 7.49 #5 4 4 #5 4 4 456.1 456.1 0.01107 263.4 272.7 179.3 186.9 0.067 0.070 0.300 268.4 277.7 174.9 182.5 273.4 282.7 170.5 178.1 2394.9 2202.6 2395.5 2202.0 798.3 6D07 124 12 #10 4 7.49 #5 4 4 #5 4 4 341.7 341.7 0.01107 167.1 176.4 115.6 123.2 0.043 0.045 0.300 171.3 180.6 111.8 119.4 175.6 184.9 108.0 115.6 1853.4 1596.3 1854.1 1595.6 617.8 

6D08 124 12 #10 4 7.49 #5 4 4 #5 4 4 199.7 199.7 0.01107 70.8 80.0 51.9 59.4 0.018 0.020 0.300 73.4 82.7 49.4 57.0 76.1 85.3 47.0 54.6 1153.0 842.8 1154.1 841.7 384.3 

6E01 148 12 #10 4 7.49 #5 4 4 #5 5 4 602.6 602.6 0.01107 743.5 754.6 497.3 506.4 0.190 0.192 0.392 859.6 870.6 381.4 390.5 975.7 986.7 265.6 274.6 3119.3 4348.0 3125.1 4351.8 1139.4 

6E02 124 12 #10 4 7.49 #5 4 4 #5 5 4 639.5 639.5 0.01107 646.1 655.4 432.8 440.4 0.165 0.167 0.367 730.8 740.1 347.0 354.6 815.6 824.9 261.2 268.8 3280.8 3311.1 3283.4 3306.4 1167.6 

6E03 124 12 #10 4 7.49 #5 4 4 #5 5 4 610.0 610.0 0.01107 549.8 559.1 369.1 376.7 0.140 0.143 0.343 618.4 627.7 298.1 305.7 687.1 696.4 227.1 234.7 3143.2 3083.1 3140.9 3084.0 1094.1 

6E04 124 12 #10 4 7.49 #5 4 4 #5 5 4 593.3 593.3 0.01107 453.6 462.9 305.4 313.0 0.116 0.118 0.318 502.9 512.2 253.3 260.9 552.2 561.5 201.3 208.9 3056.3 2994.0 3050.7 2998.4 1040.4 

6E05 124 12 #10 4 7.49 #5 4 4 #5 4 4 538.8 538.8 0.01107 357.7 366.9 241.9 249.5 0.091 0.094 0.300 383.7 393.0 213.0 220.6 409.8 419.1 184.1 191.7 2808.6 2674.8 2799.8 2682.3 936.2 

6E06 124 12 #10 4 7.49 #5 4 4 #5 4 4 458.9 458.9 0.01107 261.8 271.1 178.4 186.0 0.067 0.069 0.300 270.7 280.0 167.2 174.8 279.6 288.8 156.0 163.6 2418.8 2220.7 2408.0 2230.9 806.3 

6E07 124 12 #10 4 7.49 #5 4 4 #5 4 4 341.3 341.3 0.01107 166.1 175.3 115.0 122.6 0.042 0.045 0.300 165.9 175.2 113.6 121.2 165.8 175.1 112.1 119.7 1853.9 1591.3 1840.6 1603.7 618.0 

6E08 124 12 #10 4 7.49 #5 4 4 #5 4 4 196.6 196.6 0.01107 70.5 79.8 51.8 59.4 0.018 0.020 0.300 73.0 82.3 48.8 56.4 75.5 84.8 45.8 53.3 1122.0 806.6 1107.9 820.7 374.0 

6F01 148 12 #8 4 7.67 #4 3 4 #4 3 4 459.9 459.9 0.00952 443.6 454.6 306.7 315.8 0.113 0.116 0.316 2144.1 2155.2 ‐1394.6 ‐1385.6 3844.7 3855.8 ‐544.0 ‐534.9 1887.0 3279.4 1789.3 3208.8 935.7 

6F02 124 12 #8 4 7.67 #4 3 4 #4 3 4 385.0 385.0 0.00952 386.2 395.5 267.2 274.8 0.099 0.101 0.301 1794.8 1804.1 ‐1141.0 ‐1133.4 3203.4 3212.6 ‐436.9 ‐429.3 1837.7 1659.8 1737.7 1764.6 830.5 

6F03 124 12 #8 4 7.67 #4 3 4 #4 3 4 370.0 370.0 0.00952 328.7 338.0 227.7 235.3 0.084 0.086 0.300 1454.3 1463.6 ‐896.4 ‐888.8 2579.9 2589.1 ‐334.3 ‐326.7 1800.1 1707.0 1699.3 1809.4 748.9 

6F04 124 12 #8 4 7.67 #4 3 4 #4 3 4 352.8 352.8 0.00952 271.1 280.4 188.1 195.7 0.069 0.072 0.300 1120.9 1130.2 ‐659.7 ‐652.1 1970.7 1980.0 ‐235.8 ‐228.2 1827.9 1663.9 1728.0 1766.5 705.5 6F05 124 12 #8 4 7.67 #4 3 4 #4 3 4 305.9 305.9 0.00952 213.3 222.6 148.4 156.0 0.054 0.057 0.300 801.7 811.0 ‐438.0 ‐430.4 1390.1 1399.4 ‐144.8 ‐137.2 1697.1 1424.2 1598.4 1528.6 612.7 

6F06 124 12 #8 4 7.67 #4 3 4 #4 3 4 250.8 250.8 0.00952 155.3 164.6 108.7 116.3 0.040 0.042 0.300 514.4 523.7 ‐248.7 ‐241.1 873.5 882.7 ‐70.0 ‐62.4 1490.4 1143.9 1390.5 1247.9 508.4 

6F07 124 12 #8 4 7.67 #4 3 4 #4 3 4 186.0 186.0 0.00952 97.3 106.6 68.8 76.4 0.025 0.027 0.300 272.6 281.9 ‐105.3 ‐97.7 447.8 457.1 ‐18.2 ‐10.6 1205.3 766.9 1113.6 865.3 401.8 

6F08 124 12 #8 4 7.67 #4 3 4 #4 3 4 74.1 74.1 0.00952 39.2 48.4 28.9 36.5 0.010 0.012 0.300 92.4 101.7 ‐24.1 ‐16.5 145.7 154.9 2.4 10.0 715.8 237.5 587.6 351.0 238.6 

Parameters Below Assume P/Agfc' is less than 0.6, s/d is less than or

equal to 0.5, ρ is greater than or equal to 0.006, and Vp/(Vn/κ) is less

than 0.6. Check these values prior to using this portion of the table

Flexure‐Axial 

Yield Zone

Reinforcing

Non‐Yield Zone

Longit Reinf Reinforcing

Building Fire Research LaboratoryCP LSP,NSP COLUMN 1 of 2 

A60
National Earthquake Hazards Reduction Program

Top Bottom

Pmin Pmin κQCL,yield κQCL,non‐yield J QG QE Top Bottom θallow,TOP θallow,BOTT VDES VE

(k) (k) (k) (k) (radians) (radians) (radians) (radians) (kips) (kips)

FAIL FAIL 408.0 408.0 2.0 6.00 453.0 PASS PASS 0 0.04666 0.0343 0.0342 PASS FAIL 99.5 93.50 PASS

FAIL FAIL 408.0 408.0 2.0 11.39 373.9 PASS PASS 0 0 0.0350 0.0350 PASS PASS 66.6 55.18 PASS

FAIL FAIL 408.0 408.0 2.0 10.18 366.2 PASS PASS 0.021006 0 0.0350 0.0350 PASS PASS 42.2 32.05 PASSFAIL FAIL 408.0 408.0 2.0 10.79 357.6 PASS PASS 0 0 0.0350 0.0350 PASS PASS 22.5 11.66 PASS

PASS PASS 408.0 408.0 2.0 10.78 313.8 PASS PASS 0 0 0.0350 0.0350 PASS PASS 2.4 ‐8.35 PASS

PASS PASS 408.0 408.0 2.0 11.18 260.1 PASS PASS 0 0 0.0350 0.0350 PASS PASS 16.8 5.63 PASS

PASS PASS 408.0 408.0 2.0 10.35 191.7 PASS PASS 0 0 0.0350 0.0350 PASS PASS 9.8 ‐0.60 PASS

PASS PASS 408.0 408.0 2.0 13.81 89.9 PASS PASS 0 0 0.0350 0.0350 PASS PASS 16.5 2.70 PASS

PASS FAIL 469.5 375.6 2.0 0.16 602.8 PASS PASS 0 0.039742 0.0303 0.0302 PASS FAIL 118.9 118.76 PASSPASS PASS 469.5 375.6 2.0 0.02 635.7 PASS PASS 0.00032 0 0.0316 0.0315 PASS PASS 109.8 109.74 PASS

PASS PASS 469.5 375.6 2.0 0.32 600.7 PASS PASS 0.021037 0 0.0329 0.0328 PASS PASS 82.1 81.81 PASS

PASS PASS 469.5 375.6 2.0 0.45 584.1 PASS PASS 0 0 0.0342 0.0341 PASS PASS 42.0 41.52 PASSPASS PASS 469.5 469.5 2.0 0.63 529.8 PASS PASS 0 0 0.0350 0.0350 PASS PASS 24.4 23.73 PASS

PASS PASS 469.5 469.5 2.0 0.71 448.6 PASS PASS 0 0 0.0350 0.0350 PASS PASS 17.5 16.82 PASSPASS PASS 469.5 469.5 2.0 0.85 333.1 PASS PASS 0 0 0.0350 0.0350 PASS PASS 7.4 6.59 PASSPASS PASS 469.5 469.5 2.0 0.94 186.3 PASS PASS 0 0 0.0350 0.0350 PASS PASS 2.1 1.20 PASSPASS FAIL 469.5 375.6 2.0 0.02 607.5 PASS PASS 0 0.039663 0.0303 0.0302 PASS FAIL 118.4 118.37 PASS

PASS PASS 469.5 375.6 2.0 0.00 637.5 PASS PASS 0.000318 0 0.0316 0.0315 PASS PASS 109.4 109.36 PASSPASS PASS 469.5 375.6 2.0 0.01 632.6 PASS PASS 0.02099 0 0.0329 0.0328 PASS PASS 81.4 81.42 PASSPASS PASS 469.5 375.6 2.0 0.01 569.8 PASS PASS 0 0 0.0342 0.0340 PASS PASS 43.0 42.97 PASS

PASS PASS 469.5 469.5 2.0 0.01 523.1 PASS PASS 0 0 0.0350 0.0350 PASS PASS 23.8 23.83 PASSPASS PASS 469.5 469.5 2.0 0.01 444.8 PASS PASS 0 0 0.0350 0.0350 PASS PASS 18.8 18.75 PASSPASS PASS 469.5 469.5 2.0 0.02 333.8 PASS PASS 0 0 0.0350 0.0350 PASS PASS 10.1 10.11 PASSPASS PASS 469.5 469.5 2.0 0.02 193.1 PASS PASS 0 0 0.0350 0.0350 PASS PASS 5.8 5.74 PASSPASS FAIL 469.5 375.6 2.0 0.01 606.7 PASS PASS 0 0.039664 0.0303 0.0302 PASS FAIL 118.2 118.14 PASS

PASS PASS 469.5 375.6 2.0 0.00 637.0 PASS PASS 0.000318 0 0.0316 0.0315 PASS PASS 109.1 109.06 PASS

PASS PASS 469.5 375.6 2.0 0.01 632.5 PASS PASS 0.020994 0 0.0329 0.0328 PASS PASS 81.6 81.58 PASSPASS PASS 469.5 375.6 2.0 0.01 570.0 PASS PASS 0 0 0.0342 0.0340 PASS PASS 43.0 43.00 PASS

PASS PASS 469.5 469.5 2.0 0.02 523.3 PASS PASS 0 0 0.0350 0.0350 PASS PASS 24.0 23.93 PASSPASS PASS 469.5 469.5 2.0 0.02 445.0 PASS PASS 0 0 0.0350 0.0350 PASS PASS 18.7 18.73 PASSPASS PASS 469.5 469.5 2.0 0.02 333.9 PASS PASS 0 0 0.0350 0.0350 PASS PASS 10.1 10.10 PASSPASS PASS 469.5 469.5 2.0 0.04 193.1 PASS PASS 0 0 0.0350 0.0350 PASS PASS 5.7 5.64 PASSPASS FAIL 469.5 375.6 2.0 0.24 608.7 PASS PASS 0 0.039705 0.0303 0.0302 PASS FAIL 118.7 118.42 PASSPASS PASS 469.5 375.6 2.0 0.03 639.8 PASS PASS 0.000319 0 0.0316 0.0315 PASS PASS 109.7 109.67 PASSPASS PASS 469.5 375.6 2.0 0.19 604.0 PASS PASS 0.020985 0 0.0329 0.0328 PASS PASS 82.0 81.78 PASSPASS PASS 469.5 375.6 2.0 0.27 586.5 PASS PASS 0 0 0.0342 0.0341 PASS PASS 42.6 42.36 PASSPASS PASS 469.5 469.5 2.0 0.39 530.9 PASS PASS 0 0 0.0350 0.0350 PASS PASS 23.9 23.48 PASSPASS PASS 469.5 469.5 2.0 0.43 448.8 PASS PASS 0 0 0.0350 0.0350 PASS PASS 19.6 19.17 PASSPASS PASS 469.5 469.5 2.0 0.56 333.0 PASS PASS 0 0 0.0350 0.0350 PASS PASS 11.4 10.84 PASS

PASS PASS 469.5 469.5 2.0 0.53 186.3 PASS PASS 0 0 0.0350 0.0350 PASS PASS 7.0 6.52 PASS

FAIL FAIL 408.0 408.0 2.0 4.02 453.0 PASS PASS 0 0.040453 0.0343 0.0342 PASS FAIL 94.4 90.35 PASSFAIL FAIL 408.0 408.0 2.0 7.61 373.9 PASS PASS 0 0 0.0350 0.0350 PASS PASS 80.9 73.31 PASSFAIL FAIL 408.0 408.0 2.0 6.79 366.2 PASS PASS 0.021225 0 0.0350 0.0350 PASS PASS 46.1 39.30 PASSFAIL FAIL 408.0 408.0 2.0 7.20 357.6 PASS PASS 0 0 0.0350 0.0350 PASS PASS 24.4 17.23 PASS

PASS PASS 408.0 408.0 2.0 7.17 313.8 PASS PASS 0 0 0.0350 0.0350 PASS PASS 15.6 8.39 PASSPASS PASS 408.0 408.0 2.0 7.50 260.1 PASS PASS 0 0 0.0350 0.0350 PASS PASS 10.9 3.38 PASSPASS PASS 408.0 408.0 2.0 6.70 191.7 PASS PASS 0 0 0.0350 0.0350 PASS PASS 13.7 6.99 PASSPASS PASS 408.0 408.0 2.0 9.89 89.9 PASS PASS 0 0 0.0350 0.0350 PASS PASS 17.2 7.36 PASS

Nonlinear Static Procedure

Shear Acceptance

al Acceptence

Column Hinge

Rotation Acceptence

Shear Yield Zone Shear

Acceptence

Non‐Yield Zone

Shear Acceptence

Hinge Rotation

Linear Static Procedure

Building Fire Research LaboratoryCP LSP,NSP COLUMN 2 of 2 

A61
National Earthquake Hazards Reduction Program

Evaluation of Reinforced Concrete Lateral

Resisting Systems using Current Performance

Based Assessment Criteria

Section 4a:  LSP Moment Frame Joint Assessment (IO)

Typical Joint Details

w 28 in, Column Dimension

Aj 784 in2

C1 1

C2 1

fc' 5000 psi, Lower Bound Compressive Strength of Concrete

fy 60 ksi, Lower Bound Reinforcing Yield Strength

fc' 7500 psi, Expected Compressive Strength of Concrete

Building Fire Research Laboratory

IO LSP,NSP JOINT 1 of 1 8/9/2010

c p p p g

fy 75 ksi, Expected Reinforcing Yield Strength

κ 1 Knowledge Factor

Joint ID ΣMnc/ΣMnb Col Beam (Vg,L + Vg,R)*h/2lc (Ve,L + Ve,R)*h/2lc J QUF (Vj

) Condition Int/Ext QCL (Vn)

(k) (k) (k) (k)

6A01 1.50 1 0 0.02 0.1 1.0 345.8909 Other (Main) Exterior 665.2 PASS

6A02 1.50 1 0 0.01 0.1 1.0 330.3343 Other (Main) Exterior 665.2 PASS

6A03 1 50 1 0 0 02 0 1 1 0 324 4839 O h (M i ) E i 665 2 PASS

Linear Static Procedure

Offset Rigidities Joint Shear Joint Shear

Acceptence

6A03 1.50 1 0 0.02 0.1 1.0 324.4839 Other (Main) Exterior 665.2 PASS

6A04 1.86 1 0 0.02 0.1 1.0 329.7102 Other (Main) Exterior 665.2 PASS

6A05 1.87 1 0 0.02 0.1 1.0 307.4043 Other (Main) Exterior 665.2 PASS

6A06 1.87 1 0 0.01 0.1 1.0 275.1684 Other (Main) Exterior 665.2 PASS

6A07 2.45 1 0 0.01 0.1 1.0 247.6867 Other (Main) Exterior 665.2 PASS

6A08 1.53 1 0 0.02 0.1 1.0 161.8461 Other (Roof) Exterior 443.5 PASS

6B01 1.32 1 0 0.14 0.2 1.0 333.1019 2 Opp (Main) Interior 831.6 PASS

6B02 1.34 1 0 0.15 0.2 1.0 313.4034 2 Opp (Main) Interior 831.6 PASS

6B03 1.34 1 0 0.15 0.2 1.0 311.5452 2 Opp (Main) Interior 831.6 PASS

6B04 1.69 1 0 0.17 0.2 1.0 272.7417 2 Opp (Main) Interior 831.6 PASS

6B05 1 69 . 1 0 0 15 . 0 2. 1 0. 254 2773 254.2773 2 Opp (Main) 2 Opp (Main) Interior Interior 831 6. PASS

6B06 1.69 1 0 0.12 0.2 1.0 245.1504 2 Opp (Main) Interior 831.6 PASS

6B07 1.98 1 0 0.08 0.1 1.0 261.3192 2 Opp (Main) Interior 831.6 PASS

6B08 1.11 0.5 0.5 0.07 0.1 1.0 188.5971 2 Opp (Roof) Interior 665.2 PASS

6C01 1.34 1 0 0.12 0.2 1.0 326.5103 2 Opp (Main) Interior 831.6 PASS

6C02 1.34 1 0 0.13 0.2 1.0 318.7567 2 Opp (Main) Interior 831.6 PASS

6C03 1.34 1 0 0.12 0.2 1.0 311.5656 2 Opp (Main) Interior 831.6 PASS

6C04 1.69 1 0 0.14 0.2 1.0 272.9039 2 Opp (Main) Interior 831.6 PASS

6C05 1.69 1 0 0.13 0.2 1.0 254.0147 2 Opp (Main) Interior 831.6 PASS

6C06 1.69 1 0 0.10 0.2 1.0 245.1651 2 Opp (Main) Interior 831.6 PASS

6C07 1 98 . 1 0 0 07 . 0 1. 1 0. 261 323 261.323 2 Opp (Main) 2 Opp (Main) Interior Interior 831 6. PASS

6C08 1.11 0.5 0.5 0.07 0.1 1.0 188.5971 2 Opp (Roof) Interior 665.2 PASS

6D01 1.34 1 0 0.12 0.2 1.0 323.7672 2 Opp (Main) Interior 831.6 PASS

6D02 1.34 1 0 0.14 0.2 1.0 313.3216 2 Opp (Main) Interior 831.6 PASS

6D03 1.34 1 0 0.13 0.2 1.0 311.5578 2 Opp (Main) Interior 831.6 PASS

6D04 1.69 1 0 0.14 0.2 1.0 272.4791 2 Opp (Main) Interior 831.6 PASS

6D05 1.69 1 0 0.13 0.2 1.0 253.9141 2 Opp (Main) Interior 831.6 PASS

6D06 1.69 1 0 0.10 0.2 1.0 245.1655 2 Opp (Main) Interior 831.6 PASS

6D07 1.98 1 0 0.07 0.1 1.0 261.324 2 Opp (Main) Interior 831.6 PASS

6D08 1.11 0.5 0.5 0.06 0.1 1.0 188.6 2 Opp (Roof) Interior 665.2 PASS

6E01 1.34 1 0 0.13 0.2 1.0 341.3914 341.3914 2 Opp (Main) 2 Opp (Main) Interior Interior 831.6 PASS

6E02 1.34 1 0 0.14 0.2 1.0 323.8933 2 Opp (Main) Interior 831.6 PASS

6E03 1.34 1 0 0.14 0.2 1.0 319.034 2 Opp (Main) Interior 831.6 PASS

6E04 1.69 1 0 0.15 0.2 1.0 290.0687 2 Opp (Main) Interior 831.6 PASS

6E05 1.69 1 0 0.14 0.2 1.0 267.4509 2 Opp (Main) Interior 831.6 PASS

6E06 1.69 1 0 0.11 0.2 1.0 245.1586 2 Opp (Main) Interior 831.6 PASS

6E07 1.98 1 0 0.08 0.1 1.0 261.3217 2 Opp (Main) Interior 831.6 PASS

6E08 1.11 0.5 0.5 0.07 0.1 1.0 188.5987 2 Opp (Roof) Interior 665.2 PASS

6F01 2.42 1 0 0.12 0.1 1.0 413.6228 Other (Main) Exterior 665.2 PASS

6F02 2.42 1 0 0.13 0.1 1.0 396.9453 Other (Main) Exterior 665.2 PASS

6F03 2.42 1 0 0.12 2.42 1 0 0.12 0.1 1.0 396.9545 Other 396.9545 Other (Main) Exterior 665.2 PASS Exterior 665.2 PASS

6F04 3.05 1 0 0.14 0.2 1.0 313.3021 Other (Main) Exterior 665.2 PASS

6F05 3.05 1 0 0.12 0.1 1.0 313.341 Other (Main) Exterior 665.2 PASS

6F06 3.05 1 0 0.10 0.1 1.0 313.396 Other (Main) Exterior 665.2 PASS

6F07 3.05 1 0 0.06 0.1 1.0 313.4709 Other (Main) Exterior 665.2 PASS

6F08 1.53 1 0 0.05 0.1 1.0 271.6025 Other (Roof) Exterior 443.5 PASS

Building Fire Research Laboratory

IO LSP,NSP JOINT 1 of 1 8/9/2010

A62
National Earthquake Hazards Reduction Program

Evaluation of Reinforced Concrete Lateral

Resisting Systems using Current Performance

Based Assessment Criteria

Section 4b:  LSP Moment Frame Joint Assessment (LS)

Typical Joint Details

w 28 in, Column Dimension

Aj 784 in2

C1 1

C2 1

fc' 5000 psi, Lower Bound Compressive Strength of Concrete

fy 60 ksi, Lower Bound Reinforcing Yield Strength

fc' 7500 psi, Expected Compressive Strength of Concrete

Building Fire Research Laboratory

LS LSP,NSP JOINT 1 of 1 8/9/2010

c p p p g

fy 75 ksi, Expected Reinforcing Yield Strength

κ 1 Knowledge Factor

Joint ID ΣMnc/ΣMnb Col Beam (Vg,L + Vg,R)*h/2lc (Ve,L + Ve,R)*h/2lc J QUF (Vj

) Condition Int/Ext QCL (Vn)

(k) (k) (k) (k)

6A01 1.50 1 0 0.02 0.1 2.0 345.9189 Other (Main) Exterior 665.2 PASS

6A02 1.50 1 0 0.01 0.1 2.0 330.367 Other (Main) Exterior 665.2 PASS

6A03 1 50 1 0 0 02 0 1 2 0 324 5175 O h (M i ) E i 665 2 PASS

Linear Static Procedure

Offset Rigidities Joint Shear Joint Shear

Acceptence

6A03 1.50 1 0 0.02 0.1 2.0 324.5175 Other (Main) Exterior 665.2 PASS

6A04 1.86 1 0 0.01 0.1 2.0 329.7532 Other (Main) Exterior 665.2 PASS

6A05 1.87 1 0 0.01 0.1 2.0 307.4511 Other (Main) Exterior 665.2 PASS

6A06 1.87 1 0 0.01 0.1 2.0 275.2145 Other (Main) Exterior 665.2 PASS

6A07 2.45 1 0 0.01 0.1 2.0 247.7316 Other (Main) Exterior 665.2 PASS

6A08 1.53 1 0 0.01 0.1 2.0 161.9028 Other (Roof) Exterior 443.5 PASS

6B01 1.32 1 0 0.19 0.3 2.0 333.1118 2 Opp (Main) Interior 831.6 PASS

6B02 1.34 1 0 0.20 0.3 2.0 313.421 2 Opp (Main) Interior 831.6 PASS

6B03 1.34 1 0 0.19 0.3 2.0 311.5697 2 Opp (Main) Interior 831.6 PASS

6B04 1.69 1 0 0.21 0.3 2.0 272.7894 2 Opp (Main) Interior 831.6 PASS

6B05 1 69 . 1 0 0 17 . 0 2. 2 0. 254 3521 254.3521 2 Opp (Main) 2 Opp (Main) Interior Interior 831 6. PASS

6B06 1.69 1 0 0.12 0.2 2.0 245.2394 2 Opp (Main) Interior 831.6 PASS

6B07 1.98 1 0 0.07 0.1 2.0 261.3978 2 Opp (Main) Interior 831.6 PASS

6B08 1.11 0.5 0.5 0.06 0.1 2.0 188.6772 2 Opp (Roof) Interior 665.2 PASS

6C01 1.34 1 0 0.15 0.3 2.0 326.5467 2 Opp (Main) Interior 831.6 PASS

6C02 1.34 1 0 0.17 0.3 2.0 318.7918 2 Opp (Main) Interior 831.6 PASS

6C03 1.34 1 0 0.16 0.3 2.0 311.6103 2 Opp (Main) Interior 831.6 PASS

6C04 1.69 1 0 0.17 0.3 2.0 272.9774 2 Opp (Main) Interior 831.6 PASS

6C05 1.69 1 0 0.14 0.2 2.0 254.1021 2 Opp (Main) Interior 831.6 PASS

6C06 1.69 1 0 0.10 0.2 2.0 245.2579 2 Opp (Main) Interior 831.6 PASS

6C07 1 98 . 1 0 0 07 . 0 1. 2 0. 261 4018 261.4018 2 Opp (Main) 2 Opp (Main) Interior Interior 831 6. PASS

6C08 1.11 0.5 0.5 0.06 0.1 2.0 188.6781 2 Opp (Roof) Interior 665.2 PASS

6D01 1.34 1 0 0.16 0.3 2.0 323.7986 2 Opp (Main) Interior 831.6 PASS

6D02 1.34 1 0 0.18 0.3 2.0 313.3505 2 Opp (Main) Interior 831.6 PASS

6D03 1.34 1 0 0.17 0.3 2.0 311.5964 2 Opp (Main) Interior 831.6 PASS

6D04 1.69 1 0 0.17 0.3 2.0 272.5521 2 Opp (Main) Interior 831.6 PASS

6D05 1.69 1 0 0.14 0.2 2.0 254.0015 2 Opp (Main) Interior 831.6 PASS

6D06 1.69 1 0 0.10 0.2 2.0 245.2584 2 Opp (Main) Interior 831.6 PASS

6D07 1.98 1 0 0.06 0.1 2.0 261.4027 2 Opp (Main) Interior 831.6 PASS

6D08 1.11 0.5 0.5 0.06 0.1 2.0 188.6809 2 Opp (Roof) Interior 665.2 PASS

6E01 1.34 1 0 0.16 0.3 2.0 341.4208 341.4208 2 Opp (Main) 2 Opp (Main) Interior Interior 831.6 PASS

6E02 1.34 1 0 0.18 0.3 2.0 323.9227 2 Opp (Main) Interior 831.6 PASS

6E03 1.34 1 0 0.17 0.3 2.0 319.0726 2 Opp (Main) Interior 831.6 PASS

6E04 1.69 1 0 0.18 0.3 2.0 290.1365 2 Opp (Main) Interior 831.6 PASS

6E05 1.69 1 0 0.15 0.2 2.0 267.5355 2 Opp (Main) Interior 831.6 PASS

6E06 1.69 1 0 0.11 0.2 2.0 245.2506 2 Opp (Main) Interior 831.6 PASS

6E07 1.98 1 0 0.07 0.1 2.0 261.399 2 Opp (Main) Interior 831.6 PASS

6E08 1.11 0.5 0.5 0.07 0.1 2.0 188.6762 2 Opp (Roof) Interior 665.2 PASS

6F01 2.42 1 0 0.17 0.2 2.0 413.6071 Other (Main) Exterior 665.2 PASS

6F02 2.42 1 0 0.18 0.2 2.0 396.9378 Other (Main) Exterior 665.2 PASS

6F03 2.42 1 0 0.17 2.42 1 0 0.17 0.2 2.0 396.9543 Other 396.9543 Other (Main) Exterior 665.2 PASS Exterior 665.2 PASS

6F04 3.05 1 0 0.18 0.2 2.0 313.3175 Other (Main) Exterior 665.2 PASS

6F05 3.05 1 0 0.14 0.2 2.0 313.3804 Other (Main) Exterior 665.2 PASS

6F06 3.05 1 0 0.10 0.1 2.0 313.4496 Other (Main) Exterior 665.2 PASS

6F07 3.05 1 0 0.06 0.1 2.0 313.5118 Other (Main) Exterior 665.2 PASS

6F08 1.53 1 0 0.05 0.1 2.0 271.6332 Other (Roof) Exterior 443.5 PASS

Building Fire Research Laboratory

LS LSP,NSP JOINT 1 of 1 8/9/2010

A63
National Earthquake Hazards Reduction Program

Evaluation of Reinforced Concrete Lateral

Resisting Systems using Current Performance

Based Assessment Criteria

Section 4c:  LSP Moment Frame Joint Assessment (CP)

Typical Joint Details

w 28 in, Column Dimension

Aj 784 in2

C1 1

C2 1

fc' 5000 psi, Lower Bound Compressive Strength of Concrete

fy 60 ksi, Lower Bound Reinforcing Yield Strength

f ' 00 i d C i S h f C

Building Fire Research Laboratory

CP LSP,NSP JOINT 1 of 1 8/9/2010

fc' 7500 psi, Expected Compressive Strength of Concrete

fy 75 ksi, Expected Reinforcing Yield Strength

κ 1 Knowledge Factor

Joint ID ΣMnc/ΣMnb Col Beam (Vg,L + Vg,R)*h/2lc (Ve,L + Ve,R)*h/2lc J QUF (Vj

) Condition Int/Ext QCL (Vn)

(k) (k) (k) (k)

6A01 1.50 1 0 0.02 0.1 2.0 345.9129 Other (Main) Exterior 665.2 PASS

Linear Static Procedure

Offset Rigidities Joint Shear Joint Shear

Acceptence

6A01 1.50 1 0 0.02 0.1 2.0 345.9129 Other (Main) Exterior 665.2 PASS

6A02 1.50 1 0 0.02 0.1 2.0 330.3592 Other (Main) Exterior 665.2 PASS

6A03 1.50 1 0 0.02 0.1 2.0 324.5079 Other (Main) Exterior 665.2 PASS

6A04 1.86 1 0 0.02 0.2 2.0 329.7419 Other (Main) Exterior 665.2 PASS

6A05 1.87 1 0 0.01 0.1 2.0 307.4433 Other (Main) Exterior 665.2 PASS

6A06 1.87 1 0 0.01 0.1 2.0 275.21 Other (Main) Exterior 665.2 PASS

6A07 2.45 1 0 0.01 0.1 2.0 247.7316 Other (Main) Exterior 665.2 PASS

6A08 1.53 1 0 0.01 0.1 2.0 161.9033 Other (Roof) Exterior 443.5 PASS

6B01 1.32 1 0 0.21 0.3 2.0 333.0807 2 Opp (Main) Interior 831.6 PASS

6B02 1.34 1 0 0.23 0.3 2.0 313.3753 2 Opp (Main) Interior 831.6 PASS

6B03 1.34 1 0 0.23 0.3 2.0 311.5179 2 Opp ( )Main Interior 831.6 PASS

6B04 1.69 1 0 0.25 0.3 2.0 272.7292 2 Opp (Main) Interior 831.6 PASS

6B05 1.69 1 0 0.19 0.3 2.0 254.3103 2 Opp (Main) Interior 831.6 PASS

6B06 1.69 1 0 0.13 0.2 2.0 245.2144 2 Opp (Main) Interior 831.6 PASS

6B07 1.98 1 0 0.07 0.1 2.0 261.3937 2 Opp (Main) Interior 831.6 PASS

6B08 1.11 0.5 0.5 0.07 0.1 2.0 188.6734 2 Opp (Roof) Interior 665.2 PASS

6C01 1.34 1 0 0.17 0.3 2.0 326.5037 2 Opp (Main) Interior 831.6 PASS

6C02 1.34 1 0 0.20 0.3 2.0 318.7418 2 Opp (Main) Interior 831.6 PASS

6C03 1.34 1 0 0.18 0.3 2.0 311.566 2 Opp (Main) Interior 831.6 PASS

6C04 1 69 . 1 0 0 19 . 0 3. 2 0. 272 9306 272.9306 2 Opp (Main) 2 Opp (Main) Interior Interior 831 6. PASS

6C05 1.69 1 0 0.16 0.3 2.0 254.0675 2 Opp (Main) Interior 831.6 PASS

6C06 1.69 1 0 0.11 0.2 2.0 245.2359 2 Opp (Main) Interior 831.6 PASS

6C07 1.98 1 0 0.07 0.1 2.0 261.3978 2 Opp (Main) Interior 831.6 PASS

6C08 1.11 0.5 0.5 0.06 0.1 2.0 188.6742 2 Opp (Roof) Interior 665.2 PASS

6D01 1.34 1 0 0.19 0.3 2.0 323.7525 2 Opp (Main) Interior 831.6 PASS

6D02 1.34 1 0 0.21 0.3 2.0 313.2984 2 Opp (Main) Interior 831.6 PASS

6D03 1.34 1 0 0.20 0.3 2.0 311.5487 2 Opp (Main) Interior 831.6 PASS

6D04 1.69 1 0 0.19 0.3 2.0 272.5051 2 Opp (Main) Interior 831.6 PASS

6D05 1.69 1 0 0.16 0.3 2.0 253.9668 2 Opp (Main) Interior 831.6 PASS

6D06 1.69 1 0 0.11 0.2 2.0 245.2365 2 Opp (Main) Interior 831.6 PASS

6D07 1.98 1 0 0.07 0.1 2.0 261.3988 2 Opp (Main) Interior 831.6 PASS

6D08 1.11 0.5 0.5 0.06 0.1 2.0 188.677 2 Opp (Roof) Interior 665.2 PASS

6E01 1.34 1 0 0.19 0.3 2.0 341.3792 2 Opp (Main) Interior 831.6 PASS

6E02 1.34 1 0 0.21 0.3 2.0 323.8724 2 Opp (Main) Interior 831.6 PASS

6E03 1.34 1 0 0.20 0.3 2.0 319.0258 2 Opp (Main) Interior 831.6 PASS

6E04 1.69 1 0 0.21 0.3 2.0 290.0861 2 Opp (Main) Interior 831.6 PASS

6E05 1.69 1 0 0.17 0.3 2.0 267.4987 2 Opp (Main) Interior 831.6 PASS

6E06 1.69 1 0 0.12 0.2 2.0 245.2275 2 Opp (Main) Interior 831.6 PASS

6E07 1 98 . 1 0 0 07 . 0 1. 2 0. 261 3949 261.3949 2 Opp (Main) 2 Opp (Main) Interior Interior 831 6. PASS

6E08 1.11 0.5 0.5 0.07 0.1 2.0 188.6722 2 Opp (Roof) Interior 665.2 PASS

6F01 2.42 1 0 0.19 0.2 2.0 413.5835 Other (Main) Exterior 665.2 PASS

6F02 2.42 1 0 0.20 0.2 2.0 396.901 Other (Main) Exterior 665.2 PASS

6F03 2.42 1 0 0.20 0.2 2.0 396.9106 Other (Main) Exterior 665.2 PASS

6F04 3.05 1 0 0.22 0.2 2.0 313.2663 Other (Main) Exterior 665.2 PASS

6F05 3.05 1 0 0.17 0.2 2.0 313.3451 Other (Main) Exterior 665.2 PASS

6F06 3.05 1 0 0.11 0.1 2.0 313.4284 Other (Main) Exterior 665.2 PASS

6F07 3.05 1 0 0.06 0.1 2.0 313.5078 Other (Main) Exterior 665.2 PASS

6F08 1.53 1 0 0.05 6F08 1.53 1 0 0.05 0.1 2.0 271.6291 Other 271.6291 Other (Roof) Exterior 443.5 PASS Exterior 443.5 PASS

Building Fire Research Laboratory

CP LSP,NSP JOINT 1 of 1 8/9/2010

A64
National Earthquake Hazards Reduction Program

Section 5a: LSP & NSP Shear Wall Assessment (IO)

Typical Wall Propertiesfc' 5000 psi, Lower Bound Concrete Compressive Strength

fy 60 ksi, Lower Bound Reinforcing Steel Yield Strength

fu 90 ksi, Lower Bound Reinforcing Steel Ultimate Strength

fc' 7500 psi, Expected Concrete Compressive Strength

fy 75 ksi, Expected Reinforcing Steel Yield Strength

fu 112.5 ksi, Expected Reinforcing Steel Ultimate Strength

tw 16 in, Shear Wall Thickness

hw 106 ft, Shear Wall Height

lw 22.33 ft, Shear wall Length

Slender Wall Slenderness (ASCE 41‐06 Section C6.7.1)

w 28 in, Boundary Element Width

Ag 4960 kips, Nominal Axial Capacity (No Eccentricity, Concrete Only)

κ 1.0 Knowledge Factor

C1 1.0

C2 1.0

Exterior Shear Wall

Level Elev hseg PDES,MAX PDES,MIN MDES,MAX Size Spc Size Spc Ast1 Size Spc Confined? PCL PCE ΦAXIAL P>.35Po?2 sh > 18"?2 sv > 18"?2 Mn,P=04,5 VDES VMAX6 

(ft) (ft) (kips) (kips) (k‐ft) (in) (in) (in2) (in) (kips) (kips) (k‐ft) (kips) (kips) 

Level 08 106 13 111.7 80.6 5402.2 #5 18.0 #5 18.0 6.32 #5 4.0 YES 18217.5 27245.7 0.669 NO NO NO 23270.4 415.6 151.3 

Level 07 93 13 248.7 165.7 15632.6 #5 15.0 #5 15.0 6.32 #5 4.0 YES 18217.5 27245.7 0.669 NO NO NO 25170.5 787.0 151.3 Level 06 80 13 385.8 250.8 29830.9 #5 15.0 #5 15.0 6.32 #5 4.0 YES 18217.5 27245.7 0.669 NO NO NO 25170.5 1092.2 151.3 

Level 05 67 13 522.8 336.0 47178.0 #5 15.0 #5 15.0 6.32 #5 4.0 YES 18217.5 27245.7 0.669 NO NO NO 25170.5 1334.4 151.3 Level 04 54 13 659.9 421.1 66902.3 #5 15.0 #5 15.0 12.64 #5 4.0 YES 18517.0 27614.3 0.671 NO NO NO 40400.4 1517.2 151.3 

Level 03 41 13 796.9 506.2 88286.6 #5 15.0 #5 15.0 12.64 #5 4.0 YES 18517.0 27614.3 0.671 NO NO NO 40400.4 1645.0 151.3 Level 02 28 13 934.0 591.3 110680.8 #5 15.0 #5 15.0 20.32 #5 4.0 YES 18880.9 28062.3 0.673 NO NO NO 52017.3 1722.6 151.3 

Level 01 15 15 1074.6 679.4 137046.6 #5 10.0 #5 10.0 29.32 #5 4.0 YES 19307.4 28587.3 0.675 NO NO NO 65401.3 1757.7 174.6 

Interior Shear Wall

Horiz Reinf Vert Reinf Boundary Element EffectivenessHoriz Reinf Vert Reinf Boundary Element Effectiveness

Building Fire Research LaboratoryIO LSP,NSP SW 1 of 2 

Level Elev hseg PDES,MAX PDES,MIN MDES,MAX Size Spc Size Spc Ast1 Size Spc Confined? PCL PCE ΦAXIAL P>.35Po?2 sh > 18"?2 sv > 18"?2 Mn,P=04,5 VDES VMAX6 

(ft) (ft) (kips) (kips) (k‐ft) (in) (in) (in2) (in) (kips) (kips) (k‐ft) (kips) (kips) 

Level 08 106 13 190.2 134.1 4986.2 #5 18.0 #5 18.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NO 32018.5 383.6 89.8 Level 07 93 13 426.7 273.5 14428.9 #5 18.0 #5 18.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NO 32018.5 726.4 89.8 Level 06 80 13 663.1 413.0 27533.9 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NO 33870.6 1008.1 89.8 Level 05 67 13 899.6 552.4 43545.3 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NO 33870.6 1231.6 89.8 Level 04 54 13 1136.0 691.9 61750.8 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NO 33870.6 1400.4 89.8 

Level 03 41 13 1372.5 831.3 81488.6 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NO 33870.6 1518.3 89.8 Level 02 28 13 1608.9 970.8 102158.4 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NO 33870.6 1590.0 89.8 Level 01 15 15 1849.0 1113.2 126494.1 #5 15.0 #5 10.0 15.24 #5 5.0 YES 18640.2 27766.0 0.671 NO NO NO 38815.0 1622.4 103.6 

1. Area of Longitudinal Steel in Boundary Elements

2. If "NO", Shear Wall may not be taken as effective in resisting seismic forces per ASCE 41‐06 Section 6.7.1.1

3. Nominal Moment Capacity taken from PCA Column Analysis corresponding to minimum design Axial Load

4. Nominal Moment Capacity at P=0 taken from PCA Column Analysis, including only boundary reinforcing.   Φ = 1.0, and expected strengths are used.

5. Nominal Moment Capacity at P=0 is not required to exceed Moment Demand, as the compressive force is assumed to be 0 and therefore no interaction effects are taken into account.

6. Maximum shear force calculated based on nominal flexural capacity of base of wall.

7. Wall is considered controlled by flexure if the maximum shear force value is less than the nominal shear capacity. This indicates that the wall will fail in flexure prior to reaching the shear capacity.

Horiz Reinf Vert Reinf Boundary Element Effectiveness

Building Fire Research LaboratoryIO LSP,NSP SW 1 of 2 

A65
National Earthquake Hazards Reduction Program

IO LS CP IO LS CP

DCRMAX DCRMIN

(rad) (rad) (rad)

0.111 0.112 PASS PASS PASS 0 0 0 PASS PASS PASS0.283 0.291 PASS PASS PASS 0 0 0 PASS PASS PASS0.514 0.539 PASS PASS PASS 0 0 0 PASS PASS PASS0.776 0.827 PASS PASS PASS 0 0.000628 0.001557 PASS PASS PASS0.715 0.752 PASS PASS PASS 0 0 0 PASS PASS PASS0.918 0.975 PASS PASS PASS 0.002879 0.005502 0.007161 PASS PASS PASS0.910 0.961 PASS PASS PASS 0 0.001483 0.003534 PASS PASS PASS

1.075 1.130 FAIL FAIL PASS 0 0 0 PASS PASS PASS

IO LS CP IO LS CP

Linear Static Procedure NSP (IO, LS, and CP)

Axial‐Flexural

Acceptance

Ail Fl l

Shear

Acceptance

Sh

Hinge Rotation Hinge Acceptance

Building Fire Research LaboratoryIO LSP,NSP SW 2 of 2 

IO LS CP IO LS CP

DCRMAX DCRMIN

(rad) (rad) (rad)

0.074 0.075 PASS PASS PASS 0 0 0 PASS PASS PASS0.199 0.208 PASS PASS PASS 0 0 0 PASS PASS PASS0.341 0.363 PASS PASS PASS 0 0 0 PASS PASS PASS0.510 0.554 PASS PASS PASS 0 0 0 PASS PASS PASS0.686 0.759 PASS PASS PASS 0 0 0 PASS PASS PASS0.862 0.969 PASS PASS PASS 0 0 0.00046 PASS PASS PASS1.035 1.181 FAIL FAIL PASS 0.00221 0.003867 0.005177 PASS PASS PASS1.325 1.511 FAIL FAIL PASS 0.000671 0.002613 0.004256 PASS PASS PASS

Axial‐Flexural

Acceptance

Shear

Acceptance Hinge Rotation Hinge Acceptance

Building Fire Research LaboratoryIO LSP,NSP SW 2 of 2 

A66
National Earthquake Hazards Reduction Program

Section 5b: LSP Shear Wall Assessment (LS)

Typical Wall Propertiesfc' 5000 psi, Lower Bound Concrete Compressive Strength

fy 60 ksi, Lower Bound Reinforcing Steel Yield Strength

fu 90 ksi, Lower Bound Reinforcing Steel Ultimate Strength

fc' 7500 psi, Expected Concrete Compressive Strength

fy 75 ksi, Expected Reinforcing Steel Yield Strength

fu 112.5 ksi, Expected Reinforcing Steel Ultimate Strength

tw 16 in, Shear Wall Thickness

hw 106 ft, Shear Wall Height

lw 22.33 ft, Shear wall Length

Slender Wall Slenderness (ASCE 41‐06 Section C6.7.1)

w 28 in, Boundary Element Width

Ag 4960 kips, Nominal Axial Capacity (No Eccentricity, Concrete Only)

κ 1.0 Knowledge FactorC1 1.0

C2 1.0

Exterior Shear Wall

Level Elev hseg PDES,MAX PDES,MIN MDES,MAX Size Spc Size Spc Ast1 Size Spc Confined? PCL PCE ΦAXIAL P>.35Po?2 sh > 18"?2 sv > 18"?2 Mn,P=04,5 VDES 

(ft) (ft) (kips) (kips) (k‐ft) (in) (in) (in2) (in) (kips) (kips) (k‐ft) (kips) 

Level 08 106 13 111.7 80.6 9402.6 #5 18.0 #5 18.0 6.32 #5 4.0 YES 18217.5 27245.7 0.669 NO NO NO 23270.4 723.3 

Level 07 93 13 248.7 165.7 27215.5 #5 15.0 #5 15.0 6.32 #5 4.0 YES 18217.5 27245.7 0.669 NO NO NO 25170.5 1370.2 

Level 06 80 13 385.8 250.8 51944.1 #5 15.0 #5 15.0 6.32 #5 4.0 YES 18217.5 27245.7 0.669 NO NO NO 25170.5 1902.2 Level 05 67 13 522.8 336.0 82164.4 #5 15.0 #5 15.0 6.32 #5 4.0 YES 18217.5 27245.7 0.669 NO NO NO 25170.5 2324.6 

Level 04 54 13 659.9 421.1 116532.0 #5 15.0 #5 15.0 12.64 #5 4.0 YES 18517.0 27614.3 0.671 NO NO NO 40400.4 2643.7 

Level 03 41 13 796.9 506.2 153796.0 #5 15.0 #5 15.0 12.64 #5 4.0 YES 18517.0 27614.3 0.671 NO NO NO 40400.4 2866.5 

Level 02 28 13 934.0 591.3 192820.5 #5 15.0 #5 15.0 20.32 #5 4.0 YES 18880.9 28062.3 0.673 NO NO NO 52017.3 3001.9 Level 01 15 15 1074.6 679.4 238762.9 #5 10.0 #5 10.0 29.32 #5 4.0 YES 19307.4 28587.3 0.675 NO NO NO 65401.3 3062.8 

Interior Shear Wall

Level Elev hseg PDES,MAX PDES,MIN MDES,MAX Size Spc Size Spc Ast1 Size Spc Confined? PCL PCE ΦAXIAL P>.35Po?2 sh > 18"?2 sv > 18"?2 Mn,P=04,5 VDES 

(ft) (ft) (kips) (kips) (k‐ft) (in) (in) (in2) (in) (kips) (kips) (k‐ft) (kips) 

Level 08 106 13 190.2 134.1 8699.5 #5 18.0 #5 18.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NO 32018.5 669.2 

Level 07 93 13 426.7 273.5 25174.2 #5 18.0 #5 18.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NO 32018.5 1267.3 

Level 06 80 13 663.1 413.0 48038.6 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NO 33870.6 1758.8 

Level 05 67 13 899.6 552.4 75973.8 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NO 33870.6 2148.9 Level 04 54 13 1136.0 691.9 107737.0 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NO 33870.6 2443.3 Level 03 41 13 1372.5 831.3 142173.6 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NO 33870.6 2649.0 

Level 02 28 13 1608.9 970.8 178236.4 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NO 33870.6 2774.1 

Level 01 15 15 1849.0 1113.2 220695.0 #5 15.0 #5 10.0 15.24 #5 5.0 YES 18640.2 27766.0 0.671 NO NO NO 38815.0 2830.6 

1. Area of Longitudinal Steel in Boundary Elements

2. If "NO", Shear Wall may not be taken as effective in resisting seismic forces per ASCE 41‐06 Section 6.7.1.1

3. Nominal Moment Capacity taken from PCA Column Analysis corresponding to minimum design Axial Load

4. Nominal Moment Capacity at P=0 taken from PCA Column Analysis, including only boundary reinforcing. Φ = 1.0, and expected strengths are used.

5. Nominal Moment Capacity at P=0 is not required to exceed Moment Demand, as the compressive force is assumed to be 0 and therefore no interaction effects are taken into account.

6. Maximum shear force caculated based on nominal flexural capacity of base of wall.7. Wall is considered controlled by flexure if the maximum shear force value is less than the nominal shear capacity. This indicates that the wall will fail in flexure prior to reaching the shear capacity.

Horiz Reinf Vert Reinf Boundary Element Effectiveness

Horiz Reinf Vert Reinf Boundary Element Effectiveness

Building Fire Research LaboratoryLS LSP,NSP SW 1 of 2 

A67
National Earthquake Hazards Reduction Program

MDES/m DCRMAX DCRMIN

(k‐ft)

2350.6 0.092 0.094 PASS PASS PASS

7276.0 0.241 0.255 PASS PASS PASS

17314.7 0.527 0.574 PASS PASS PASS

27388.1 0.770 0.859 PASS PASS PASS38844.0 0.733 0.801 PASS PASS PASS

51265.3 0.923 1.022 PASS FAIL PASS64334.5 0.926 1.018 PASS FAIL PASS79587.6 0.934 1.018 PASS FAIL PASS

MDES/m DCRMAX DCRMIN

(k‐ft)

2174.9 0.061 0.063 PASS PASS PASS6438.1 0.159 0.172 PASS PASS PASS

15497.9 0.331 0.369 PASS PASS PASS25324.6 0.494 0.567 PASS PASS PASS

35912.3 0.645 0.758 PASS PASS PASS47391.2 0.790 0.948 PASS PASS PASS59620.6 0.929 1.133 PASS FAIL PASS

73565.0 1.005 1.224 FAIL FAIL PASS

Axial‐Flexure Shear

Acceptance

Shear

Acceptance

Axial‐Flexural

Acceptance

Axial‐Flexural

Acceptance

Building Fire Research LaboratoryLS LSP,NSP SW 2 of 2 

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National Earthquake Hazards Reduction Program

Section 5c: LSP Shear Wall Assessment (CP)

Typical Wall Propertiesfc' 5000 psi, Lower Bound Concrete Compressive Strength

fy 60 ksi, Lower Bound Reinforcing Steel Yield Strength

fu 90 ksi, Lower Bound Reinforcing Steel Ultimate Strength

fc' 7500 psi, Expected Concrete Compressive Strength

fy 75 ksi, Expected Reinforcing Steel Yield Strength

fu 112.5 ksi, Expected Reinforcing Steel Ultimate Strength

tw 16 in, Shear Wall Thickness

hw 106 ft, Shear Wall Height

lw 22.33 ft, Shear wall Length

Slender Wall Slenderness (ASCE 41‐06 Section C6.7.1)

w 28 in, Boundary Element WidthAg 4960 kips, Nominal Axial Capacity (No Eccentricity, Concrete Only)

κ 1.0 Knowledge FactorC1 1.0

C2 1.0

Exterior Shear Wall

Level Elev hseg PDES,MAX PDES,MIN MDES,MAX Size Spc Size Spc Ast1 Size Spc Confined? PCL PCE ΦAXIAL P>.35Po?2 sh > 18"?2 sv > 18"?2 Mn,P=04,5 VDES 

(ft) (ft) (kips) (kips) (k‐ft) (in) (in) (in2) (in) (kips) (kips) (k‐ft) (kips) 

Level 08 106 13 111.7 80.6 13222.0 #5 18.0 #5 18.0 6.32 #5 4.0 YES 18217.5 27245.7 0.669 NO NO NO 23270.4 1017.1 Level 07 93 13 248.7 165.7 38270.6 #5 15.0 #5 15.0 6.32 #5 4.0 YES 18217.5 27245.7 0.669 NO NO NO 25170.5 1926.8 Level 06 80 13 385.8 250.8 73044.2 #5 15.0 #5 15.0 6.32 #5 4.0 YES 18217.5 27245.7 0.669 NO NO NO 25170.5 2674.9 Level 05 67 13 522.8 336.0 115540.2 #5 15.0 #5 15.0 6.32 #5 4.0 YES 18217.5 27245.7 0.669 NO NO NO 25170.5 3268.9 Level 04 54 13 659.9 421.1 163868.1 #5 15.0 #5 15.0 12.64 #5 4.0 YES 18517.0 27614.3 0.671 NO NO NO 40400.4 3717.5 Level 03 41 13 796.9 506.2 216269.0 #5 15.0 #5 15.0 12.64 #5 4.0 YES 18517.0 27614.3 0.671 NO NO NO 40400.4 4030.8 Level 02 28 13 934.0 591.3 271145.4 #5 15.0 #5 15.0 20.32 #5 4.0 YES 18880.9 28062.3 0.673 NO NO NO 52017.3 4221.3 Level 01 15 15 1074.6 679.4 335750.0 #5 10.0 #5 10.0 29.32 #5 4.0 YES 19307.4 28587.3 0.675 NO NO NO 65401.3 4307.0 

Interior Shear Wall

Horiz Reinf Vert Reinf Boundary Element Effectiveness

Horiz Reinf Vert Reinf Boundary Element Effectiveness

Building Fire Research LaboratoryCP LSP,NSP SW 1 of 2 

Level Elev hseg PDES,MAX PDES,MIN MDES,MAX Size Spc Size Spc Ast1 Size Spc Confined? PCL PCE ΦAXIAL P>.35Po?2 sh > 18"?2 sv > 18"?2 Mn,P=04,5 VDES 

(ft) (ft) (kips) (kips) (k‐ft) (in) (in) (in2) (in) (kips) (kips) (k‐ft) (kips) 

Level 08 106 13 190.2 134.1 12233.3 #5 18.0 #5 18.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NO 32018.5 941.0 Level 07 93 13 426.7 273.5 35400.2 #5 18.0 #5 18.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NO 32018.5 1782.1 Level 06 80 13 663.1 413.0 67552.2 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NO 33870.6 2473.2 Level 05 67 13 899.6 552.4 106834.9 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NO 33870.6 3021.7 Level 04 54 13 1136.0 691.9 151500.6 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NO 33870.6 3435.8 Level 03 41 13 1372.5 831.3 199925.5 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NO 33870.6 3725.0 Level 02 28 13 1608.9 970.8 250637.2 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NO 33870.6 3900.9 Level 01 15 15 1849.0 1113.2 310342.8 #5 15.0 #5 10.0 15.24 #5 5.0 YES 18640.2 27766.0 0.671 NO NO NO 38815.0 3980.4 

1. Area of Longitudinal Steel in Boundary Elements

2. If "NO", Shear Wall may not be taken as effective in resisting seismic forces per ASCE 41‐06 Section 6.7.1.1

3. Nominal Moment Capacity taken from PCA Column Analysis corresponding to minimum design Axial Load

4. Nominal Moment Capacity at P=0 taken from PCA Column Analysis, including only boundary reinforcing. Φ = 1.0, and expected strengths are used.

5. Nominal Moment Capacity at P=0 is not required to exceed Moment Demand, as the compressive force is assumed to be 0 and therefore no interaction effects are taken into account.6. Maximum shear force caculated based on nominal flexural capacity of base of wall.7. Wall is considered controlled by flexure if the maximum shear force value is less than the nominal shear capacity. This indicates that the wall will fail in flexure prior to reaching the shear capacity.

y

Building Fire Research LaboratoryCP LSP,NSP SW 1 of 2 

A69
National Earthquake Hazards Reduction Program

MDES/m DCRMAX DCRMIN

(k‐ft)

2203.7 0.086 0.088 PASS PASS PASS9567.6 0.317 0.336 PASS PASS PASS

18261.0 0.556 0.605 PASS PASS PASS28885.0 0.812 0.907 PASS PASS PASS40967.0 0.773 0.845 PASS PASS PASS54067.2 0.974 1.079 PASS FAIL PASS67858.8 0.978 1.074 PASS FAIL PASS81393.9 0.934 1.018 PASS FAIL PASS

Shear

Acceptance

Axial‐Flexural Shear

Axial‐Flexure Axial‐Flexural

Acceptance

Building Fire Research LaboratoryCP LSP,NSP SW 2 of 2 

MDES/m DCRMAX DCRMIN

(k‐ft)

2038.9 0.057 0.059 PASS PASS PASS8586.8 0.212 0.229 PASS PASS PASS

16888.0 0.361 0.402 PASS PASS PASS26708.7 0.521 0.597 PASS PASS PASS37875.1 0.680 0.799 PASS PASS PASS49981.4 0.833 0.999 PASS PASS PASS62906.8 0.979 1.195 PASS FAIL PASS75234.6 1.029 1.252 FAIL FAIL PASS

Axial Flexural

Acceptance

Shear

Acceptance

Building Fire Research LaboratoryCP LSP,NSP SW 2 of 2 

A70
National Earthquake Hazards Reduction Program

Section 6a: LDP (Response Spectrum) Moment Frame Beam Assessment (IO)

Typical Beam Properties

bw 24 in, Beam Stem Width

h 32 in, Beam Heightbe 27 in, Effective Beam Flange Extension

β1 0.8

c 1.5 in, Cover

#4 Size of Transverse Reinforcing (Hinge Zone)

3 Number of Legs in Transverse Reinforcing (Hinge Zone)

fc' 5000 psi, Lower Bound Compressive Strength (ASCE 41‐06 Table 6‐3)

fy 60 ksi, Lower Bound Yield Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐2)

fu 90 ksi, Lower Bound Ultimate Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐2)

fc' 7500 psi, Expected Compressive Strength (ASCE 41‐06 Table 6‐4)

fy 75 ksi, Expected Yield Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐4)

fu 113 ksi, Expected Ultimate Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐4)

κ 1 Knowledge Factor (ASCE 41‐06 2.2.6.4)C1 1

C2 1BEAM ID (ρL‐ρ')/ρbal (ρM‐ρ')/ρbal (ρR‐ρ')/ρbal (ρL‐ρ')/ρbal (ρR‐ρ')/ρbal VDES,left VDES,middle VDES,right V/bwdfc'1/2 V/bwdfc'1/2 V/bwdfc'1/2 sh,L sh,R Conform? Conform? QUD,left QUD,middle QUD,right QUD,left QUD,right 

(kips) (kips) (kips) left middle right (in) (in) (k‐in) (k‐in) (k‐in) (k‐in) (k‐in) 

60101 4 #8 3 #8 3 #9 5 #9 5 #9 0.1331 0.0998 0.1266 0.2110 0.2110 127.6 102.9 128.9 2.5551 2.0553 2.5796 7 7 C C 16690 1387 15595 18604 17849 60102 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 122.3 96.3 122.2 2.4477 1.9226 2.4464 7 7 C C 15025 915 15177 17228 17361 60103 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 123.4 97.4 123.4 2.4699 1.9459 2.4699 7 7 C C 15293 845 15293 17481 17481 60104 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 122.2 96.3 122.3 2.4464 1.9237 2.4477 7 7 C C 15177 915 15025 17361 17228 60105 3 #9 3 #8 4 #8 5 #9 5 #9 0.1266 0.0998 0.1331 0.2110 0.2110 128.9 101.9 127.6 2.5796 2.0348 2.5551 7 7 C C 15595 1387 16690 17849 18604 60201 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 127.1 101.4 127.2 2.5448 2.0263 2.5458 7 7 C C 16339 1218 15640 18436 17757 60202 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 124.1 98.4 124.1 2.4844 1.9655 2.4850 7 7 C C 15374 930 15552 17536 17722 60203 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 125.5 99.8 125.5 2.5132 1.9936 2.5132 7 7 C C 15698 837 15698 17867 17867 60204 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 124.1 98.4 124.1 2.4850 1.9650 2.4844 7 7 C C 15552 930 15374 17722 17536 60205 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 127.2 101.4 127.1 2.5458 2.0251 2.5448 7 7 C C 15640 1218 16339 17757 18436 60301 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 120.3 94.5 120.2 2.4089 1.8873 2.4057 7 7 C C 15249 1286 14451 17363 16526 60302 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 116.7 90.9 116.7 2.3351 1.8164 2.3356 7 7 C C 14133 932 14316 16296 16486 60303 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 118.1 92.4 118.1 2.3642 1.8450 2.3642 7 7 C C 14463 837 14463 16632 16632 60304 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 116.7 90.9 116.7 2.3356 1.8160 2.3351 7 7 C C 14316 932 14133 16486 16296 60305 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 120.2 94.6 120.3 2.4057 1.8896 2.4089 7 7 C C 14451 1286 15249 16526 17363 60401 3 #8 3 #8 3 #8 4 #9 5 #8 0.0998 0.0998 0.0998 0.1688 0.1664 112.1 85.9 111.5 2.2431 1.7158 2.2277 7 7 C C 13802 1264 13085 15968 15113 60402 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 107.4 81.7 107.5 2.1454 1.6324 2.1465 7 7 C C 12691 849 12696 14848 14868 60403 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 107.4 81.7 107.4 2.1462 1.6321 2.1462 7 7 C C 12694 837 12694 14863 14863 60404 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 107.5 81.7 107.4 2.1465 1.6315 2.1454 7 7 C C 12696 849 12691 14868 14848 60405 3 #8 3 #8 3 #8 5 #8 4 #9 0.0998 0.0998 0.0998 0.1664 0.1688 111.5 86.3 112.1 2.2277 1.7241 2.2431 7 7 C C 13085 1264 13802 15113 15968 60501 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 100.7 74.4 99.9 2.0120 1.4852 1.9962 7 7 C C 11832 1210 11250 14035 13243 60502 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 97.0 71.4 97.1 1.9385 1.4257 1.9399 7 7 C C 10972 848 10979 13126 13152 60503 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 97.1 71.4 97.1 1.9398 1.4257 1.9398 7 7 C C 10979 837 10979 13148 13148 60504 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 97.1 71.3 97.0 1.9399 1.4246 1.9385 7 7 C C 10979 848 10972 13152 13126 60505 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 99.9 75.0 100.7 1.9962 1.4978 2.0120 7 7 C C 11250 1210 11832 13243 14035 60601 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 88.0 61.5 87.1 1.7578 1.2291 1.7394 7 7 C C 9659 1166 9181.6 11874 11153 60602 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 85.0 59.4 85.1 1.6987 1.1860 1.7001 7 7 C C 8982 847 8984 11136 11157 60603 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 85.1 59.3 85.1 1.6993 1.1852 1.6993 7 7 C C 8980 837 8979.8 11148 11148 60604 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 85.1 59.3 85.0 1.7001 1.1849 1.6987 7 7 C C 8984 847 8981.6 11157 11136 60605 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 87.1 62.3 88.0 1.7394 1.2437 1.7578 7 7 C C 9182 1166 9659.1 11153 11874 60701 3 #8 3 #8 3 #8 3 #9 3 #9 0.0998 0.0998 0.0998 0.1266 0.1266 72.0 45.2 70.8 1.4423 0.9037 1.4165 7 7 C C 6856 1066 6610.9 9143 8544 60702 3 #8 3 #8 3 #8 3 #9 3 #9 0.0998 0.0998 0.0998 0.1266 0.1266 70.2 44.6 70.3 1.4053 0.8900 1.4072 7 7 C C 6528 845 6515.8 8676 8691 60703 3 #8 3 #8 3 #8 3 #9 3 #9 0.0998 0.0998 0.0998 0.1266 0.1266 70.2 44.4 70.2 1.4046 0.8874 1.4046 7 7 C C 6505 837 6505 8674 8673.8 60704 3 #8 3 #8 3 #8 3 #9 3 #9 0.0998 0.0998 0.0998 0.1266 0.1266 70.3 44.5 70.2 1.4072 0.8883 1.4053 7 7 C C 6516 845 6527.6 8691 8675.6 60705 3 #8 3 #8 3 #8 3 #9 3 #9 0.0998 0.0998 0.0998 0.1266 0.1266 70.8 46.3 72.0 1.4165 0.9250 1.4423 7 7 C C 6611 1066 6856 8544 9142.7 60801 3 #8 3 #8 3 #8 3 #8 3 #8 0.0998 0.0998 0.0998 0.0998 0.0998 47.0 25.8 46.6 0.9383 0.5153 0.9309 7 7 C C 3728 932 3363.7 5491 5062.7 60802 3 #8 3 #8 3 #8 3 #8 3 #8 0.0998 0.0998 0.0998 0.0998 0.0998 45.6 24.7 45.7 0.9106 0.4934 0.9125 7 7 C C 3308 697 3303.9 5138 5156.9 60803 3 #8 3 #8 3 #8 3 #8 3 #8 0.0998 0.0998 0.0998 0.0998 0.0998 45.6 24.6 45.6 0.9106 0.4915 0.9106 7 7 C C 3296 682 3295.6 5144 5143.9 60804 3 #8 3 #8 3 #8 3 #8 3 #8 0.0998 0.0998 0.0998 0.0998 0.0998 45.7 24.6 45.6 0.9125 0.4921 0.9106 7 7 C C 3304 697 3307.9 5157 5138.3 60805 3 #8 3 #8 3 #8 3 #8 3 #8 0.0998 0.0998 0.0998 0.0998 0.0998 46.6 26.0 47.0 0.9309 0.5192 0.9383 7 7 C C 3364 932 3728.3 5063 5491.3 

Parameters Below Assume that 0<ρ/ρbal<.5, and

Transverse Reinforcing Conforms. Check these

values prior to using this portion of the table

Existing Beam Reinforcing M+ M‐ M+ M‐ 

Left

M+ M‐

Middle RightLeftRight

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Middle Right Left Right QG,left QG,right QE,left QE,right Jleft Jright κQCL,left κQCL,right Left Right

(k) (k) (k) (k) (k) (k)

PASS PASS PASS PASS 25.4 26.6 97.3 97.3 1.00 1.00 151.4 151.4 PASS PASSPASS PASS PASS PASS 26.0 25.9 91.6 91.6 1.00 1.00 151.4 151.4 PASS PASSPASS PASS PASS PASS 26.0 26.0 92.7 92.7 1.00 1.00 151.4 151.4 PASS PASSPASS PASS PASS PASS 25.9 26.0 91.6 91.6 1.00 1.00 151.4 151.4 PASS PASSPASS PASS PASS PASS 26.6 25.4 97.3 97.3 1.00 1.00 151.4 151.4 PASS PASSPASS PASS PASS PASS 25.7 25.8 96.5 96.5 1.00 1.00 151.4 151.4 PASS PASSPASS PASS PASS PASS 25.7 25.8 93.6 93.6 1.00 1.00 151.4 151.4 PASS PASSPASS PASS PASS PASS 25.7 25.7 95.0 95.0 1.00 1.00 151.4 151.4 PASS PASSPASS PASS PASS PASS 25.8 25.7 93.6 93.6 1.00 1.00 151.4 151.4 PASS PASSPASS PASS PASS PASS 25.8 25.7 96.5 96.5 1.00 1.00 151.4 151.4 PASS PASSPASS PASS PASS PASS 25.8 25.7 89.9 89.9 1.00 1.00 151.4 151.4 PASS PASSPASS PASS PASS PASS 25.7 25.8 86.5 86.5 1.00 1.00 151.4 151.4 PASS PASSPASS PASS PASS PASS 25.7 25.7 87.9 87.9 1.00 1.00 151.4 151.4 PASS PASSPASS PASS PASS PASS 25.8 25.7 86.5 86.5 1.00 1.00 151.4 151.4 PASS PASSPASS PASS PASS PASS 25.7 25.8 89.9 89.9 1.00 1.00 151.4 151.4 PASS PASSPASS PASS PASS PASS 26.0 25.5 81.9 81.9 1.00 1.00 151.4 151.7 PASS PASSPASS PASS PASS PASS 25.7 25.8 77.7 77.7 1.00 1.00 151.7 151.7 PASS PASSPASS PASS PASS PASS 25.7 25.7 77.7 77.7 1.00 1.00 151.7 151.7 PASS PASSPASS PASS PASS PASS 25.8 25.7 77.7 77.7 1.00 1.00 151.7 151.7 PASS PASSPASS PASS PASS PASS 25.5 26.0 81.9 81.9 1.00 1.00 151.7 151.4 PASS PASSPASS PASS PASS PASS 26.1 25.3 71.0 71.0 1.00 1.00 151.7 151.7 PASS PASSPASS PASS PASS PASS 25.7 25.8 67.9 67.9 1.00 1.00 151.7 151.7 PASS PASSPASS PASS PASS PASS 25.7 25.7 67.9 67.9 1.00 1.00 151.7 151.7 PASS PASSPASS PASS PASS PASS 25.8 25.7 67.9 67.9 1.00 1.00 151.7 151.7 PASS PASSPASS PASS PASS PASS 25.3 26.1 71.0 71.0 1.00 1.00 151.7 151.7 PASS PASSPASS PASS PASS PASS 26.2 25.3 58.8 58.8 1.00 1.00 151.7 151.7 PASS PASSPASS PASS PASS PASS 25.7 25.8 56.5 56.5 1.00 1.00 151.7 151.7 PASS PASSPASS PASS PASS PASS 25.7 25.7 56.5 56.5 1.00 1.00 151.7 151.7 PASS PASSPASS PASS PASS PASS 25.8 25.7 56.5 56.5 1.00 1.00 151.7 151.7 PASS PASSPASS PASS PASS PASS 25.3 26.2 58.8 58.8 1.00 1.00 151.7 151.7 PASS PASSPASS PASS PASS PASS 26.4 25.1 43.5 43.5 1.00 1.00 151.4 151.4 PASS PASSPASS PASS PASS PASS 25.7 25.8 42.3 42.3 1.00 1.00 151.4 151.4 PASS PASSPASS PASS PASS PASS 25.7 25.7 42.3 42.3 1.00 1.00 151.4 151.4 PASS PASSPASS PASS PASS PASS 25.8 25.7 42.3 42.3 1.00 1.00 151.4 151.4 PASS PASSPASS PASS PASS PASS 25.1 26.4 43.5 43.5 1.00 1.00 151.4 151.4 PASS PASSPASS PASS PASS PASS 21.2 20.8 24.6 24.6 1.00 1.00 151.7 151.7 PASS PASSPASS PASS PASS PASS 20.9 21.0 23.5 23.5 1.00 1.00 151.7 151.7 PASS PASSPASS PASS PASS PASS 21.0 21.0 23.4 23.4 1.00 1.00 151.7 151.7 PASS PASSPASS PASS PASS PASS 21.0 20.9 23.5 23.5 1.00 1.00 151.7 151.7 PASS PASSPASS PASS PASS PASS 20.8 21.2 24.6 24.6 1.00 1.00 151.7 151.7 PASS PASS

Beam Shear

M+ M‐ Acceptence

eam Flexure Acceptence

Building Fire Research LaboratoryIO LDP BEAM 2 of 2 

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National Earthquake Hazards Reduction Program

Section 6b: LDP (Response Spectrum) Moment Frame Beam Assessment (LS)

Typical Beam Properties

bw 24 in, Beam Stem Width

h 32 in, Beam Heightbe 27 in, Effective Beam Flange Extension

β1 0.8

c 1.5 in, Cover

#4 Size of Transverse Reinforcing (Hinge Zone)

3 Number of Legs in Transverse Reinforcing (Hinge Zone)

fc' 5000 psi, Lower Bound Compressive Strength (ASCE 41‐06 Table 6‐3)

fy 60 ksi, Lower Bound Yield Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐2)

fu 90 ksi, Lower Bound Ultimate Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐2)

fc' 7500 psi, Expected Compressive Strength (ASCE 41‐06 Table 6‐4)

fy 75 ksi, Expected Yield Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐4)

fu 113 ksi, Expected Ultimate Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐4)

κ 1 Knowledge Factor (ASCE 41‐06 2.2.6.4)

C1 1

C2 1BEAM ID (ρL‐ρ')/ρbal (ρM‐ρ')/ρbal (ρR‐ρ')/ρbal (ρL‐ρ')/ρbal (ρR‐ρ')/ρbal VDES,left VDES,middle VDES,right V/bwdfc'1/2 V/bwdfc'1/2 V/bwdfc'1/2 sh,L sh,R Conform? Conform? QUD,left QUD,middle QUD,right QUD,left QUD,right mκQCE,left mκQCE,m

(kips) (kips) (kips) left middle right (in) (in) (k‐in) (k‐in) (k‐in) (k‐in) (k‐in) (k‐in) (k‐in

60101 4 #8 3 #8 3 #9 5 #9 5 #9 0.1331 0.0998 0.1266 0.2110 0.2110 203.8 179.0 205.0 4.0793 3.5762 4.1038 7 7 C C 29686 1743.13 27878 31599 30133 29786 254660102 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 193.9 167.9 193.9 3.8823 3.3541 3.8810 7 7 C C 26868 968.486 27127 29071 29311 29499 264660103 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 195.9 169.9 195.9 3.9216 3.3944 3.9216 7 7 C C 27331 845.062 27331 29519 29519 29285 262860104 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 193.9 168.0 193.9 3.8810 3.3552 3.8823 7 7 C C 27127 968.486 26868 29311 29071 29506 264560105 3 #9 3 #8 4 #8 5 #9 5 #9 0.1266 0.0998 0.1331 0.2110 0.2110 205.0 178.0 203.8 4.1038 3.5557 4.0793 7 7 C C 27878 1743.13 29686 30133 31599 28294 255560201 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 202.6 176.9 202.7 4.0562 3.5345 4.0573 7 7 C C 29128 1474.09 27918 31225 30035 28553 256560202 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 197.4 171.6 197.4 3.9507 3.4286 3.9513 7 7 C C 27466 997.33 27778 29627 29949 29127 261260203 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 199.9 174.1 199.9 4.0007 3.4778 4.0007 7 7 C C 28033 837.108 28033 30202 30202 28855 259060204 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 197.4 171.6 197.4 3.9513 3.4281 3.9507 7 7 C C 27778 997.33 27466 29949 29627 29124 261360205 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 202.7 176.9 202.6 4.0573 3.5333 4.0562 7 7 C C 27918 1474.09 29128 30035 31225 28547 256560301 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 190.7 164.8 190.5 3.8172 3.2926 3.8140 7 7 C C 27229 1587.75 25828 29342 27904 29853 267460302 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 184.3 158.6 184.4 3.6899 3.1683 3.6904 7 7 C C 25299 1002.01 25620 27462 27790 30546 273060303 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 186.9 161.1 186.9 3.7405 3.2182 3.7405 7 7 C C 25876 837.311 25876 28044 28044 30271 270760304 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 184.4 158.6 184.3 3.6904 3.1679 3.6899 7 7 C C 25620 1002.01 25299 27790 27462 30543 273060305 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 190.5 165.0 190.7 3.8140 3.2948 3.8172 7 7 C C 25828 1587.75 27229 27904 29342 29871 267360401 3 #8 3 #8 3 #8 4 #9 5 #8 0.0998 0.0998 0.0998 0.1688 0.1664 176.1 149.9 175.6 3.5251 2.9951 3.5069 7 7 C C 24718 1549.1 23430 26885 25459 25694 280560402 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 168.2 142.5 168.3 3.3599 2.8469 3.3610 7 7 C C 22779 856.144 22794 24937 24965 26438 280560403 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 168.3 142.5 168.3 3.3609 2.8468 3.3609 7 7 C C 22788 837.144 22788 24957 24957 26434 280560404 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 168.3 142.5 168.2 3.3610 2.8460 3.3599 7 7 C C 22794 856.144 22779 24965 24937 26433 280560405 3 #8 3 #8 3 #8 5 #8 4 #9 0.0998 0.0998 0.0998 0.1664 0.1688 175.6 150.4 176.1 3.5069 3.0033 3.5251 7 7 C C 23430 1549.1 24718 25459 26885 25776 280460501 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 156.3 129.9 155.5 3.1212 2.5944 3.1054 7 7 C C 21296 1456.15 20222 23498 22215 27513 280560502 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 150.2 124.5 150.2 2.9994 2.4866 3.0007 7 7 C C 19783 853.353 19801 21937 21974 28059 280560503 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 150.3 124.5 150.3 3.0012 2.4871 3.0012 7 7 C C 19799 837.133 19799 21968 21968 28054 280560504 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 150.2 124.4 150.2 3.0007 2.4855 2.9994 7 7 C C 19801 853.353 19783 21974 21937 28056 280560505 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 155.5 130.5 156.3 3.1054 2.6070 3.1212 7 7 C C 20222 1456.15 21296 22215 23498 27584 280560601 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 134.0 107.5 133.1 2.6767 2.1479 2.6583 7 7 C C 17506 1377.35 16606 19721 18578 28059 280560602 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 129.2 103.5 129.3 2.5809 2.0682 2.5824 7 7 C C 16310 851.192 16319 18464 18492 28059 280560603 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 129.2 103.5 129.2 2.5814 2.0673 2.5814 7 7 C C 16311 837.142 16311 18479 18479 28059 280560604 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 129.3 103.5 129.2 2.5824 2.0671 2.5809 7 7 C C 16319 851.192 16310 18492 18464 28059 280560605 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 133.1 108.3 134.0 2.6583 2.1625 2.6767 7 7 C C 16606 1377.35 17506 18578 19721 28059 280560701 3 #8 3 #8 3 #8 3 #9 3 #9 0.0998 0.0998 0.0998 0.1266 0.1266 106.0 79.2 104.7 2.1218 1.5818 2.0960 7 7 C C 12634 1209.21 12102 14920 14036 28059 280560702 3 #8 3 #8 3 #8 3 #9 3 #9 0.0998 0.0998 0.0998 0.1266 0.1266 103.3 77.6 103.4 2.0676 1.5509 2.0695 7 7 C C 12020 848.066 12008 14168 14183 28059 280560703 3 #8 3 #8 3 #8 3 #9 3 #9 0.0998 0.0998 0.0998 0.1266 0.1266 103.2 77.5 103.2 2.0657 1.5470 2.0657 7 7 C C 11987 837.096 11987 14156 14156 28059 280560704 3 #8 3 #8 3 #8 3 #9 3 #9 0.0998 0.0998 0.0998 0.1266 0.1266 103.4 77.6 103.3 2.0695 1.5492 2.0676 7 7 C C 12008 848.066 12020 14183 14168 28059 280560705 3 #8 3 #8 3 #8 3 #9 3 #9 0.0998 0.0998 0.0998 0.1266 0.1266 104.7 80.3 106.0 2.0960 1.6030 2.1218 7 7 C C 12102 1209.21 12634 14036 14920 28059 280560801 3 #8 3 #8 3 #8 3 #8 3 #8 0.0998 0.0998 0.0998 0.0998 0.0998 66.1 45.0 65.8 1.3209 0.8979 1.3135 7 7 C C 7044 1068.85 6406.9 8807 8105.9 28059 280560802 3 #8 3 #8 3 #8 3 #8 3 #8 0.0998 0.0998 0.0998 0.0998 0.0998 63.9 43.0 64.0 1.2763 0.8591 1.2781 7 7 C C 6345 703.901 6343.5 8176 8196.5 28059 280560803 3 #8 3 #8 3 #8 3 #8 3 #8 0.0998 0.0998 0.0998 0.0998 0.0998 63.9 42.9 63.9 1.2754 0.8564 1.2754 7 7 C C 6328 682.091 6327.8 8176 8176.1 28059 280560804 3 #8 3 #8 3 #8 3 #8 3 #8 0.0998 0.0998 0.0998 0.0998 0.0998 64.0 42.9 63.9 1.2781 0.8577 1.2763 7 7 C C 6343 703.901 6345.4 8196 8175.8 28059 280560805 3 #8 3 #8 3 #8 3 #8 3 #8 0.0998 0.0998 0.0998 0.0998 0.0998 65.8 45.1 66.1 1.3135 0.9018 1.3209 7 7 C C 6407 1068.85 7044 8106 8806.9 28059 2805

Existing Beam Reinforcing M+ M‐ M+ M‐ M+ 

Parameters Below Assume that 0<ρ/ρbal<.5, and

Transverse Reinforcing Conforms. Check these

values prior to using this portion of the table

M+ M‐

Left Middle Right Left Right

Building Fire Research LaboratoryLS LDP BEAM 1 of 2 

A73
National Earthquake Hazards Reduction Program

QG,left QG,right QE,left QE,right Jleft Jright κQCL,left κQCL,right Left Right

(k) (k) (k) (k) (k) (k)

25.4 26.6 169.8 169.8 2.00 2.00 151.4 151.4 PASS PASS26.0 25.9 159.8 159.8 2.00 2.00 151.4 151.4 PASS PASS26.0 26.0 161.7 161.7 2.00 2.00 151.4 151.4 PASS PASS25.9 26.0 159.8 159.8 2.00 2.00 151.4 151.4 PASS PASS26.6 25.4 169.8 169.8 2.00 2.00 151.4 151.4 PASS PASS25.7 25.8 168.3 168.3 2.00 2.00 151.4 151.4 PASS PASS25.7 25.8 163.3 163.3 2.00 2.00 151.4 151.4 PASS PASS25.7 25.7 165.7 165.7 2.00 2.00 151.4 151.4 PASS PASS25.8 25.7 163.3 163.3 2.00 2.00 151.4 151.4 PASS PASS25.8 25.7 168.3 168.3 2.00 2.00 151.4 151.4 PASS PASS25.8 25.7 156.9 156.9 2.00 2.00 151.4 151.4 PASS PASS25.7 25.8 150.9 150.9 2.00 2.00 151.4 151.4 PASS PASS25.7 25.7 153.3 153.3 2.00 2.00 151.4 151.4 PASS PASS25.8 25.7 150.9 150.9 2.00 2.00 151.4 151.4 PASS PASS25.7 25.8 156.9 156.9 2.00 2.00 151.4 151.4 PASS PASS26.0 25.5 142.8 142.8 2.00 2.00 151.4 151.7 PASS PASS25.7 25.8 135.6 135.6 2.00 2.00 151.7 151.7 PASS PASS25.7 25.7 135.6 135.6 2.00 2.00 151.7 151.7 PASS PASS25.8 25.7 135.6 135.6 2.00 2.00 151.7 151.7 PASS PASS25.5 26.0 142.8 142.8 2.00 2.00 151.7 151.4 PASS PASS26.1 25.3 123.8 123.8 2.00 2.00 151.7 151.7 PASS PASS25.7 25.8 118.4 118.4 2.00 2.00 151.7 151.7 PASS PASS25.7 25.7 118.5 118.5 2.00 2.00 151.7 151.7 PASS PASS25.8 25.7 118.4 118.4 2.00 2.00 151.7 151.7 PASS PASS25.3 26.1 123.8 123.8 2.00 2.00 151.7 151.7 PASS PASS26.2 25.3 102.6 102.6 2.00 2.00 151.7 151.7 PASS PASS25.7 25.8 98.5 98.5 2.00 2.00 151.7 151.7 PASS PASS25.7 25.7 98.5 98.5 2.00 2.00 151.7 151.7 PASS PASS25.8 25.7 98.5 98.5 2.00 2.00 151.7 151.7 PASS PASS25.3 26.2 102.6 102.6 2.00 2.00 151.7 151.7 PASS PASS26.4 25.1 75.7 75.7 2.00 2.00 151.4 151.4 PASS PASS25.7 25.8 73.8 73.8 2.00 2.00 151.4 151.4 PASS PASS25.7 25.7 73.7 73.7 2.00 2.00 151.4 151.4 PASS PASS25.8 25.7 73.8 73.8 2.00 2.00 151.4 151.4 PASS PASS25.1 26.4 75.7 75.7 2.00 2.00 151.4 151.4 PASS PASS21.2 20.8 42.8 42.8 2.00 2.00 151.7 151.7 PASS PASS20.9 21.0 40.9 40.9 2.00 2.00 151.7 151.7 PASS PASS21.0 21.0 40.8 40.8 2.00 2.00 151.7 151.7 PASS PASS21.0 20.9 40.9 40.9 2.00 2.00 151.7 151.7 PASS PASS20.8 21.2 42.8 42.8 2.00 2.00 151.7 151.7 PASS PASS

Beam Shear

Acceptence

Building Fire Research LaboratoryLS LDP BEAM 2 of 2 

A74
National Earthquake Hazards Reduction Program

Section 6c: (Response Spectrum) LDP Moment Frame Beam Assessment (CP)

Typical Beam Properties

bw 24 in, Beam Stem Width

h 32 in, Beam Heightbe 27 in, Effective Beam Flange Extension

β1 0.8

c 1.5 in, Cover

#4 Size of Transverse Reinforcing (Hinge Zone)

3 Number of Legs in Transverse Reinforcing (Hinge Zone)

fc' 5000 psi, Lower Bound Compressive Strength (ASCE 41‐06 Table 6‐3)

fy 60 ksi, Lower Bound Yield Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐2)

fu 90 ksi, Lower Bound Ultimate Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐2)

fc' 7500 psi, Expected Compressive Strength (ASCE 41‐06 Table 6‐4)

fy 75 ksi, Expected Yield Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐4)

fu 113 ksi, Expected Ultimate Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐4)

κ 1 Knowledge Factor (ASCE 41‐06 2.2.6.4)

C1 1

C2 1BEAM ID (ρL‐ρ')/ρbal (ρM‐ρ')/ρbal (ρR‐ρ')/ρbal (ρL‐ρ')/ρbal (ρR‐ρ')/ρbal VDES,left VDES,middle VDES,right sh,L sh,R Conform? Conform? QUD,left QUD,middle QUD,right QUD,left QUD,right mκQCE,left 

(kips) (kips) (kips) (in) (in) mleft mmiddle mright mleft mright (k‐in) (k‐in) (k‐in) (k‐in) (k‐in) (k‐in) 

60101 4 #8 3 #8 3 #9 5 #9 5 #9 0.1331 0.0998 0.1266 0.2110 0.2110 276.1 251.4 277.3 7 7 C C 4.12 4.65 4.12 3.92 3.90 42031 2081.35 39548 43945 41803 28467 60102 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 262.0 236.0 262.0 7 7 C C 4.37 4.92 4.38 4.12 4.12 38120 1019.53 38481 40323 40665 28629 60103 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 264.8 238.8 264.8 7 7 C C 4.33 4.87 4.33 4.08 4.08 38768 845.062 38768 40957 40957 28327 60104 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 262.0 236.1 262.0 7 7 C C 4.38 4.91 4.37 4.12 4.12 38481 1019.53 38120 40665 40323 28636 60105 3 #9 3 #8 4 #8 5 #9 5 #9 0.1266 0.0998 0.1331 0.2110 0.2110 277.3 250.3 276.1 7 7 C C 4.12 4.67 4.12 3.90 3.92 39548 2081.35 42031 41803 43945 26962 60201 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 274.5 248.8 274.5 7 7 C C 4.17 4.69 4.17 3.94 3.94 41297 1717.51 39601 43394 41718 27274 60202 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 267.1 241.3 267.1 7 7 C C 4.29 4.82 4.29 4.05 4.05 38972 1061.67 39413 41133 41583 28082 60203 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 270.6 244.8 270.6 7 7 C C 4.23 4.76 4.23 4.00 4.00 39770 837.108 39770 41939 41939 27700 60204 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 267.1 241.3 267.1 7 7 C C 4.29 4.82 4.29 4.05 4.05 39413 1061.67 38972 41583 41133 28078 60205 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 274.5 248.7 274.5 7 7 C C 4.17 4.69 4.17 3.94 3.94 39601 1717.51 41297 41718 43394 27269 60301 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 257.5 231.6 257.3 7 7 C C 4.45 4.99 4.45 4.19 4.19 38597 1873.46 36625 40710 38700 29127 60302 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 248.6 222.9 248.6 7 7 C C 4.60 5.14 4.60 4.31 4.31 35897 1068.24 36348 38060 38518 30095 60303 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 252.1 226.4 252.1 7 7 C C 4.54 5.08 4.54 4.26 4.26 36708 837.311 36708 38876 38876 29709 60304 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 248.6 222.8 248.6 7 7 C C 4.60 5.14 4.60 4.31 4.31 36348 1068.24 35897 38518 38060 30093 60305 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 257.3 231.7 257.5 7 7 C C 4.45 4.99 4.45 4.19 4.19 36625 1873.46 38597 38700 40710 29145 60401 3 #8 3 #8 3 #8 4 #9 5 #8 0.0998 0.0998 0.0998 0.1688 0.1664 236.8 210.6 236.3 7 7 C C 4.89 5.35 4.91 4.64 4.66 35065 1819.45 33237 37232 35266 25416 60402 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 225.9 200.2 225.9 7 7 C C 5.09 5.54 5.09 4.83 4.82 32345 862.437 32367 34502 34539 26447 60403 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 225.9 200.2 225.9 7 7 C C 5.09 5.54 5.09 4.82 4.82 32359 837.144 32359 34527 34527 26442 60404 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 225.9 200.1 225.9 7 7 C C 5.09 5.54 5.09 4.82 4.83 32367 862.437 32345 34539 34502 26442 60405 3 #8 3 #8 3 #8 5 #8 4 #9 0.0998 0.0998 0.0998 0.1664 0.1688 236.3 211.1 236.8 7 7 C C 4.91 5.35 4.89 4.66 4.64 33237 1819.45 35065 35266 37232 25510 60501 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 209.0 182.7 208.2 7 7 C C 5.38 5.84 5.40 5.09 5.10 30290 1689.75 28750 32493 30743 27961 60502 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 200.6 175.0 200.7 7 7 C C 5.53 5.97 5.53 5.22 5.22 28159 858.59 28187 30313 30359 28715 60503 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 200.8 175.0 200.8 7 7 C C 5.53 5.97 5.53 5.22 5.22 28184 837.133 28184 30352 30352 28705 60504 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 200.7 174.9 200.6 7 7 C C 5.53 5.97 5.53 5.22 5.22 28187 858.59 28159 30359 30313 28709 60505 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 208.2 183.3 209.0 7 7 C C 5.40 5.83 5.38 5.10 5.09 28750 1689.75 30290 30743 32493 28032 60601 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 177.6 151.2 176.7 7 7 C C 5.93 6.38 5.94 5.58 5.59 24950 1577.6 23650 27165 25621 30785 60602 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 171.1 145.4 171.2 7 7 C C 6.04 6.40 6.04 5.68 5.68 23263 855.463 23279 25417 25452 31372 60603 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 171.1 145.4 171.1 7 7 C C 6.04 6.40 6.04 5.68 5.68 23266 837.142 23266 25435 25435 31370 60604 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 171.2 145.4 171.1 7 7 C C 6.04 6.40 6.04 5.68 5.68 23279 855.463 23263 25452 25417 31365 60605 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 176.7 151.9 177.6 7 7 C C 5.94 6.37 5.93 5.59 5.58 23650 1577.6 24950 25621 27165 30868 60701 3 #8 3 #8 3 #8 3 #9 3 #9 0.0998 0.0998 0.0998 0.1266 0.1266 137.8 110.9 136.5 7 7 C C 6.40 6.40 6.40 6.24 6.24 18040 1342.85 17241 20326 19174 33254 60702 3 #8 3 #8 3 #8 3 #9 3 #9 0.0998 0.0998 0.0998 0.1266 0.1266 134.3 108.6 134.4 7 7 C C 6.40 6.40 6.40 6.24 6.24 17166 850.713 17153 19314 19329 33254 60703 3 #8 3 #8 3 #8 3 #9 3 #9 0.0998 0.0998 0.0998 0.1266 0.1266 134.1 108.4 134.1 7 7 C C 6.40 6.40 6.40 6.24 6.24 17123 837.096 17123 19291 19291 33254 60704 3 #8 3 #8 3 #8 3 #9 3 #9 0.0998 0.0998 0.0998 0.1266 0.1266 134.4 108.6 134.3 7 7 C C 6.40 6.40 6.40 6.24 6.24 17153 850.713 17166 19329 19314 33254 60705 3 #8 3 #8 3 #8 3 #9 3 #9 0.0998 0.0998 0.0998 0.1266 0.1266 136.5 112.0 137.8 7 7 C C 6.40 6.40 6.40 6.24 6.24 17241 1342.85 18040 19174 20326 33254 60801 3 #8 3 #8 3 #8 3 #8 3 #8 0.0998 0.0998 0.0998 0.0998 0.0998 83.8 62.6 83.4 7 7 C C 6.40 6.40 6.40 6.40 6.40 10095 1194.19 9207.7 11858 10907 33254 60802 3 #8 3 #8 3 #8 3 #8 3 #8 0.0998 0.0998 0.0998 0.0998 0.0998 80.8 59.9 80.9 7 7 C C 6.40 6.40 6.40 6.40 6.40 9152 710.504 9150.8 10982 11004 33254 60803 3 #8 3 #8 3 #8 3 #8 3 #8 0.0998 0.0998 0.0998 0.0998 0.0998 80.7 59.7 80.7 7 7 C C 6.40 6.40 6.40 6.40 6.40 9127 682.091 9127.1 10975 10975 33254 60804 3 #8 3 #8 3 #8 3 #8 3 #8 0.0998 0.0998 0.0998 0.0998 0.0998 80.9 59.8 80.8 7 7 C C 6.40 6.40 6.40 6.40 6.40 9151 710.504 9151.8 11004 10982 33254 60805 3 #8 3 #8 3 #8 3 #8 3 #8 0.0998 0.0998 0.0998 0.0998 0.0998 83.4 62.8 83.8 7 7 C C 6.40 6.40 6.40 6.40 6.40 9208 1194.19 10095 10907 11858 33254 

Existing Beam Reinforcing M+ M‐ M+ M‐ 

Parameters Below Assume that 0<ρ/ρbal<.5, and

Transverse Reinforcing Conforms. Check these

values prior to using this portion of the table

M+ M‐ M+ M‐

Left Middle Right Left Right

Building Fire Research LaboratoryCP LDP BEAM 1 of 2 

A75
National Earthquake Hazards Reduction Program

Left Right QG,left QG,right QE,left QE,right Jleft Jright κQCL,left κQCL,right Left Right

(k) (k) (k) (k) (k) (k)

FAIL FAIL 25.4 26.6 238.6 238.6 2.00 2.00 151.4 151.4 PASS PASS

PASS PASS 26.0 25.9 224.6 224.6 2.00 2.00 151.4 151.4 PASS PASSPASS PASS 26.0 26.0 227.2 227.2 2.00 2.00 151.4 151.4 PASS PASSPASS PASS 25.9 26.0 224.6 224.6 2.00 2.00 151.4 151.4 PASS PASS

FAIL FAIL 26.6 25.4 238.6 238.6 2.00 2.00 151.4 151.4 PASS PASSFAIL FAIL 25.7 25.8 236.7 236.7 2.00 2.00 151.4 151.4 PASS PASS

PASS PASS 25.7 25.8 229.6 229.6 2.00 2.00 151.4 151.4 PASS PASSPASS PASS 25.7 25.7 232.9 232.9 2.00 2.00 151.4 151.4 PASS PASSPASS PASS 25.8 25.7 229.6 229.6 2.00 2.00 151.4 151.4 PASS PASS

FAIL FAIL 25.8 25.7 236.7 236.7 2.00 2.00 151.4 151.4 PASS PASS

PASS PASS 25.8 25.7 220.4 220.4 2.00 2.00 151.4 151.4 PASS PASSPASS PASS 25.7 25.8 212.0 212.0 2.00 2.00 151.4 151.4 PASS PASSPASS PASS 25.7 25.7 215.4 215.4 2.00 2.00 151.4 151.4 PASS PASSPASS PASS 25.8 25.7 212.0 212.0 2.00 2.00 151.4 151.4 PASS PASSPASS PASS 25.7 25.8 220.4 220.4 2.00 2.00 151.4 151.4 PASS PASSPASS PASS 26.0 25.5 200.6 200.6 2.00 2.00 151.4 151.7 PASS PASSPASS PASS 25.7 25.8 190.4 190.4 2.00 2.00 151.7 151.7 PASS PASSPASS PASS 25.7 25.7 190.5 190.5 2.00 2.00 151.7 151.7 PASS PASSPASS PASS 25.8 25.7 190.4 190.4 2.00 2.00 151.7 151.7 PASS PASSPASS PASS 25.5 26.0 200.6 200.6 2.00 2.00 151.7 151.4 PASS PASSPASS PASS 26.1 25.3 174.0 174.0 2.00 2.00 151.7 151.7 PASS PASSPASS PASS 25.7 25.8 166.5 166.5 2.00 2.00 151.7 151.7 PASS PASSPASS PASS 25.7 25.7 166.5 166.5 2.00 2.00 151.7 151.7 PASS PASSPASS PASS 25.8 25.7 166.5 166.5 2.00 2.00 151.7 151.7 PASS PASSPASS PASS 25.3 26.1 174.0 174.0 2.00 2.00 151.7 151.7 PASS PASSPASS PASS 26.2 25.3 144.1 144.1 2.00 2.00 151.7 151.7 PASS PASSPASS PASS 25.7 25.8 138.4 138.4 2.00 2.00 151.7 151.7 PASS PASSPASS PASS 25.7 25.7 138.3 138.3 2.00 2.00 151.7 151.7 PASS PASSPASS PASS 25.8 25.7 138.4 138.4 2.00 2.00 151.7 151.7 PASS PASSPASS PASS 25.3 26.2 144.1 144.1 2.00 2.00 151.7 151.7 PASS PASSPASS PASS 26.4 25.1 106.0 106.0 2.00 2.00 151.4 151.4 PASS PASSPASS PASS 25.7 25.8 103.3 103.3 2.00 2.00 151.4 151.4 PASS PASSPASS PASS 25.7 25.7 103.1 103.1 2.00 2.00 151.4 151.4 PASS PASSPASS PASS 25.8 25.7 103.3 103.3 2.00 2.00 151.4 151.4 PASS PASSPASS PASS 25.1 26.4 106.0 106.0 2.00 2.00 151.4 151.4 PASS PASSPASS PASS 21.2 20.8 59.6 59.6 2.00 2.00 151.7 151.7 PASS PASSPASS PASS 20.9 21.0 57.0 57.0 2.00 2.00 151.7 151.7 PASS PASSPASS PASS 21.0 21.0 56.8 56.8 2.00 2.00 151.7 151.7 PASS PASSPASS PASS 21.0 20.9 57.0 57.0 2.00 2.00 151.7 151.7 PASS PASSPASS PASS 20.8 21.2 59.6 59.6 2.00 2.00 151.7 151.7 PASS PASS

Beam Shear

M‐ Acceptence

ceptence

Building Fire Research LaboratoryCP LDP BEAM 2 of 2 

A76
National Earthquake Hazards Reduction Program

Section 7a: LDP (Response Spectrum) Moment Frame Column Assessment (IO)

Typical Column Propertiesw 28 in, Width of Columnc 1.5 in, Coverβ1 0.8

fc' 5000 psi, Lower Bound Compressive Strength (ASCE 41‐06 Table 6‐3)

fy 60 ksi, Lower Bound Yield Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐2)

fu 90 ksi, Lower Bound Ultimate Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐2)

fc' 7500 psi, Expected Compressive Strength (ASCE 41‐06 Table 6‐4)

fy 75 ksi, Expected Yield Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐4)

fu 112.5 ksi, Expected Ultimate Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐4)

κ 1 Knowledge Factor (ASCE 41‐06 2.2.6.4)

C1 1

C2 1η 7.195

PCA Column Models should use expected behaviours

Top Bottom Top Bottom Top Bottom Axial Top Bottom Top Bottom Top Bottom Top Bottom Top Bottom Top Bottom Top Bottom 

COL ID ln VDESIGN VDESIGN ρ PG,MAX PG,MAX PG,MIN PG,MIN QG/Agfc' x EcIg PDESIGN,MAX PDESIGN,MAX PDESIGN,MIN PDESIGN,MIN J*PDES,MAX J*PDES,MAX J*PDES,MIN J*PDES,MIN mmax mmax mmin mmin MDESIGN,MAX MDESIGN,MAX M

(in) # Size per face lspc # Spc legs # Spc legs (k) (k) (kips) (kips) (kips) (kips) (kips) (kips) (kips) (kips) (kips) (kips) (kips) (kips) (k‐ft) (k‐ft) 

6A01 148 12 #8 4 7.67 #4 3 4 #4 3 4 983.3 983.3 0.00952 443.6 454.6 306.7 315.8 0.116 0.316 983.3 994.4 ‐233.1 ‐224.0 983.3 994.4 ‐233.1 ‐224.0 1.774 1.769 2.000 2.000 498.1 1601.6 

6A02 124 12 #8 4 7.67 #4 3 4 #4 3 4 836.1 836.1 0.00952 386.2 395.5 267.2 274.8 0.101 0.301 836.1 845.4 ‐182.7 ‐175.1 836.1 845.4 ‐182.7 ‐175.1 1.830 1.826 2.000 2.000 648.0 719.3 

6A03 124 12 #8 4 7.67 #4 3 4 #4 3 4 689.0 689.0 0.00952 328.7 338.0 227.7 235.3 0.086 0.300 689.0 698.2 ‐132.5 ‐125.0 689.0 698.2 ‐132.5 ‐125.0 1.886 1.883 2.000 2.000 624.3 660.4 

6A04 124 12 #8 4 7.67 #4 3 4 #4 3 4 547.2 547.2 0.00952 271.1 280.4 188.1 195.7 0.072 0.300 547.2 556.5 ‐88.0 ‐80.4 547.2 556.5 ‐88.0 ‐80.4 1.941 1.937 2.000 2.000 605.7 620.0 

6A05 124 12 #8 4 7.67 #4 3 4 #4 3 4 412.1 412.1 0.00952 213.3 222.6 148.4 156.0 0.057 0.300 412.1 421.3 ‐50.4 ‐42.8 412.1 421.3 ‐50.4 ‐42.8 1.992 1.989 2.000 2.000 552.8 530.9 

6A06 124 12 #8 4 7.67 #4 3 4 #4 3 4 285.5 285.5 0.00952 155.3 164.6 108.7 116.3 0.042 0.300 285.5 294.7 ‐21.5 ‐13.9 285.5 294.7 ‐21.5 ‐13.9 2.000 2.000 2.000 2.000 483.8 460.6 

6A07 124 12 #8 4 7.67 #4 3 4 #4 3 4 168.3 168.3 0.00952 97.3 106.6 68.8 76.4 0.027 0.300 168.3 177.6 ‐2.1 5.5 168.3 177.6 ‐2.1 5.5 2.000 2.000 2.000 2.000 432.5 370.4 6A08 124 12 #8 4 7.67 #4 3 4 #4 3 4 65.0 65.0 0.00952 39.2 48.4 28.9 36.5 0.012 0.300 65.0 74.2 3.1 10.7 65.0 74.2 3.1 10.7 2.000 2.000 2.000 2.000 250.0 215.1 6B01 148 12 #10 4 7.49 #5 4 4 #5 5 4 763.7 763.7 0.01107 743.5 754.6 497.3 506.4 0.192 0.392 763.7 774.8 477.1 486.2 763.7 774.8 477.1 486.2 1.858 1.854 1.967 1.964 1022.3 2073.4 

6B02 124 12 #10 4 7.49 #5 4 4 #5 5 4 661.4 661.4 0.01107 646.1 655.4 432.8 440.4 0.167 0.367 661.4 670.6 417.5 425.1 661.4 670.6 417.5 425.1 1.897 1.893 1.990 1.987 1270.2 1292.1 

6B03 124 12 #10 4 7.49 #5 4 4 #5 5 4 562.8 562.8 0.01107 549.8 559.1 369.1 376.7 0.143 0.343 562.8 572.1 356.0 363.6 562.8 572.1 356.0 363.6 1.935 1.931 2.000 2.000 1188.9 1114.0 

6B04 124 12 #10 4 7.49 #5 4 4 #5 5 4 463.9 463.9 0.01107 453.6 462.9 305.4 313.0 0.118 0.318 463.9 473.2 295.1 302.7 463.9 473.2 295.1 302.7 1.972 1.969 2.000 2.000 1110.9 1037.3 

6B05 124 12 #10 4 7.49 #5 4 4 #5 4 4 364.9 364.9 0.01107 357.7 366.9 241.9 249.5 0.094 0.300 364.9 374.2 234.6 242.2 364.9 374.2 234.6 242.2 2.000 2.000 2.000 2.000 1001.4 902.0 

6B06 124 12 #10 4 7.49 #5 4 4 #5 4 4 266.9 266.9 0.01107 261.8 271.1 178.4 186.0 0.069 0.300 266.9 276.2 173.3 180.9 266.9 276.2 173.3 180.9 2.000 2.000 2.000 2.000 874.2 764.0 

6B07 124 12 #10 4 7.49 #5 4 4 #5 4 4 169.3 169.3 0.01107 166.1 175.3 115.0 122.6 0.045 0.300 169.3 178.6 111.8 119.4 169.3 178.6 111.8 119.4 2.000 2.000 2.000 2.000 724.9 592.1 

6B08 124 12 #10 4 7.49 #5 4 4 #5 4 4 72.2 72.2 0.01107 70.5 79.8 51.8 59.4 0.020 0.300 72.2 81.5 50.1 57.7 72.2 81.5 50.1 57.7 2.000 2.000 2.000 2.000 532.3 344.4 

6C01 148 12 #10 4 7.49 #5 4 4 #5 5 4 748.8 748.8 0.01107 745.2 756.3 498.2 507.3 0.193 0.393 748.8 759.9 494.6 503.7 748.8 759.9 494.6 503.7 1.863 1.859 1.961 1.957 994.1 2121.7 6C02 124 12 #10 4 7.49 #5 4 4 #5 5 4 651.0 651.0 0.01107 648.5 657.8 434.1 441.7 0.168 0.368 651.0 660.3 431.6 439.2 651.0 660.3 431.6 439.2 1.901 1.897 1.985 1.982 1267.3 1298.2 

6C03 124 12 #10 4 7.49 #5 4 4 #5 5 4 553.3 553.3 0.01107 552.2 561.5 370.4 378.0 0.143 0.343 553.3 562.6 369.4 377.0 553.3 562.6 369.4 377.0 1.938 1.935 2.000 2.000 1238.4 1150.7 

6C04 124 12 #10 4 7.49 #5 4 4 #5 5 4 456.4 456.4 0.01107 456.0 465.2 306.7 314.3 0.119 0.319 456.4 465.7 306.3 313.9 456.4 465.7 306.3 313.9 1.975 1.972 2.000 2.000 1100.9 993.7 

6C05 124 12 #10 4 7.49 #5 4 4 #5 4 4 360.0 360.0 0.01107 359.7 369.0 243.0 250.6 0.094 0.300 360.0 369.3 242.6 250.2 360.0 369.3 242.6 250.2 2.000 2.000 2.000 2.000 995.1 890.5 

6C06 124 12 #10 4 7.49 #5 4 4 #5 4 4 263.8 263.8 0.01107 263.4 272.7 179.3 186.9 0.070 0.300 263.8 273.1 178.9 186.5 263.8 273.1 178.9 186.5 2.000 2.000 2.000 2.000 870.4 752.9 

6C07 124 12 #10 4 7.49 #5 4 4 #5 4 4 167.4 167.4 0.01107 167.1 176.4 115.6 123.2 0.045 0.300 167.4 176.7 115.2 122.8 167.4 176.7 115.2 122.8 2.000 2.000 2.000 2.000 726.9 584.0 

6C08 124 12 #10 4 7.49 #5 4 4 #5 4 4 71.0 71.0 0.01107 70.8 80.0 51.9 59.4 0.020 0.300 71.0 80.3 51.6 59.2 71.0 80.3 51.6 59.2 2.000 2.000 2.000 2.000 533.8 336.8 

6D01 148 12 #10 4 7.49 #5 4 4 #5 5 4 748.8 748.8 0.01107 745.2 756.3 498.2 507.3 0.193 0.393 748.8 759.9 494.6 503.7 748.8 759.9 494.6 503.7 1.863 1.859 1.961 1.957 994.3 2121.5 

6D02 124 12 #10 4 7.49 #5 4 4 #5 5 4 651.0 651.0 0.01107 648.5 657.8 434.1 441.7 0.168 0.368 651.0 660.3 431.6 439.2 651.0 660.3 431.6 439.2 1.901 1.897 1.985 1.982 1267.2 1298.0 

6D03 124 12 #10 4 7.49 #5 4 4 #5 5 4 553.3 553.3 0.01107 552.2 561.5 370.4 378.0 0.143 0.343 553.3 562.6 369.4 377.0 553.3 562.6 369.4 377.0 1.938 1.935 2.000 2.000 1238.4 1150.8 

6D04 124 12 #10 4 7.49 #5 4 4 #5 5 4 456.4 456.4 0.01107 456.0 465.2 306.7 314.3 0.119 0.319 456.4 465.7 306.3 313.9 456.4 465.7 306.3 313.9 1.975 1.972 2.000 2.000 1100.8 993.8 

6D05 124 12 #10 4 7.49 #5 4 4 #5 4 4 360.0 360.0 0.01107 359.7 369.0 243.0 250.6 0.094 0.300 360.0 369.3 242.6 250.2 360.0 369.3 242.6 250.2 2.000 2.000 2.000 2.000 995.0 890.6 

6D06 124 12 #10 4 7.49 #5 4 4 #5 4 4 263.8 263.8 0.01107 263.4 272.7 179.3 186.9 0.070 0.300 263.8 273.1 178.9 186.5 263.8 273.1 178.9 186.5 2.000 2.000 2.000 2.000 870.3 753.1 

6D07 124 12 #10 4 7.49 #5 4 4 #5 4 4 167.4 167.4 0.01107 167.1 176.4 115.6 123.2 0.045 0.300 167.4 176.7 115.2 122.8 167.4 176.7 115.2 122.8 2.000 2.000 2.000 2.000 726.7 584.1 

6D08 124 12 #10 4 7.49 #5 4 4 #5 4 4 71.0 71.0 0.01107 70.8 80.0 51.9 59.4 0.020 0.300 71.0 80.3 51.6 59.2 71.0 80.3 51.6 59.2 2.000 2.000 2.000 2.000 533.5 337.1 

6E01 148 12 #10 4 7.49 #5 4 4 #5 5 4 763.7 763.7 0.01107 743.5 754.6 497.3 506.4 0.192 0.392 763.7 774.8 477.1 486.2 763.7 774.8 477.1 486.2 1.858 1.854 1.967 1.964 1019.2 2075.3 

6E02 124 12 #10 4 7.49 #5 4 4 #5 5 4 661.4 661.4 0.01107 646.1 655.4 432.8 440.4 0.167 0.367 661.4 670.6 417.5 425.1 661.4 670.6 417.5 425.1 1.897 1.893 1.990 1.987 1271.1 1293.5 

6E03 124 12 #10 4 7.49 #5 4 4 #5 5 4 562.8 562.8 0.01107 549.8 559.1 369.1 376.7 0.143 0.343 562.8 572.1 356.0 363.6 562.8 572.1 356.0 363.6 1.935 1.931 2.000 2.000 1191.5 1111.3 

6E04 124 12 #10 4 7.49 #5 4 4 #5 5 4 463.9 463.9 0.01107 453.6 462.9 305.4 313.0 0.118 0.318 463.9 473.2 295.1 302.7 463.9 473.2 295.1 302.7 1.972 1.969 2.000 2.000 1114.9 1033.9 

6E05 124 12 #10 4 7.49 #5 4 4 #5 4 4 364.9 364.9 0.01107 357.7 366.9 241.9 249.5 0.094 0.300 364.9 374.2 234.6 242.2 364.9 374.2 234.6 242.2 2.000 2.000 2.000 2.000 1006.9 896.9 

6E06 124 12 #10 4 7.49 #5 4 4 #5 4 4 266.9 266.9 0.01107 261.8 271.1 178.4 186.0 0.069 0.300 266.9 276.2 173.3 180.9 266.9 276.2 173.3 180.9 2.000 2.000 2.000 2.000 880.1 758.1 

6E07 124 12 #10 4 7.49 #5 4 4 #5 4 4 169.3 169.3 0.01107 166.1 175.3 115.0 122.6 0.045 0.300 169.3 178.6 111.8 119.4 169.3 178.6 111.8 119.4 2.000 2.000 2.000 2.000 732.5 585.2 

6E08 124 12 #10 4 7.49 #5 4 4 #5 4 4 72.2 72.2 0.01107 70.5 79.8 51.8 59.4 0.020 0.300 72.2 81.5 50.1 57.7 72.2 81.5 50.1 57.7 2.000 2.000 2.000 2.000 539.8 336.7 

6F01 148 12 #8 4 7.67 #4 3 4 #4 3 4 983.3 983.3 0.00952 443.6 454.6 306.7 315.8 0.116 0.316 983.3 994.4 ‐233.1 ‐224.0 983.3 994.4 ‐233.1 ‐224.0 1.774 1.769 2.000 2.000 575.9 1555.4 

6F02 124 12 #8 4 7.67 #4 3 4 #4 3 4 836.1 836.1 0.00952 386.2 395.5 267.2 274.8 0.101 0.301 836.1 845.4 ‐182.7 ‐175.1 836.1 845.4 ‐182.7 ‐175.1 1.830 1.826 2.000 2.000 739.3 614.2 

6F03 124 12 #8 4 7.67 #4 3 4 #4 3 4 689.0 689.0 0.00952 328.7 338.0 227.7 235.3 0.086 0.300 689.0 698.2 ‐132.5 ‐125.0 689.0 698.2 ‐132.5 ‐125.0 1.886 1.883 2.000 2.000 714.3 574.9 

6F04 124 12 #8 4 7.67 #4 3 4 #4 3 4 547.2 547.2 0.00952 271.1 280.4 188.1 195.7 0.072 0.300 547.2 556.5 ‐88.0 ‐80.4 547.2 556.5 ‐88.0 ‐80.4 1.941 1.937 2.000 2.000 698.4 526.7 

6F05 124 12 #8 4 7.67 #4 3 4 #4 3 4 412.1 412.1 0.00952 213.3 222.6 148.4 156.0 0.057 0.300 412.1 421.3 ‐50.4 ‐42.8 412.1 421.3 ‐50.4 ‐42.8 1.992 1.989 2.000 2.000 645.7 438.3 

6F06 124 12 #8 4 7.67 #4 3 4 #4 3 4 285.5 285.5 0.00952 155.3 164.6 108.7 116.3 0.042 0.300 285.5 294.7 ‐21.5 ‐13.9 285.5 294.7 ‐21.5 ‐13.9 2.000 2.000 2.000 2.000 581.2 364.8 

6F07 124 12 #8 4 7.67 #4 3 4 #4 3 4 168.3 168.3 0.00952 97.3 106.6 68.8 76.4 0.027 0.300 168.3 177.6 ‐2.1 5.5 168.3 177.6 ‐2.1 5.5 2.000 2.000 2.000 2.000 517.9 279.6 

6F08 124 12 #8 4 7.67 #4 3 4 #4 3 4 65.0 65.0 0.00952 39.2 48.4 28.9 36.5 0.012 0.300 65.0 74.2 3.1 10.7 65.0 74.2 3.1 10.7 2.000 2.000 2.000 2.000 383.0 103.2 None 0 0

Parameters Below Assume P/Agfc' is less than 0.6, s/d is less than or

equal to 0.5, ρ is greater than or equal to 0.006, and Vp/(Vn/κ) is less

than 0.6. Check these values prior to using this portion of the table

Yield Zone

Reinforcing

Non‐Yield Zone

Longit Reinf Reinforcing

Flexure‐Ax

Building Fire Research LaboratoryIO LDP COLUMN 1 of 2 

A77
National Earthquake Hazards Reduction Program

Bottom Top Bottom Top Bottom Top Bottom

DCRMAX DCRMIN DCRMIN Pmax Pmax Pmin Pmin κQCL,yield κQCL,non‐yield J QG QE

(k) (k) (k) (k)

0.610 0.579 1.536 PASS PASS PASS FAIL 408.0 408.0 1.0 6.00 161.7 PASS PASS0.283 0.675 0.553 PASS PASS PASS PASS 408.0 408.0 1.0 11.39 121.2 PASS PASS0.271 0.598 0.475 PASS PASS PASS PASS 408.0 408.0 1.0 10.18 114.0 PASS PASS0.268 0.544 0.406 PASS PASS PASS PASS 408.0 408.0 1.0 10.79 108.2 PASS PASS

0.243 0.476 0.320 PASS PASS PASS PASS 408.0 408.0 1.0 10.78 94.7 PASS PASS0.230 0.411 0.255 PASS PASS PASS PASS 408.0 408.0 1.0 11.18 81.5 PASS PASS0.207 0.357 0.191 PASS PASS PASS PASS 408.0 408.0 1.0 10.35 68.5 PASS PASS0.135 0.262 0.070 PASS PASS PASS PASS 408.0 408.0 1.0 13.81 38.1 PASS PASS0.668 0.350 0.711 PASS PASS PASS PASS 469.5 375.6 1.0 0.16 238.5 PASS PASS0.424 0.444 0.450 PASS PASS PASS PASS 469.5 375.6 1.0 0.02 235.0 PASS PASS0.374 0.426 0.396 PASS PASS PASS PASS 469.5 375.6 1.0 0.32 210.6 PASS PASS

0.357 0.411 0.380 PASS PASS PASS PASS 469.5 375.6 1.0 0.45 196.6 PASS PASS0.320 0.383 0.340 PASS PASS PASS PASS 469.5 469.5 1.0 0.63 173.9 PASS PASS0.285 0.346 0.297 PASS PASS PASS PASS 469.5 469.5 1.0 0.71 149.2 PASS PASS0.232 0.298 0.237 PASS PASS PASS PASS 469.5 469.5 1.0 0.85 119.8 PASS PASS0.143 0.230 0.142 PASS PASS PASS PASS 469.5 469.5 1.0 0.94 79.6 PASS PASS0.685 0.340 0.724 PASS PASS PASS PASS 469.5 375.6 1.0 0.02 240.1 PASS PASS

0.427 0.441 0.450 PASS PASS PASS PASS 469.5 375.6 1.0 0.00 234.8 PASS PASS0.387 0.440 0.407 PASS PASS PASS PASS 469.5 375.6 1.0 0.01 218.1 PASS PASS0.342 0.404 0.363 PASS PASS PASS PASS 469.5 375.6 1.0 0.01 191.4 PASS PASS

0.316 0.377 0.336 PASS PASS PASS PASS 469.5 469.5 1.0 0.01 172.3 PASS PASS0.281 0.341 0.294 PASS PASS PASS PASS 469.5 469.5 1.0 0.01 148.0 PASS PASS

0.229 0.295 0.236 PASS PASS PASS PASS 469.5 469.5 1.0 0.02 119.4 PASS PASS

0.140 0.227 0.142 PASS PASS PASS PASS 469.5 469.5 1.0 0.02 79.3 PASS PASS0.685 0.340 0.724 PASS PASS PASS PASS 469.5 375.6 1.0 0.01 240.1 PASS PASS

0.427 0.441 0.450 PASS PASS PASS PASS 469.5 375.6 1.0 0.00 234.8 PASS PASS0.387 0.440 0.407 PASS PASS PASS PASS 469.5 375.6 1.0 0.01 218.1 PASS PASS0.342 0.404 0.363 PASS PASS PASS PASS 469.5 375.6 1.0 0.01 191.4 PASS PASS

0.317 0.377 0.336 PASS PASS PASS PASS 469.5 469.5 1.0 0.02 172.3 PASS PASS0.281 0.342 0.294 PASS PASS PASS PASS 469.5 469.5 1.0 0.02 148.0 PASS PASS

0.229 0.296 0.236 PASS PASS PASS PASS 469.5 469.5 1.0 0.02 119.4 PASS PASS

0.140 0.227 0.142 PASS PASS PASS PASS 469.5 469.5 1.0 0.04 79.3 PASS PASS0.668 0.351 0.710 PASS PASS PASS PASS 469.5 375.6 1.0 0.24 238.5 PASS PASS0.425 0.443 0.450 PASS PASS PASS PASS 469.5 375.6 1.0 0.03 235.0 PASS PASS0.373 0.425 0.397 PASS PASS PASS PASS 469.5 375.6 1.0 0.19 210.6 PASS PASS0.355 0.410 0.381 PASS PASS PASS PASS 469.5 375.6 1.0 0.27 196.6 PASS PASS0.318 0.381 0.342 PASS PASS PASS PASS 469.5 469.5 1.0 0.39 173.9 PASS PASS0.282 0.344 0.299 PASS PASS PASS PASS 469.5 469.5 1.0 0.43 149.2 PASS PASS

0.230 0.295 0.240 PASS PASS PASS PASS 469.5 469.5 1.0 0.56 119.8 PASS PASS0.140 0.226 0.146 PASS PASS PASS PASS 469.5 469.5 1.0 0.53 79.6 PASS PASS0.593 0.501 1.582 PASS PASS PASS FAIL 408.0 408.0 1.0 4.02 161.7 PASS PASS0.241 0.592 0.648 PASS PASS PASS PASS 408.0 408.0 1.0 7.61 121.2 PASS PASS0.236 0.523 0.546 PASS PASS PASS PASS 408.0 408.0 1.0 6.79 114.0 PASS PASS0.228 0.472 0.478 PASS PASS PASS PASS 408.0 408.0 1.0 7.20 108.2 PASS PASS0.201 0.407 0.387 PASS PASS PASS PASS 408.0 408.0 1.0 7.17 94.7 PASS PASS0.182 0.342 0.322 PASS PASS PASS PASS 408.0 408.0 1.0 7.50 81.5 PASS PASS0.156 0.298 0.253 PASS PASS PASS PASS 408.0 408.0 1.0 6.70 68.5 PASS PASS0.065 0.171 0.146 PASS PASS PASS PASS 408.0 408.0 1.0 9.89 38.1 PASS PASS

Linear Dynamic Procedure

Yield Zone Shear

Acceptence

Non‐Yield Zone

Shear Acceptence

Shear

Flexure‐Axial Acceptence

Building Fire Research LaboratoryIO LDP COLUMN 2 of 2 

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Section 7b: LDP (Response Spectrum) Moment Frame Column Assessment (LS)

Typical Column Propertiesw 28 in, Width of Columnc 1.5 in, Coverβ1 0.8

fc' 5000 psi, Lower Bound Compressive Strength (ASCE 41‐06 Table 6‐3)

fy 60 ksi, Lower Bound Yield Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐2)

fu 90 ksi, Lower Bound Ultimate Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐2)fc' 7500 psi, Expected Compressive Strength (ASCE 41‐06 Table 6‐4)

fy 75 ksi, Expected Yield Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐4)

fu 112.5 ksi, Expected Ultimate Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐4)

κ 1 Knowledge Factor (ASCE 41‐06 2.2.6.4)C1 1

C2 1η 7.195

PCA Column Models should use expected behaviours

Top Bottom Top Bottom Top Bottom Axial Top Bottom Top Bottom Top Bottom Top Bottom Top Bottom 

COL ID ln VDESIGN VDESIGN ρ PG,MAX PG,MAX PG,MIN PG,MIN QG/Agfc' x EcIg PDESIGN,MAX PDESIGN,MAX PDESIGN,MIN PDESIGN,MIN J*PDES,MAX J*PDES,MAX J*PDES,MIN J*PDES,MIN MDESIGN,MAX MDESIGN,MAX MD

(in) # Size per face lspc # Spc legs # Spc legs (k) (k) (kips) (kips) (kips) (kips) (k) (k) (k) (k) (kips) (kips) (kips) (kips) (k‐ft) (k‐ft) (

6A01 148 12 #8 4 7.67 #4 3 4 #4 3 4 302.4 302.4 0.00952 443.6 454.6 306.7 315.8 0.116 0.316 1385.2 1396.3 ‐635.0 ‐625.9 2326.9 2337.9 ‐164.1 ‐155.1 891.7 2772.9 96A02 124 12 #8 4 7.67 #4 3 4 #4 3 4 233.7 233.7 0.00952 386.2 395.5 267.2 274.8 0.101 0.301 1171.1 1180.4 ‐517.7 ‐510.1 1956.0 1965.3 ‐125.2 ‐117.6 1157.4 1207.8 16A03 124 12 #8 4 7.67 #4 3 4 #4 3 4 219.2 219.2 0.00952 328.7 338.0 227.7 235.3 0.086 0.300 957.2 966.5 ‐400.8 ‐393.2 1585.7 1595.0 ‐86.5 ‐78.9 1115.8 1113.4 1

6A04 124 12 #8 4 7.67 #4 3 4 #4 3 4 209.1 209.1 0.00952 271.1 280.4 188.1 195.7 0.072 0.300 752.7 762.0 ‐293.5 ‐285.9 1234.4 1243.6 ‐52.7 ‐45.1 1083.9 1039.4 1

6A05 124 12 #8 4 7.67 #4 3 4 #4 3 4 184.4 184.4 0.00952 213.3 222.6 148.4 156.0 0.057 0.300 560.0 569.3 ‐198.3 ‐190.7 906.8 916.1 ‐24.9 ‐17.3 991.5 884.5 1

6A06 124 12 #8 4 7.67 #4 3 4 #4 3 4 160.6 160.6 0.00952 155.3 164.6 108.7 116.3 0.042 0.300 382.2 391.5 ‐118.2 ‐110.6 609.1 618.4 ‐4.8 2.8 872.9 760.3 9

6A07 124 12 #8 4 7.67 #4 3 4 #4 3 4 135.8 135.8 0.00952 97.3 106.6 68.8 76.4 0.027 0.300 221.0 230.3 ‐54.9 ‐47.3 344.8 354.0 7.0 14.6 779.0 604.3 86A08 124 12 #8 4 7.67 #4 3 4 #4 3 4 83.6 83.6 0.00952 39.2 48.4 28.9 36.5 0.012 0.300 84.1 93.4 ‐16.1 ‐8.5 129.1 138.4 6.4 14.0 477.4 325.2 66B01 148 12 #10 4 7.49 #5 4 4 #5 5 4 437.0 437.0 0.01107 743.5 754.6 497.3 506.4 0.192 0.392 778.8 789.8 462.0 471.1 814.1 825.1 426.7 435.8 1781.5 3617.1 16B02 124 12 #10 4 7.49 #5 4 4 #5 5 4 430.9 430.9 0.01107 646.1 655.4 432.8 440.4 0.167 0.367 672.8 682.0 406.1 413.7 699.4 708.7 379.4 387.0 2215.9 2254.5 26B03 124 12 #10 4 7.49 #5 4 4 #5 5 4 386.4 386.4 0.01107 549.8 559.1 369.1 376.7 0.143 0.343 572.6 581.8 346.3 353.9 595.3 604.6 323.6 331.1 2074.7 1941.6 26B04 124 12 #10 4 7.49 #5 4 4 #5 5 4 360.8 360.8 0.01107 453.6 462.9 305.4 313.0 0.118 0.318 471.6 480.9 287.4 295.0 489.6 498.8 269.5 277.1 1938.7 1807.5 16B05 124 12 #10 4 7.49 #5 4 4 #5 4 4 319.3 319.3 0.01107 357.7 366.9 241.9 249.5 0.094 0.300 370.3 379.6 229.2 236.8 382.9 392.2 216.6 224.2 1748.1 1571.0 16B06 124 12 #10 4 7.49 #5 4 4 #5 4 4 274.3 274.3 0.01107 261.8 271.1 178.4 186.0 0.069 0.300 270.7 280.0 169.5 177.1 279.6 288.9 160.6 168.2 1526.6 1329.7 16B07 124 12 #10 4 7.49 #5 4 4 #5 4 4 220.4 220.4 0.01107 166.1 175.3 115.0 122.6 0.045 0.300 171.7 181.0 109.4 117.0 177.4 186.7 103.7 111.3 1266.4 1028.8 16B08 124 12 #10 4 7.49 #5 4 4 #5 4 4 146.7 146.7 0.01107 70.5 79.8 51.8 59.4 0.020 0.300 73.5 82.8 48.8 56.4 76.5 85.8 45.8 53.4 929.5 595.9 96C01 148 12 #10 4 7.49 #5 4 4 #5 5 4 440.1 440.1 0.01107 745.2 756.3 498.2 507.3 0.193 0.393 751.5 762.6 492.0 501.0 757.7 768.8 485.7 494.8 1733.6 3700.6 16C02 124 12 #10 4 7.49 #5 4 4 #5 5 4 430.6 430.6 0.01107 648.5 657.8 434.1 441.7 0.168 0.368 652.9 662.1 429.8 437.4 657.2 666.5 425.4 433.0 2210.6 2264.6 2

6C03 124 12 #10 4 7.49 #5 4 4 #5 5 4 399.8 399.8 0.01107 552.2 561.5 370.4 378.0 0.143 0.343 554.1 563.4 368.6 376.2 556.0 565.3 366.7 374.3 2160.3 2006.9 2

6C04 124 12 #10 4 7.49 #5 4 4 #5 5 4 350.9 350.9 0.01107 456.0 465.2 306.7 314.3 0.119 0.319 456.7 466.0 306.0 313.6 457.4 466.7 305.3 312.9 1920.1 1733.0 16C05 124 12 #10 4 7.49 #5 4 4 #5 4 4 315.8 315.8 0.01107 359.7 369.0 243.0 250.6 0.094 0.300 360.3 369.6 242.4 250.0 361.0 370.3 241.7 249.3 1735.6 1553.2 16C06 124 12 #10 4 7.49 #5 4 4 #5 4 4 271.3 271.3 0.01107 263.4 272.7 179.3 186.9 0.070 0.300 264.1 273.4 178.6 186.2 264.8 274.0 177.9 185.5 1518.3 1313.2 16C07 124 12 #10 4 7.49 #5 4 4 #5 4 4 218.7 218.7 0.01107 167.1 176.4 115.6 123.2 0.045 0.300 167.7 176.9 115.0 122.6 168.2 177.5 114.4 122.0 1267.6 1017.7 16C08 124 12 #10 4 7.49 #5 4 4 #5 4 4 145.1 145.1 0.01107 70.8 80.0 51.9 59.4 0.020 0.300 71.1 80.4 51.5 59.1 71.5 80.8 51.1 58.7 930.0 586.3 96D01 148 12 #10 4 7.49 #5 4 4 #5 5 4 440.1 440.1 0.01107 745.2 756.3 498.2 507.3 0.193 0.393 751.5 762.6 492.0 501.0 757.7 768.8 485.7 494.8 1733.9 3700.5 16D02 124 12 #10 4 7.49 #5 4 4 #5 5 4 430.6 430.6 0.01107 648.5 657.8 434.1 441.7 0.168 0.368 652.9 662.1 429.8 437.4 657.2 666.5 425.4 433.0 2210.5 2264.4 26D03 124 12 #10 4 7.49 #5 4 4 #5 5 4 399.8 399.8 0.01107 552.2 561.5 370.4 378.0 0.143 0.343 554.1 563.4 368.6 376.2 556.0 565.3 366.7 374.3 2160.3 2007.0 26D04 124 12 #10 4 7.49 #5 4 4 #5 5 4 350.9 350.9 0.01107 456.0 465.2 306.7 314.3 0.119 0.319 456.7 466.0 306.0 313.6 457.4 466.7 305.3 312.9 1920.0 1733.1 16D05 124 12 #10 4 7.49 #5 4 4 #5 4 4 315.8 315.8 0.01107 359.7 369.0 243.0 250.6 0.094 0.300 360.3 369.6 242.4 250.0 361.0 370.3 241.7 249.3 1735.4 1553.4 16D06 124 12 #10 4 7.49 #5 4 4 #5 4 4 271.3 271.3 0.01107 263.4 272.7 179.3 186.9 0.070 0.300 264.1 273.4 178.6 186.2 264.8 274.0 177.9 185.5 1518.2 1313.4 16D07 124 12 #10 4 7.49 #5 4 4 #5 4 4 218.7 218.7 0.01107 167.1 176.4 115.6 123.2 0.045 0.300 167.7 176.9 115.0 122.6 168.2 177.5 114.4 122.0 1267.4 1017.9 16D08 124 12 #10 4 7.49 #5 4 4 #5 4 4 145.1 145.1 0.01107 70.8 80.0 51.9 59.4 0.020 0.300 71.1 80.4 51.5 59.1 71.5 80.8 51.1 58.7 929.7 586.6 96E01 148 12 #10 4 7.49 #5 4 4 #5 5 4 437.0 437.0 0.01107 743.5 754.6 497.3 506.4 0.192 0.392 778.8 789.8 462.0 471.1 814.1 825.1 426.7 435.8 1778.4 3618.9 16E02 124 12 #10 4 7.49 #5 4 4 #5 5 4 430.9 430.9 0.01107 646.1 655.4 432.8 440.4 0.167 0.367 672.8 682.0 406.1 413.7 699.4 708.7 379.4 387.0 2216.9 2255.9 26E03 124 12 #10 4 7.49 #5 4 4 #5 5 4 386.4 386.4 0.01107 549.8 559.1 369.1 376.7 0.143 0.343 572.6 581.8 346.3 353.9 595.3 604.6 323.6 331.1 2077.3 1938.9 26E04 124 12 #10 4 7.49 #5 4 4 #5 5 4 360.8 360.8 0.01107 453.6 462.9 305.4 313.0 0.118 0.318 471.6 480.9 287.4 295.0 489.6 498.8 269.5 277.1 1942.7 1804.1 16E05 124 12 #10 4 7.49 #5 4 4 #5 4 4 319.3 319.3 0.01107 357.7 366.9 241.9 249.5 0.094 0.300 370.3 379.6 229.2 236.8 382.9 392.2 216.6 224.2 1753.6 1565.9 16E06 124 12 #10 4 7.49 #5 4 4 #5 4 4 274.3 274.3 0.01107 261.8 271.1 178.4 186.0 0.069 0.300 270.7 280.0 169.5 177.1 279.6 288.9 160.6 168.2 1532.5 1323.8 16E07 124 12 #10 4 7.49 #5 4 4 #5 4 4 220.4 220.4 0.01107 166.1 175.3 115.0 122.6 0.045 0.300 171.7 181.0 109.4 117.0 177.4 186.7 103.7 111.3 1274.0 1021.8 16E08 124 12 #10 4 7.49 #5 4 4 #5 4 4 146.7 146.7 0.01107 70.5 79.8 51.8 59.4 0.020 0.300 73.5 82.8 48.8 56.4 76.5 85.8 45.8 53.4 936.9 588.2 96F01 148 12 #8 4 7.67 #4 3 4 #4 3 4 302.4 302.4 0.00952 443.6 454.6 306.7 315.8 0.116 0.316 1385.2 1396.3 ‐635.0 ‐625.9 2326.9 2337.9 ‐164.1 ‐155.1 969.4 2726.7 86F02 124 12 #8 4 7.67 #4 3 4 #4 3 4 233.7 233.7 0.00952 386.2 395.5 267.2 274.8 0.101 0.301 1171.1 1180.4 ‐517.7 ‐510.1 1956.0 1965.3 ‐125.2 ‐117.6 1248.8 1102.6 16F03 124 12 #8 4 7.67 #4 3 4 #4 3 4 219.2 219.2 0.00952 328.7 338.0 227.7 235.3 0.086 0.300 957.2 966.5 ‐400.8 ‐393.2 1585.7 1595.0 ‐86.5 ‐78.9 1205.8 1027.9 1

6F04 124 12 #8 4 7.67 #4 3 4 #4 3 4 209.1 209.1 0.00952 271.1 280.4 188.1 195.7 0.072 0.300 752.7 762.0 ‐293.5 ‐285.9 1234.4 1243.6 ‐52.7 ‐45.1 1176.6 946.1 1

6F05 124 12 #8 4 7.67 #4 3 4 #4 3 4 184.4 184.4 0.00952 213.3 222.6 148.4 156.0 0.057 0.300 560.0 569.3 ‐198.3 ‐190.7 906.8 916.1 ‐24.9 ‐17.3 1084.5 791.9 9

6F06 124 12 #8 4 7.67 #4 3 4 #4 3 4 160.6 160.6 0.00952 155.3 164.6 108.7 116.3 0.042 0.300 382.2 391.5 ‐118.2 ‐110.6 609.1 618.4 ‐4.8 2.8 970.3 664.5 8

6F07 124 12 #8 4 7.67 #4 3 4 #4 3 4 135.8 135.8 0.00952 97.3 106.6 68.8 76.4 0.027 0.300 221.0 230.3 ‐54.9 ‐47.3 344.8 354.0 7.0 14.6 864.4 513.5 7

6F08 124 12 #8 4 7.67 #4 3 4 #4 3 4 83.6 83.6 0.00952 39.2 48.4 28.9 36.5 0.012 0.300 84.1 93.4 ‐16.1 ‐8.5 129.1 138.4 6.4 14.0 610.3 213.3 4

Longit Reinf

Parameters Below Assume P/Agfc' is less than 0.6, s/d is less than or

equal to 0.5, ρ is greater than or equal to 0.006, and Vp/(Vn/κ) is less

than 0.6. Check these values prior to using this portion of the table

Flexure‐Axi

Yield Zone

Reinforcing

Non‐Yield Zone

Reinforcing

Building Fire Research LaboratoryLS LDP COLUMN 1 of 2 

A79
National Earthquake Hazards Reduction Program

Top Bottom Top Bottom Top Bottom Top Bottom

DCRMAX DCRMAX DCRMIN DCRMIN Pmax Pmax Pmin Pmin κQCL,yield κQCL,non‐yield J QG QE

(k) (k) (k) (k)

0.236 0.734 0.685 1.898 PASS PASS PASS FAIL 408.0 408.0 2.0 6.00 282.1 PASS PASS

0.297 0.310 0.826 0.720 PASS PASS PASS PASS 408.0 408.0 2.0 11.39 211.5 PASS PASS

0.281 0.280 0.750 0.632 PASS PASS PASS PASS 408.0 408.0 2.0 10.18 198.9 PASS PASS

0.287 0.275 0.696 0.554 PASS PASS PASS PASS 408.0 408.0 2.0 10.79 188.7 PASS PASS

0.284 0.252 0.617 0.446 PASS PASS PASS PASS 408.0 408.0 2.0 10.78 165.2 PASS PASS

0.283 0.246 0.537 0.364 PASS PASS PASS PASS 408.0 408.0 2.0 11.18 142.1 PASS PASS

0.299 0.231 0.471 0.277 PASS PASS PASS PASS 408.0 408.0 2.0 10.35 119.4 PASS PASS

0.224 0.151 0.333 0.115 PASS PASS PASS PASS 408.0 408.0 2.0 13.81 66.4 PASS PASS0.444 0.899 0.497 1.008 PASS PASS PASS FAIL 469.5 375.6 2.0 0.16 416.0 PASS PASS

0.568 0.576 0.629 0.638 PASS PASS PASS PASS 469.5 375.6 2.0 0.02 410.0 PASS PASS

0.546 0.510 0.604 0.562 PASS PASS PASS PASS 469.5 375.6 2.0 0.32 367.3 PASS PASS

0.527 0.490 0.581 0.537 PASS PASS PASS PASS 469.5 375.6 2.0 0.45 342.8 PASS PASS

0.494 0.442 0.539 0.480 PASS PASS PASS PASS 469.5 469.5 2.0 0.63 303.2 PASS PASS

0.454 0.394 0.486 0.418 PASS PASS PASS PASS 469.5 469.5 2.0 0.71 260.3 PASS PASS

0.398 0.322 0.417 0.333 PASS PASS PASS PASS 469.5 469.5 2.0 0.85 208.9 PASS PASS

0.310 0.197 0.320 0.200 PASS PASS PASS PASS 469.5 469.5 2.0 0.94 138.7 PASS PASS

0.439 0.935 0.473 1.008 PASS PASS PASS FAIL 469.5 375.6 2.0 0.02 418.7 PASS PASS

0.574 0.587 0.615 0.629 PASS PASS PASS PASS 469.5 375.6 2.0 0.00 409.7 PASS PASS

0.577 0.534 0.615 0.569 PASS PASS PASS PASS 469.5 375.6 2.0 0.01 380.4 PASS PASS

0.529 0.476 0.564 0.507 PASS PASS PASS PASS 469.5 375.6 2.0 0.01 333.9 PASS PASS

0.496 0.442 0.527 0.469 PASS PASS PASS PASS 469.5 469.5 2.0 0.01 300.5 PASS PASS

0.455 0.392 0.477 0.411 PASS PASS PASS PASS 469.5 469.5 2.0 0.01 258.1 PASS PASS

0.400 0.320 0.412 0.330 PASS PASS PASS PASS 469.5 469.5 2.0 0.02 208.1 PASS PASS

0.311 0.195 0.316 0.198 PASS PASS PASS PASS 469.5 469.5 2.0 0.02 138.1 PASS PASS

0.439 0.935 0.473 1.008 PASS PASS PASS FAIL 469.5 375.6 2.0 0.01 418.7 PASS PASS

0.574 0.587 0.615 0.629 PASS PASS PASS PASS 469.5 375.6 2.0 0.00 409.7 PASS PASS

0.577 0.534 0.615 0.569 PASS PASS PASS PASS 469.5 375.6 2.0 0.01 380.4 PASS PASS

0.528 0.476 0.564 0.507 PASS PASS PASS PASS 469.5 375.6 2.0 0.01 333.9 PASS PASS

0.496 0.442 0.527 0.469 PASS PASS PASS PASS 469.5 469.5 2.0 0.02 300.5 PASS PASS

0.455 0.392 0.477 0.411 PASS PASS PASS PASS 469.5 469.5 2.0 0.02 258.1 PASS PASS

0.400 0.320 0.412 0.330 PASS PASS PASS PASS 469.5 469.5 2.0 0.02 208.1 PASS PASS

0.311 0.195 0.316 0.198 PASS PASS PASS PASS 469.5 469.5 2.0 0.04 138.1 PASS PASS

0.443 0.900 0.498 1.008 PASS PASS PASS FAIL 469.5 375.6 2.0 0.24 416.0 PASS PASS

0.568 0.576 0.628 0.637 PASS PASS PASS PASS 469.5 375.6 2.0 0.03 410.0 PASS PASS

0.547 0.509 0.604 0.563 PASS PASS PASS PASS 469.5 375.6 2.0 0.19 367.3 PASS PASS

0.528 0.489 0.580 0.538 PASS PASS PASS PASS 469.5 375.6 2.0 0.27 342.8 PASS PASS

0.495 0.440 0.538 0.481 PASS PASS PASS PASS 469.5 469.5 2.0 0.39 303.2 PASS PASS

0.456 0.392 0.484 0.420 PASS PASS PASS PASS 469.5 469.5 2.0 0.43 260.3 PASS PASS

0.400 0.319 0.415 0.335 PASS PASS PASS PASS 469.5 469.5 2.0 0.56 208.9 PASS PASS

0.313 0.195 0.317 0.202 PASS PASS PASS PASS 469.5 469.5 2.0 0.53 138.7 PASS PASS

0.256 0.722 0.630 1.931 PASS PASS PASS FAIL 408.0 408.0 2.0 4.02 282.1 PASS PASS

0.320 0.283 0.766 0.789 PASS PASS PASS PASS 408.0 408.0 2.0 7.61 211.5 PASS PASS

0.304 0.259 0.694 0.685 PASS PASS PASS PASS 408.0 408.0 2.0 6.79 198.9 PASS PASS

0.312 0.251 0.641 0.608 PASS PASS PASS PASS 408.0 408.0 2.0 7.20 188.7 PASS PASS

0.310 0.226 0.564 0.498 PASS PASS PASS PASS 408.0 408.0 2.0 7.17 165.2 PASS PASS

0.315 0.215 0.483 0.416 PASS PASS PASS PASS 408.0 408.0 2.0 7.50 142.1 PASS PASS

0.332 0.196 0.424 0.326 PASS PASS PASS PASS 408.0 408.0 2.0 6.70 119.4 PASS PASS

0.287 0.099 0.260 0.176 PASS PASS PASS PASS 408.0 408.0 2.0 9.89 66.4 PASS PASS

Linear Dynamic Procedure

Flexure‐Axial Acceptence

Shear Yield Zone Shear

Acceptence

Non‐Yield Zone

Shear Acceptence

Building Fire Research LaboratoryLS LDP COLUMN 2 of 2 

A80
National Earthquake Hazards Reduction Program

Section 7c: LDP (Response Spectrum) Moment Frame Column Assessment (CP)

Typical Column Propertiesw 28 in, Width of Columnc 1.5 in, Coverβ1 0.8

fc' 5000 psi, Lower Bound Compressive Strength (ASCE 41‐06 Table 6‐3)

fy 60 ksi, Lower Bound Yield Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐2)

fu 90 ksi, Lower Bound Ultimate Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐2)

fc' 7500 psi, Expected Compressive Strength (ASCE 41‐06 Table 6‐4)

fy 75 ksi, Expected Yield Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐4)

fu 112.5 ksi, Expected Ultimate Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐4)

κ 1 Knowledge Factor (ASCE 41‐06 2.2.6.4)C1 1

C2 1η 7.195

PCA Column Models should use expected behaviours

Top Bottom Top Bottom Top Bottom Axial Top Bottom Top Bottom Top Bottom Top Bottom Top Bottom Top Bottom Top 

COL ID ln VDESIGN VDESIGN ρ PG,MAX PG,MAX PG,MIN PG,MIN QG/Agfc' x EcIg PDESIGN,MAX PDESIGN,MAX PDESIGN,MIN PDESIGN,MIN J*PDES,MAX J*PDES,MAX J*PDES,MIN J*PDES,MIN MDESIGN,MAX MDESIGN,MAX MDESIGN,MIN MDESIGN,MIN MD/m 

(in) # Size per face lspc # Spc legs # Spc legs (k) (k) (kips) (kips) (kips) (kips) (k) (k) (k) (k) (kips) (kips) (kips) (kips) (k‐ft) (k‐ft) (k‐ft) (k‐ft) (k‐f) 

6A01 148 12 #8 4 7.67 #4 3 4 #4 3 4 422.0 422.0 0.00952 443.6 454.6 306.7 315.8 0.116 0.316 1767.7 1778.8 ‐1017.5 ‐1008.4 3091.9 3102.9 ‐355.4 ‐346.3 1261.2 3882.6 1338.9 3836.5 566.1 

6A02 124 12 #8 4 7.67 #4 3 4 #4 3 4 323.8 323.8 0.00952 386.2 395.5 267.2 274.8 0.101 0.301 1490.0 1499.2 ‐836.5 ‐828.9 2593.7 2603.0 ‐284.6 ‐277.1 1640.1 1671.2 1731.4 1566.0 688.0 

6A03 124 12 #8 4 7.67 #4 3 4 #4 3 4 303.7 303.7 0.00952 328.7 338.0 227.7 235.3 0.086 0.300 1212.5 1221.8 ‐656.1 ‐648.5 2096.3 2105.6 ‐214.2 ‐206.6 1582.6 1539.8 1672.6 1454.3 623.2 

6A04 124 12 #8 4 7.67 #4 3 4 #4 3 4 288.9 288.9 0.00952 271.1 280.4 188.1 195.7 0.072 0.300 948.3 957.6 ‐489.1 ‐481.5 1625.5 1634.8 ‐150.5 ‐142.9 1535.5 1433.6 1628.2 1340.4 571.3 

6A05 124 12 #8 4 7.67 #4 3 4 #4 3 4 254.4 254.4 0.00952 213.3 222.6 148.4 156.0 0.057 0.300 700.4 709.7 ‐338.7 ‐331.1 1187.6 1196.8 ‐95.1 ‐87.5 1404.9 1218.8 1497.9 1126.1 497.0 

6A06 124 12 #8 4 7.67 #4 3 4 #4 3 4 220.9 220.9 0.00952 155.3 164.6 108.7 116.3 0.042 0.300 473.4 482.7 ‐209.4 ‐201.8 791.4 800.7 ‐50.4 ‐42.8 1241.4 1040.9 1338.8 945.2 420.2 

6A07 124 12 #8 4 7.67 #4 3 4 #4 3 4 185.8 185.8 0.00952 97.3 106.6 68.8 76.4 0.027 0.300 270.1 279.4 ‐104.0 ‐96.4 442.9 452.2 ‐17.6 ‐10.0 1106.5 816.2 1191.9 725.4 368.8 6A08 124 12 #8 4 7.67 #4 3 4 #4 3 4 110.4 110.4 0.00952 39.2 48.4 28.9 36.5 0.012 0.300 101.7 111.0 ‐33.7 ‐26.1 164.3 173.6 ‐2.4 5.2 687.7 420.3 820.6 308.3 229.2 

6B01 148 12 #10 4 7.49 #5 4 4 #5 5 4 613.6 613.6 0.01107 743.5 754.6 497.3 506.4 0.192 0.392 793.1 804.2 447.7 456.8 842.7 853.8 398.1 407.1 2498.1 5080.1 2495.0 5081.9 900.2 6B02 124 12 #10 4 7.49 #5 4 4 #5 5 4 605.7 605.7 0.01107 646.1 655.4 432.8 440.4 0.167 0.367 683.6 692.9 395.3 402.9 721.1 730.4 357.7 365.3 3114.3 3169.6 3115.2 3171.0 1098.0 6B03 124 12 #10 4 7.49 #5 4 4 #5 5 4 542.6 542.6 0.01107 549.8 559.1 369.1 376.7 0.143 0.343 581.8 591.1 337.1 344.7 613.8 623.1 305.1 312.7 2916.3 2724.6 2918.9 2721.9 1007.9 6B04 124 12 #10 4 7.49 #5 4 4 #5 5 4 506.1 506.1 0.01107 453.6 462.9 305.4 313.0 0.118 0.318 478.9 488.2 280.2 287.7 504.1 513.4 254.9 262.5 2721.7 2534.7 2725.8 2531.4 922.2 

6B05 124 12 #10 4 7.49 #5 4 4 #5 4 4 448.1 448.1 0.01107 357.7 366.9 241.9 249.5 0.094 0.300 375.4 384.6 224.2 231.8 393.1 402.4 206.5 214.1 2454.5 2205.2 2460.0 2200.1 818.2 6B06 124 12 #10 4 7.49 #5 4 4 #5 4 4 385.1 385.1 0.01107 261.8 271.1 178.4 186.0 0.069 0.300 274.2 283.5 166.1 173.7 286.6 295.9 153.7 161.3 2146.0 1864.9 2152.0 1859.0 715.3 6B07 124 12 #10 4 7.49 #5 4 4 #5 4 4 308.3 308.3 0.01107 166.1 175.3 115.0 122.6 0.045 0.300 173.9 183.2 107.2 114.8 181.7 191.0 99.4 107.0 1777.6 1433.8 1785.2 1426.9 592.5 6B08 124 12 #10 4 7.49 #5 4 4 #5 4 4 203.5 203.5 0.01107 70.5 79.8 51.8 59.4 0.020 0.300 74.6 83.9 47.7 55.3 78.8 88.1 43.5 51.1 1296.6 822.3 1304.1 814.5 432.2 6C01 148 12 #10 4 7.49 #5 4 4 #5 5 4 617.8 617.8 0.01107 745.2 756.3 498.2 507.3 0.193 0.393 754.0 765.1 489.4 498.5 762.8 773.9 480.6 489.7 2431.4 5197.0 2431.6 5196.8 869.3 

6C02 124 12 #10 4 7.49 #5 4 4 #5 5 4 605.3 605.3 0.01107 648.5 657.8 434.1 441.7 0.168 0.368 654.6 663.9 428.0 435.6 660.7 670.0 421.9 429.5 3106.1 3183.4 3106.0 3183.2 1088.9 

6C03 124 12 #10 4 7.49 #5 4 4 #5 5 4 561.6 561.6 0.01107 552.2 561.5 370.4 378.0 0.143 0.343 554.9 564.1 367.8 375.4 557.5 566.8 365.2 372.8 3036.3 2816.2 3036.2 2816.3 1043.9 6C04 124 12 #10 4 7.49 #5 4 4 #5 5 4 492.4 492.4 0.01107 456.0 465.2 306.7 314.3 0.119 0.319 457.0 466.2 305.7 313.3 458.0 467.2 304.7 312.3 2695.0 2430.8 2694.9 2430.9 909.4 6C05 124 12 #10 4 7.49 #5 4 4 #5 4 4 443.5 443.5 0.01107 359.7 369.0 243.0 250.6 0.094 0.300 360.6 369.9 242.1 249.7 361.5 370.8 241.2 248.8 2436.1 2181.6 2435.9 2181.8 812.0 6C06 124 12 #10 4 7.49 #5 4 4 #5 4 4 381.1 381.1 0.01107 263.4 272.7 179.3 186.9 0.070 0.300 264.3 273.6 178.3 185.9 265.3 274.6 177.4 184.9 2133.5 1843.2 2133.4 1843.4 711.2 

6C07 124 12 #10 4 7.49 #5 4 4 #5 4 4 306.2 306.2 0.01107 167.1 176.4 115.6 123.2 0.045 0.300 167.9 177.2 114.8 122.4 168.7 178.0 113.9 121.5 1778.1 1420.2 1777.9 1420.4 592.7 6C08 124 12 #10 4 7.49 #5 4 4 #5 4 4 201.7 201.7 0.01107 70.8 80.0 51.9 59.4 0.020 0.300 71.3 80.6 51.3 58.9 71.8 81.1 50.8 58.4 1296.8 811.3 1296.5 811.5 432.3 6D01 148 12 #10 4 7.49 #5 4 4 #5 5 4 617.8 617.8 0.01107 745.2 756.3 498.2 507.3 0.193 0.393 754.0 765.1 489.4 498.5 762.8 773.9 480.6 489.7 2431.6 5196.8 2431.4 5197.0 869.4 

6D02 124 12 #10 4 7.49 #5 4 4 #5 5 4 605.3 605.3 0.01107 648.5 657.8 434.1 441.7 0.168 0.368 654.6 663.9 428.0 435.6 660.7 670.0 421.9 429.5 3106.0 3183.2 3106.1 3183.4 1088.8 

6D03 124 12 #10 4 7.49 #5 4 4 #5 5 4 561.6 561.6 0.01107 552.2 561.5 370.4 378.0 0.143 0.343 554.9 564.1 367.8 375.4 557.5 566.8 365.2 372.8 3036.2 2816.3 3036.3 2816.2 1043.9 6D04 124 12 #10 4 7.49 #5 4 4 #5 5 4 492.4 492.4 0.01107 456.0 465.2 306.7 314.3 0.119 0.319 457.0 466.2 305.7 313.3 458.0 467.2 304.7 312.3 2694.9 2430.9 2695.0 2430.8 909.4 6D05 124 12 #10 4 7.49 #5 4 4 #5 4 4 443.5 443.5 0.01107 359.7 369.0 243.0 250.6 0.094 0.300 360.6 369.9 242.1 249.7 361.5 370.8 241.2 248.8 2435.9 2181.8 2436.1 2181.6 812.0 6D06 124 12 #10 4 7.49 #5 4 4 #5 4 4 381.1 381.1 0.01107 263.4 272.7 179.3 186.9 0.070 0.300 264.3 273.6 178.3 185.9 265.3 274.6 177.4 184.9 2133.4 1843.4 2133.5 1843.2 711.1 

6D07 124 12 #10 4 7.49 #5 4 4 #5 4 4 306.2 306.2 0.01107 167.1 176.4 115.6 123.2 0.045 0.300 167.9 177.2 114.8 122.4 168.7 178.0 113.9 121.5 1777.9 1420.4 1778.1 1420.2 592.6 6D08 124 12 #10 4 7.49 #5 4 4 #5 4 4 201.7 201.7 0.01107 70.8 80.0 51.9 59.4 0.020 0.300 71.3 80.6 51.3 58.9 71.8 81.1 50.8 58.4 1296.5 811.5 1296.8 811.3 432.2 6E01 148 12 #10 4 7.49 #5 4 4 #5 5 4 613.6 613.6 0.01107 743.5 754.6 497.3 506.4 0.192 0.392 793.1 804.2 447.7 456.8 842.7 853.8 398.1 407.1 2495.0 5081.9 2498.1 5080.1 899.1 6E02 124 12 #10 4 7.49 #5 4 4 #5 5 4 605.7 605.7 0.01107 646.1 655.4 432.8 440.4 0.167 0.367 683.6 692.9 395.3 402.9 721.1 730.4 357.7 365.3 3115.2 3171.0 3114.3 3169.6 1098.3 6E03 124 12 #10 4 7.49 #5 4 4 #5 5 4 542.6 542.6 0.01107 549.8 559.1 369.1 376.7 0.143 0.343 581.8 591.1 337.1 344.7 613.8 623.1 305.1 312.7 2918.9 2721.9 2916.3 2724.6 1008.8 6E04 124 12 #10 4 7.49 #5 4 4 #5 5 4 506.1 506.1 0.01107 453.6 462.9 305.4 313.0 0.118 0.318 478.9 488.2 280.2 287.7 504.1 513.4 254.9 262.5 2725.8 2531.4 2721.7 2534.7 923.6 6E05 124 12 #10 4 7.49 #5 4 4 #5 4 4 448.1 448.1 0.01107 357.7 366.9 241.9 249.5 0.094 0.300 375.4 384.6 224.2 231.8 393.1 402.4 206.5 214.1 2460.0 2200.1 2454.5 2205.2 820.0 6E06 124 12 #10 4 7.49 #5 4 4 #5 4 4 385.1 385.1 0.01107 261.8 271.1 178.4 186.0 0.069 0.300 274.2 283.5 166.1 173.7 286.6 295.9 153.7 161.3 2152.0 1859.0 2146.0 1864.9 717.3 6E07 124 12 #10 4 7.49 #5 4 4 #5 4 4 308.3 308.3 0.01107 166.1 175.3 115.0 122.6 0.045 0.300 173.9 183.2 107.2 114.8 181.7 191.0 99.4 107.0 1785.2 1426.9 1777.6 1433.8 595.1 6E08 124 12 #10 4 7.49 #5 4 4 #5 4 4 203.5 203.5 0.01107 70.5 79.8 51.8 59.4 0.020 0.300 74.6 83.9 47.7 55.3 78.8 88.1 43.5 51.1 1304.1 814.5 1296.6 822.3 434.7 6F01 148 12 #8 4 7.67 #4 3 4 #4 3 4 422.0 422.0 0.00952 443.6 454.6 306.7 315.8 0.116 0.316 1767.7 1778.8 ‐1017.5 ‐1008.4 3091.9 3102.9 ‐355.4 ‐346.3 1338.9 3836.5 1261.2 3882.6 601.0 

6F02 124 12 #8 4 7.67 #4 3 4 #4 3 4 323.8 323.8 0.00952 386.2 395.5 267.2 274.8 0.101 0.301 1490.0 1499.2 ‐836.5 ‐828.9 2593.7 2603.0 ‐284.6 ‐277.1 1731.4 1566.0 1640.1 1671.2 726.3 

6F03 124 12 #8 4 7.67 #4 3 4 #4 3 4 303.7 303.7 0.00952 328.7 338.0 227.7 235.3 0.086 0.300 1212.5 1221.8 ‐656.1 ‐648.5 2096.3 2105.6 ‐214.2 ‐206.6 1672.6 1454.3 1582.6 1539.8 658.6 

6F04 124 12 #8 4 7.67 #4 3 4 #4 3 4 288.9 288.9 0.00952 271.1 280.4 188.1 195.7 0.072 0.300 948.3 957.6 ‐489.1 ‐481.5 1625.5 1634.8 ‐150.5 ‐142.9 1628.2 1340.4 1535.5 1433.6 605.8 

6F05 124 12 #8 4 7.67 #4 3 4 #4 3 4 254.4 254.4 0.00952 213.3 222.6 148.4 156.0 0.057 0.300 700.4 709.7 ‐338.7 ‐331.1 1187.6 1196.8 ‐95.1 ‐87.5 1497.9 1126.1 1404.9 1218.8 529.9 

6F06 124 12 #8 4 7.67 #4 3 4 #4 3 4 220.9 220.9 0.00952 155.3 164.6 108.7 116.3 0.042 0.300 473.4 482.7 ‐209.4 ‐201.8 791.4 800.7 ‐50.4 ‐42.8 1338.8 945.2 1241.4 1040.9 453.2 

6F07 124 12 #8 4 7.67 #4 3 4 #4 3 4 185.8 185.8 0.00952 97.3 106.6 68.8 76.4 0.027 0.300 270.1 279.4 ‐104.0 ‐96.4 442.9 452.2 ‐17.6 ‐10.0 1191.9 725.4 1106.5 816.2 397.3 6F08 124 12 #8 4 7.67 #4 3 4 #4 3 4 110.4 110.4 0.00952 39.2 48.4 28.9 36.5 0.012 0.300 101.7 111.0 ‐33.7 ‐26.1 164.3 173.6 ‐2.4 5.2 820.6 308.3 687.7 420.3 273.5 

Longit Reinf

Parameters Below Assume P/Agfc' is less than 0.6, s/d is less than or

equal to 0.5, ρ is greater than or equal to 0.006, and Vp/(Vn/κ) is less

than 0.6. Check these values prior to using this portion of the table

Flexure‐Axial 

Yield Zone

Reinforcing

Non‐Yield Zone

Reinforcing

Building Fire Research LaboratoryCP LDP COLUMN Page of ]2 

A81
National Earthquake Hazards Reduction Program

Bottom Top Bottom

Pmax Pmin Pmin κQCL,yield κQCL,non‐yield J QG QE

(k) (k) (k) (k)

FAIL FAIL FAIL 408.0 408.0 2.0 6.00 395.9 PASS PASS

PASS FAIL FAIL 408.0 408.0 2.0 11.39 297.3 PASS PASS

PASS FAIL PASS 408.0 408.0 2.0 10.18 279.3 PASS PASSPASS PASS PASS 408.0 408.0 2.0 10.79 264.6 PASS PASSPASS PASS PASS 408.0 408.0 2.0 10.78 231.8 PASS PASSPASS PASS PASS 408.0 408.0 2.0 11.18 199.6 PASS PASSPASS PASS PASS 408.0 408.0 2.0 10.35 166.9 PASS PASSPASS PASS PASS 408.0 408.0 2.0 13.81 91.9 PASS PASS

FAIL PASS FAIL 469.5 375.6 2.0 0.16 584.0 PASS PASS

PASS PASS PASS 469.5 375.6 2.0 0.02 576.3 PASS PASSPASS PASS PASS 469.5 375.6 2.0 0.32 516.0 PASS PASSPASS PASS PASS 469.5 375.6 2.0 0.45 481.1 PASS PASSPASS PASS PASS 469.5 469.5 2.0 0.63 425.8 PASS PASSPASS PASS PASS 469.5 469.5 2.0 0.71 365.7 PASS PASSPASS PASS PASS 469.5 469.5 2.0 0.85 292.5 PASS PASSPASS PASS PASS 469.5 469.5 2.0 0.94 192.7 PASS PASS

FAIL PASS FAIL 469.5 375.6 2.0 0.02 587.8 PASS PASS

PASS PASS PASS 469.5 375.6 2.0 0.00 575.9 PASS PASSPASS PASS PASS 469.5 375.6 2.0 0.01 534.3 PASS PASSPASS PASS PASS 469.5 375.6 2.0 0.01 468.5 PASS PASSPASS PASS PASS 469.5 469.5 2.0 0.01 422.0 PASS PASSPASS PASS PASS 469.5 469.5 2.0 0.01 362.6 PASS PASSPASS PASS PASS 469.5 469.5 2.0 0.02 291.4 PASS PASSPASS PASS PASS 469.5 469.5 2.0 0.02 192.0 PASS PASS

FAIL PASS FAIL 469.5 375.6 2.0 0.01 587.8 PASS PASS

PASS PASS PASS 469.5 375.6 2.0 0.00 575.9 PASS PASSPASS PASS PASS 469.5 375.6 2.0 0.01 534.3 PASS PASSPASS PASS PASS 469.5 375.6 2.0 0.01 468.5 PASS PASSPASS PASS PASS 469.5 469.5 2.0 0.02 422.0 PASS PASSPASS PASS PASS 469.5 469.5 2.0 0.02 362.6 PASS PASSPASS PASS PASS 469.5 469.5 2.0 0.02 291.4 PASS PASSPASS PASS PASS 469.5 469.5 2.0 0.04 192.0 PASS PASS

FAIL PASS FAIL 469.5 375.6 2.0 0.24 584.0 PASS PASS

PASS PASS PASS 469.5 375.6 2.0 0.03 576.3 PASS PASSPASS PASS PASS 469.5 375.6 2.0 0.19 516.0 PASS PASSPASS PASS PASS 469.5 375.6 2.0 0.27 481.1 PASS PASSPASS PASS PASS 469.5 469.5 2.0 0.39 425.8 PASS PASSPASS PASS PASS 469.5 469.5 2.0 0.43 365.7 PASS PASSPASS PASS PASS 469.5 469.5 2.0 0.56 292.5 PASS PASSPASS PASS PASS 469.5 469.5 2.0 0.53 192.7 PASS PASS

FAIL FAIL FAIL 408.0 408.0 2.0 4.02 395.9 PASS PASS

PASS FAIL FAIL 408.0 408.0 2.0 7.61 297.3 PASS PASS

PASS FAIL PASS 408.0 408.0 2.0 6.79 279.3 PASS PASSPASS PASS PASS 408.0 408.0 2.0 7.20 264.6 PASS PASSPASS PASS PASS 408.0 408.0 2.0 7.17 231.8 PASS PASSPASS PASS PASS 408.0 408.0 2.0 7.50 199.6 PASS PASSPASS PASS PASS 408.0 408.0 2.0 6.70 166.9 PASS PASSPASS PASS PASS 408.0 408.0 2.0 9.89 91.9 PASS PASS

Procedure

exure‐Axial Acceptence

Shear Yield Zone Shear

Acceptence

Non‐Yield Zone

Shear Acceptence

Building Fire Research LaboratoryCP LDP COLUMN Page of ]2 

A82
National Earthquake Hazards Reduction Program

Evaluation of Reinforced Concrete Lateral

Resisting Systems using Current Performance

Based Assessment Criteria

Section 8a:  LDP (Response Spectrum)  Moment Frame Joint Assessment (IO)

Typical Joint Details

w 28 in, Column Dimension

Aj 784 in2

C1 1

C2 1

fc' 5000 psi, Lower Bound Compressive Strength of Concrete

fy 60 ksi, Lower Bound Reinforcing Yield Strength

fc' 7500 psi, Expected Compressive Strength of Concrete

fy 75 ksi, Expected Reinforcing Yield Strength

κ 1 Knowledge Factor

Joint ID ΣMnc/ΣMnb Col Beam (Vg,L + Vg,R)*h/2lc (Ve,L + Ve,R)*h/2lc J QUF (Vj

) Condition Int/Ext QCL (Vn)

(k) (k) (k) (k)

6A01 1.50 1 0 2.61 10.0 1.0 521.5851 Other (Main) Exterior 665.2 PASS

6A02 1.50 1 0 2.90 10.9 1.0 500.8888 Other (Main) Exterior 665.2 PASS

6A03 1.50 1 0 2.92 10.2 1.0 501.6173 Other (Main) Exterior 665.2 PASS

6A04 1.87 1 0 2.94 9.2 1.0 397.4045 Other (Main) Exterior 665.2 PASS

6A05 1.87 1 0 2.95 8.0 1.0 394.8705 Other (Main) Exterior 665.2 PASS

6A06 1.87 1 0 2.96 6.6 1.0 396.2369 Other (Main) Exterior 665.2 PASS

6A07 2.45 1 0 2.98 4.9 1.0 342.7877 Other (Main) Exterior 665.2 PASS

6A08 1.53 1 0 4.78 5.5 1.0 261.385 Other (Roof) Exterior 443.5 PASS

6B01 1.32 1 0 5.41 19.4 1.0 446.5803 2 Opp (Main) Interior 831.6 PASS

6B02 1.34 1 0 5.81 21.5 1.0 434.6259 2 Opp (Main) Interior 831.6 PASS

6B03 1.34 1 0 5.80 19.9 1.0 436.1793 2 Opp (Main) Interior 831.6 PASS

6B04 1.68 1 0 5.78 18.0 1.0 339.4614 2 Opp (Main) Interior 831.6 PASS

6B05 1.69 1 0 5.76 15.7 1.0 342.498 2 Opp (Main) Interior 831.6 PASS

6B06 1.69 1 0 5.76 13.0 1.0 345.169 2 Opp (Main) Interior 831.6 PASS

6B07 1.98 1 0 5.73 9.7 1.0 293.3558 2 Opp (Main) Interior 831.6 PASS

6B08 1.11 0.5 0.5 9.42 10.8 1.0 168.5351 2 Opp (Roof) Interior 665.2 PASS

6C01 1.34 1 0 5.34 19.0 1.0 449.773 2 Opp (Main) Interior 831.6 PASS

6C02 1.34 1 0 5.81 21.3 1.0 434.7977 2 Opp (Main) Interior 831.6 PASS

6C03 1.34 1 0 5.81 19.7 1.0 436.3986 2 Opp (Main) Interior 831.6 PASS

6C04 1.69 1 0 5.82 17.6 1.0 340.5703 2 Opp (Main) Interior 831.6 PASS

6C05 1.69 1 0 5.82 15.3 1.0 342.7914 2 Opp (Main) Interior 831.6 PASS

6C06 1.69 1 0 5.82 12.7 1.0 345.3743 2 Opp (Main) Interior 831.6 PASS

6C07 1 98 1 0 5 82 9 6 1 0 293 4057 2 Opp (Main) Interior 831 6 PASS

Linear Dynamic Procedure

Offset Rigidities Joint Shear Joint Shear

Acceptence

1 of 1 8/11/2010

6C07 1.98 1 0 5.82 9.6 1.0 293.4057 2 Opp (Main) Interior 831.6 PASS

6C08 1.11 0.5 0.5 9.49 10.6 1.0 168.7302 2 Opp (Roof) Interior 665.2 PASS

6D01 1.34 1 0 5.34 19.0 1.0 449.773 2 Opp (Main) Interior 831.6 PASS

6D02 1.34 1 0 5.81 21.3 1.0 434.7977 2 Opp (Main) Interior 831.6 PASS

6D03 1.34 1 0 5.81 19.7 1.0 436.3986 2 Opp (Main) Interior 831.6 PASS

6D04 1.69 1 0 5.82 17.6 1.0 340.5703 2 Opp (Main) Interior 831.6 PASS

6D05 1.69 1 0 5.82 15.3 1.0 342.7914 2 Opp (Main) Interior 831.6 PASS

6D06 1.69 1 0 5.82 12.7 1.0 345.3743 2 Opp (Main) Interior 831.6 PASS

6D07 1.98 1 0 5.82 9.6 1.0 293.4057 2 Opp (Main) Interior 831.6 PASS

6D08 1.11 0.5 0.5 9.49 10.6 1.0 168.7302 2 Opp (Roof) Interior 665.2 PASS

6E01 1.32 1 0 5.41 19.4 1.0 446.5803 2 Opp (Main) Interior 831.6 PASS

6E02 1.34 1 0 5.81 21.5 1.0 434.6259 2 Opp (Main) Interior 831.6 PASS

6E03 1.34 1 0 5.80 19.9 1.0 436.1793 2 Opp (Main) Interior 831.6 PASS

6E04 1.68 1 0 5.78 18.0 1.0 339.4614 2 Opp (Main) Interior 831.6 PASS

6E05 1.69 1 0 5.76 15.7 1.0 342.498 2 Opp (Main) Interior 831.6 PASS

6E06 1.69 1 0 5.76 13.0 1.0 345.169 2 Opp (Main) Interior 831.6 PASS

6E07 1.98 1 0 5.73 9.7 1.0 293.3558 2 Opp (Main) Interior 831.6 PASS

6E08 1.11 0.5 0.5 9.42 10.8 1.0 168.5351 2 Opp (Roof) Interior 665.2 PASS

6F01 1.50 1 0 2.61 10.0 1.0 521.5851 Other (Main) Exterior 665.2 PASS

6F02 1.50 1 0 2.90 10.9 1.0 500.8888 Other (Main) Exterior 665.2 PASS

6F03 1.50 1 0 2.92 10.2 1.0 501.6173 Other (Main) Exterior 665.2 PASS

6F04 1.87 1 0 2.94 9.2 1.0 397.4045 Other (Main) Exterior 665.2 PASS

6F05 1.87 1 0 2.95 8.0 1.0 394.8705 Other (Main) Exterior 665.2 PASS

6F06 1.87 1 0 2.96 6.6 1.0 396.2369 Other (Main) Exterior 665.2 PASS

6F07 2.45 1 0 2.98 4.9 1.0 342.7877 Other (Main) Exterior 665.2 PASS

6F08 1.53 1 0 4.78 5.5 1.0 261.385 Other (Roof) Exterior 443.5 PASS

Building Fire Research Laboratory

IO LDP JOINT 1 of 1 8/11/2010

A83
National Earthquake Hazards Reduction Program

Evaluation of Reinforced Concrete Lateral

Resisting Systems using Current Performance

Based Assessment Criteria

Section 8b:  LDP (Response Spectrum)  Moment Frame Joint Assessment (LS)

Typical Joint Details

w 28 in, Column Dimension

Aj 784 in2

C1 1

C2 1

fc' 5000 psi, Lower Bound Compressive Strength of Concrete

fy 60 ksi, Lower Bound Reinforcing Yield Strength

fc' 7500 psi, Expected Compressive Strength of Concrete

fy 75 ksi, Expected Reinforcing Yield Strength

κ 1 Knowledge Factor

Joint ID ΣMnc/ΣMnb Col Beam (Vg,L + Vg,R)*h/2lc (Ve,L + Ve,R)*h/2lc J QUF (Vj

) Condition Int/Ext QCL (Vn)

(k) (k) (k) (k)

6A01 1.50 1 0 2.61 17.5 2.0 522.8653 Other (Main) Exterior 665.2 PASS

6A02 1.50 1 0 2.90 19.0 2.0 502.2804 Other (Main) Exterior 665.2 PASS

6A03 1.50 1 0 2.92 17.7 2.0 502.9153 Other (Main) Exterior 665.2 PASS

6A04 1.87 1 0 2.94 16.1 2.0 398.5865 Other (Main) Exterior 665.2 PASS

6A05 1.87 1 0 2.95 14.0 2.0 395.8944 Other (Main) Exterior 665.2 PASS

6A06 1.87 1 0 2.96 11.6 2.0 397.0858 Other (Main) Exterior 665.2 PASS

6A07 2.45 1 0 2.98 8.6 2.0 343.4174 Other (Main) Exterior 665.2 PASS

6A08 1.53 1 0 4.78 9.7 2.0 262.0998 Other (Roof) Exterior 443.5 PASS

6B01 1.32 1 0 5.41 33.9 2.0 449.0656 2 Opp (Main) Interior 831.6 PASS

6B02 1.34 1 0 5.81 37.4 2.0 437.3675 2 Opp (Main) Interior 831.6 PASS

6B03 1.34 1 0 5.80 34.7 2.0 438.7259 2 Opp (Main) Interior 831.6 PASS

6B04 1.68 1 0 5.78 31.4 2.0 341.7656 2 Opp (Main) Interior 831.6 PASS

6B05 1.69 1 0 5.76 27.3 2.0 344.5012 2 Opp (Main) Interior 831.6 PASS

6B06 1.69 1 0 5.76 22.7 2.0 346.8328 2 Opp (Main) Interior 831.6 PASS

6B07 1.98 1 0 5.73 16.9 2.0 294.5989 2 Opp (Main) Interior 831.6 PASS

6B08 1.11 0.5 0.5 9.42 18.9 2.0 169.932 2 Opp (Roof) Interior 665.2 PASS

6C01 1.34 1 0 5.34 33.1 2.0 452.1974 2 Opp (Main) Interior 831.6 PASS

6C02 1.34 1 0 5.81 37.1 2.0 437.5173 2 Opp (Main) Interior 831.6 PASS

6C03 1.34 1 0 5.81 34.3 2.0 438.9155 2 Opp (Main) Interior 831.6 PASS

6C04 1.69 1 0 5.82 30.6 2.0 342.8149 2 Opp (Main) Interior 831.6 PASS

Linear Dynamic Procedure

Offset Rigidities Joint Shear Joint Shear

Acceptence

1 of 1 8/11/2010

6C05 1.69 1 0 5.82 26.7 2.0 344.7504 2 Opp (Main) Interior 831.6 PASS

6C06 1.69 1 0 5.82 22.2 2.0 347.0041 2 Opp (Main) Interior 831.6 PASS

6C07 1.98 1 0 5.82 16.7 2.0 294.6314 2 Opp (Main) Interior 831.6 PASS

6C08 1.11 0.5 0.5 9.49 18.4 2.0 170.0934 2 Opp (Roof) Interior 665.2 PASS

6D01 1.34 1 0 5.34 33.1 2.0 452.1974 2 Opp (Main) Interior 831.6 PASS

6D02 1.34 1 0 5.81 37.1 2.0 437.5173 2 Opp (Main) Interior 831.6 PASS

6D03 1.34 1 0 5.81 34.3 2.0 438.9155 2 Opp (Main) Interior 831.6 PASS

6D04 1.69 1 0 5.82 30.6 2.0 342.8149 2 Opp (Main) Interior 831.6 PASS

6D05 1.69 1 0 5.82 26.7 2.0 344.7504 2 Opp (Main) Interior 831.6 PASS

6D06 1.69 1 0 5.82 22.2 2.0 347.0041 2 Opp (Main) Interior 831.6 PASS

6D07 1.98 1 0 5.82 16.7 2.0 294.6314 2 Opp (Main) Interior 831.6 PASS

6D08 1.11 0.5 0.5 9.49 18.4 2.0 170.0934 2 Opp (Roof) Interior 665.2 PASS

6E01 1.32 1 0 5.41 33.9 2.0 449.0656 2 Opp (Main) Interior 831.6 PASS

6E02 1.34 1 0 5.81 37.4 2.0 437.3675 2 Opp (Main) Interior 831.6 PASS

6E03 1.34 1 0 5.80 34.7 2.0 438.7259 2 Opp (Main) Interior 831.6 PASS

6E04 1.68 1 0 5.78 31.4 2.0 341.7656 2 Opp (Main) Interior 831.6 PASS

6E05 1.69 1 0 5.76 27.3 2.0 344.5012 2 Opp (Main) Interior 831.6 PASS

6E06 1.69 1 0 5.76 22.7 2.0 346.8328 2 Opp (Main) Interior 831.6 PASS

6E07 1.98 1 0 5.73 16.9 2.0 294.5989 2 Opp (Main) Interior 831.6 PASS

6E08 1.11 0.5 0.5 9.42 18.9 2.0 169.932 2 Opp (Roof) Interior 665.2 PASS

6F01 1.50 1 0 2.61 17.5 2.0 522.8653 Other (Main) Exterior 665.2 PASS

6F02 1.50 1 0 2.90 19.0 2.0 502.2804 Other (Main) Exterior 665.2 PASS

6F03 1.50 1 0 2.92 17.7 2.0 502.9153 Other (Main) Exterior 665.2 PASS

6F04 1.87 1 0 2.94 16.1 2.0 398.5865 Other (Main) Exterior 665.2 PASS

6F05 1.87 1 0 2.95 14.0 2.0 395.8944 Other (Main) Exterior 665.2 PASS

6F06 1.87 1 0 2.96 11.6 2.0 397.0858 Other (Main) Exterior 665.2 PASS

6F07 2.45 1 0 2.98 8.6 2.0 343.4174 Other (Main) Exterior 665.2 PASS

6F08 1.53 1 0 4.78 9.7 2.0 262.0998 Other (Roof) Exterior 443.5 PASS

Building Fire Research Laboratory

LS LDP JOINT 1 of 1 8/11/2010

A84
National Earthquake Hazards Reduction Program

Evaluation of Reinforced Concrete Lateral

Resisting Systems using Current Performance

Based Assessment Criteria

Section 8c:  LDP (Response Spectrum)  Moment Frame Joint Assessment (CP)

Typical Joint Details

w 28 in, Column Dimension

Aj 784 in2

C1 1

C2 1

fc' 5000 psi, Lower Bound Compressive Strength of Concrete

fy 60 ksi, Lower Bound Reinforcing Yield Strength

fc' 7500 psi, Expected Compressive Strength of Concrete

fy 75 ksi, Expected Reinforcing Yield Strength

κ 1 Knowledge Factor

Joint ID ΣMnc/ΣMnb Col Beam (Vg,L + Vg,R)*h/2lc (Ve,L + Ve,R)*h/2lc J QUF (Vj

) Condition Int/Ext QCL (Vn)

(k) (k) (k) (k)

6A01 1.50 1 0 2.61 24.6 2.0 519.3229 Other (Main) Exterior 665.2 PASS

6A02 1.50 1 0 2.90 26.7 2.0 498.4216 Other (Main) Exterior 665.2 PASS

6A03 1.50 1 0 2.92 24.9 2.0 499.3294 Other (Main) Exterior 665.2 PASS

6A04 1.87 1 0 2.94 22.6 2.0 395.3261 Other (Main) Exterior 665.2 PASS

6A05 1.87 1 0 2.95 19.6 2.0 393.0597 Other (Main) Exterior 665.2 PASS

6A06 1.87 1 0 2.96 16.3 2.0 394.7421 Other (Main) Exterior 665.2 PASS

6A07 2.45 1 0 2.98 12.0 2.0 341.7114 Other (Main) Exterior 665.2 PASS

6A08 1.53 1 0 4.78 13.4 2.0 260.2063 Other (Roof) Exterior 443.5 PASS

6B01 1.32 1 0 5.41 47.7 2.0 442.1886 2 Opp (Main) Interior 831.6 PASS

6B02 1.34 1 0 5.81 52.6 2.0 429.765 2 Opp (Main) Interior 831.6 PASS

6B03 1.34 1 0 5.80 48.8 2.0 431.6898 2 Opp (Main) Interior 831.6 PASS

6B04 1.68 1 0 5.78 44.1 2.0 335.4088 2 Opp (Main) Interior 831.6 PASS

6B05 1.69 1 0 5.76 38.4 2.0 338.9548 2 Opp (Main) Interior 831.6 PASS

6B06 1.69 1 0 5.76 31.9 2.0 342.2383 2 Opp (Main) Interior 831.6 PASS

6B07 1.98 1 0 5.73 23.6 2.0 291.228 2 Opp (Main) Interior 831.6 PASS

6B08 1.11 0.5 0.5 9.42 26.3 2.0 166.2221 2 Opp (Roof) Interior 665.2 PASS

6C01 1.34 1 0 5.34 46.5 2.0 445.4887 2 Opp (Main) Interior 831.6 PASS

6C02 1.34 1 0 5.81 52.2 2.0 429.9758 2 Opp (Main) Interior 831.6 PASS

6C03 1.34 1 0 5.81 48.3 2.0 431.9604 2 Opp (Main) Interior 831.6 PASS

6C04 1.69 1 0 5.82 43.0 2.0 336.622 2 Opp (Main) Interior 831.6 PASS

Linear Static Procedure

Offset Rigidities Joint Shear Joint Shear

Acceptence

1 of 1 8/11/2010

6C05 1.69 1 0 5.82 37.6 2.0 339.3257 2 Opp (Main) Interior 831.6 PASS

6C06 1.69 1 0 5.82 31.2 2.0 342.5027 2 Opp (Main) Interior 831.6 PASS

6C07 1.98 1 0 5.82 23.3 2.0 291.3048 2 Opp (Main) Interior 831.6 PASS

6C08 1.11 0.5 0.5 9.49 25.7 2.0 166.4655 2 Opp (Roof) Interior 665.2 PASS

6D01 1.34 1 0 5.34 46.5 2.0 445.4887 2 Opp (Main) Interior 831.6 PASS

6D02 1.34 1 0 5.81 52.2 2.0 429.9758 2 Opp (Main) Interior 831.6 PASS

6D03 1.34 1 0 5.81 48.3 2.0 431.9604 2 Opp (Main) Interior 831.6 PASS

6D04 1.69 1 0 5.82 43.0 2.0 336.622 2 Opp (Main) Interior 831.6 PASS

6D05 1.69 1 0 5.82 37.6 2.0 339.3257 2 Opp (Main) Interior 831.6 PASS

6D06 1.69 1 0 5.82 31.2 2.0 342.5027 2 Opp (Main) Interior 831.6 PASS

6D07 1.98 1 0 5.82 23.3 2.0 291.3048 2 Opp (Main) Interior 831.6 PASS

6D08 1.11 0.5 0.5 9.49 25.7 2.0 166.4655 2 Opp (Roof) Interior 665.2 PASS

6E01 1.32 1 0 5.41 47.7 2.0 442.1886 2 Opp (Main) Interior 831.6 PASS

6E02 1.34 1 0 5.81 52.6 2.0 429.765 2 Opp (Main) Interior 831.6 PASS

6E03 1.34 1 0 5.80 48.8 2.0 431.6898 2 Opp (Main) Interior 831.6 PASS

6E04 1.68 1 0 5.78 44.1 2.0 335.4088 2 Opp (Main) Interior 831.6 PASS

6E05 1.69 1 0 5.76 38.4 2.0 338.9548 2 Opp (Main) Interior 831.6 PASS

6E06 1.69 1 0 5.76 31.9 2.0 342.2383 2 Opp (Main) Interior 831.6 PASS

6E07 1.98 1 0 5.73 23.6 2.0 291.228 2 Opp (Main) Interior 831.6 PASS

6E08 1.11 0.5 0.5 9.42 26.3 2.0 166.2221 2 Opp (Roof) Interior 665.2 PASS

6F01 1.50 1 0 2.61 24.6 2.0 519.3229 Other (Main) Exterior 665.2 PASS

6F02 1.50 1 0 2.90 26.7 2.0 498.4216 Other (Main) Exterior 665.2 PASS

6F03 1.50 1 0 2.92 24.9 2.0 499.3294 Other (Main) Exterior 665.2 PASS

6F04 1.87 1 0 2.94 22.6 2.0 395.3261 Other (Main) Exterior 665.2 PASS

6F05 1.87 1 0 2.95 19.6 2.0 393.0597 Other (Main) Exterior 665.2 PASS

6F06 1.87 1 0 2.96 16.3 2.0 394.7421 Other (Main) Exterior 665.2 PASS

6F07 2.45 1 0 2.98 12.0 2.0 341.7114 Other (Main) Exterior 665.2 PASS

6F08 1.53 1 0 4.78 13.4 2.0 260.2063 Other (Roof) Exterior 443.5 PASS

Building Fire Research Laboratory

CP LDP JOINT 1 of 1 8/11/2010

A85
National Earthquake Hazards Reduction Program

Section 9a: LDP (Response Spectrum) Shear Wall Assessment (IO)

Typical Wall Propertiesfc' 5000 psi, Lower Bound Concrete Compressive Strength

fy 60 ksi, Lower Bound Reinforcing Steel Yield Strength

fu 90 ksi, Lower Bound Reinforcing Steel Ultimate Strength

fc' 7500 psi, Expected Concrete Compressive Strength

fy 75 ksi, Expected Reinforcing Steel Yield Strength

fu 112.5 ksi, Expected Reinforcing Steel Ultimate Strength

tw 16 in, Shear Wall Thickness

hw 106 ft, Shear Wall Height

lw 22.33 ft, Shear wall Length

Slender Wall Slenderness (ASCE 41‐06 Section C6.7.1)

w 28 in, Boundary Element WidthAg 4960 kips, Nominal Axial Capacity (No Eccentricity, Concrete Only)

κ 1.0 Knowledge Factor

C1 1.0

C2 1.0

Exterior Shear Wall

Level Elev hseg PDES,MAX PDES,MIN MDES,MAX Size Spc Size Spc Ast1 Size Spc Confined? PCL PCE ΦAXIAL P>.35Po?2 sh > 18"?2 sv > 18"?

(ft) (ft) (kips) (kips) (k‐ft) (in) (in) (in2) (in) (kips) (kips) 

Level 08 106 13 111.7 80.6 5833.0 #5 18.0 #5 18.0 6.32 #5 4.0 YES 18217.5 27245.7 0.669 NO NO NO Level 07 93 13 248.7 165.7 16045.2 #5 15.0 #5 15.0 6.32 #5 4.0 YES 18217.5 27245.7 0.669 NO NO NO Level 06 80 13 385.8 250.8 28926.5 #5 15.0 #5 15.0 6.32 #5 4.0 YES 18217.5 27245.7 0.669 NO NO NO Level 05 67 13 522.8 336.0 43444.8 #5 15.0 #5 15.0 6.32 #5 4.0 YES 18217.5 27245.7 0.669 NO NO NO Level 04 54 13 659.9 421.1 59298.1 #5 15.0 #5 15.0 12.64 #5 4.0 YES 18517.0 27614.3 0.671 NO NO NO Level 03 41 13 796.9 506.2 76597.5 #5 15.0 #5 15.0 12.64 #5 4.0 YES 18517.0 27614.3 0.671 NO NO NO Level 02 28 13 934.0 591.3 95373.4 #5 15.0 #5 15.0 20.32 #5 4.0 YES 18880.9 28062.3 0.673 NO NO NO Level 01 15 15 1074.6 679.4 118431.8 #5 10.0 #5 10.0 29.32 #5 4.0 YES 19307.4 28587.3 0.675 NO NO NO 

Interior Shear Wall

Level Elev hseg PDES,MAX PDES,MIN MDES,MAX Size Spc Size Spc Ast1 Size Spc Confined? PCL PCE ΦAXIAL P>.35Po?2 sh > 18"?2 sv > 18"?

(ft) (ft) (kips) (kips) (k‐ft) (in) (in) (in2) (in) (kips) (kips) 

Level 08 106 13 190.2 134.1 5544.2 #5 18.0 #5 18.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NO Level 07 93 13 426.7 273.5 14990.3 #5 18.0 #5 18.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NO Level 06 80 13 663.1 413.0 26765.1 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NO Level 05 67 13 899.6 552.4 40078.0 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NO Level 04 54 13 1136.0 691.9 54703.7 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NO Level 03 41 13 1372.5 831.3 70670.4 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NO Level 02 28 13 1608.9 970.8 87968.1 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NO Level 01 15 15 1849.0 1113.2 109253.0 #5 15.0 #5 10.0 15.24 #5 5.0 YES 18640.2 27766.0 0.671 NO NO NO 

1. Area of Longitudinal Steel in Boundary Elements

2. If "NO", Shear Wall may not be taken as effective in resisting seismic forces per ASCE 41‐06 Section 6.7.1.1

3. Nominal Moment Capacity taken from PCA Column Analysis corresponding to minimum design Axial Load

4. Nominal Moment Capacity at P=0 taken from PCA Column Analysis, including only boundary reinforcing.  Φ = 1.0, and expected strengths are used.

5. Nominal Moment Capacity at P=0 is not required to exceed Moment Demand, as the compressive force is assumed to be 0 and therefore no interaction effects are taken into account.

6. Maximum shear force caculated based on nominal flexural capacity of base of wall.

7. Wall is considered controlled by flexure if the maximum shear force value is less than the nominal shear capacity. This indicates that the wall will fail in flexure prior to reaching the shear capacity.

Horiz Reinf Vert Reinf Boundary Element EffectivenessHoriz Reinf Vert Reinf Boundary Element Effectiveness

Building Fire Research LaboratoryIO LDP SW 1 of 2 

A86
National Earthquake Hazards Reduction Program

Control7 J*PDES,MAX J*PDES,MIN MDES/m DCRMAX DCRMIN

(kips) (kips) (k‐ft)

Flexure 111.7 80.6 2916.5 0.120 0.121 PASS PASS PASSFlexure 248.7 165.7 8022.6 0.290 0.299 PASS PASS PASSFlexure 385.8 250.8 14463.2 0.498 0.522 PASS PASS PASSFlexure 522.8 336.0 21722.4 0.715 0.762 PASS PASS PASSFlexure 659.9 421.1 29649.0 0.634 0.666 PASS PASS PASSFlexure 796.9 506.2 38298.8 0.797 0.845 PASS PASS PASSFlexure 934.0 591.3 47731.9 0.784 0.828 PASS PASS PASSFlexure 1074.6 679.4 70181.8 0.929 0.977 PASS PASS PASS

Control7 J*PDES,MAX J*PDES,MIN MDES/m DCRMAX DCRMIN

(kips) (kips) (k‐ft)

Flexure 190.2 134.1 2772.1 0.082 0.083 PASS PASS PASSFlexure 426.7 273.5 7495.2 0.207 0.216 PASS PASS PASSFlexure 663.1 413.0 13382.6 0.331 0.353 PASS PASS PASSFlexure 899.6 552.4 20039.0 0.469 0.510 PASS PASS PASSFlexure 1136.0 691.9 27351.9 0.608 0.672 PASS PASS PASSFlexure 1372.5 831.3 35335.2 0.748 0.840 PASS PASS PASSFlexure 1608.9 970.8 44126.2 0.891 1.016 PASS FAIL PASSFlexure 1849.0 1113.2 64742.5 1.144 1.304 FAIL FAIL PASS

Axial‐Flexural

Acceptance

Shear

Acceptance

Axial‐Flexural

Acceptance

Shear

Acceptance

Building Fire Research LaboratoryIO LDP SW 2 of 2 

A87
National Earthquake Hazards Reduction Program

Section 9b: LDP (Response Spectrum) Shear Wall Assessment (LS)

Typical Wall Propertiesfc' 5000 psi, Lower Bound Concrete Compressive Strength

fy 60 ksi, Lower Bound Reinforcing Steel Yield Strength

fu 90 ksi, Lower Bound Reinforcing Steel Ultimate Strengthfc' 7500 psi, Expected Concrete Compressive Strength

fy 75 ksi, Expected Reinforcing Steel Yield Strength

fu 112.5 ksi, Expected Reinforcing Steel Ultimate Strength

tw 16 in, Shear Wall Thickness

hw 106 ft, Shear Wall Height

lw 22.33 ft, Shear wall Length

Slender Wall Slenderness (ASCE 41‐06 Section C6.7.1)

w 28 in, Boundary Element WidthAg 4960 kips, Nominal Axial Capacity (No Eccentricity, Concrete Only)

κ 1.0 Knowledge FactorC1 1.0

C2 1.0

Exterior Shear Wall

Level Elev hseg PDES,MAX PDES,MIN MDES,MAX Size Spc Size Spc Ast1 Size Spc Confined? PCL PCE ΦAXIAL P>.35Po?2 sh > 18"?2 sv > 

(ft) (ft) (kips) (kips) (k‐ft) (in) (in) (in2) (in) (kips) (kips) 

Level 08 106 13 111.7 80.6 10160.9 #5 18.0 #5 18.0 6.32 #5 4.0 YES 18217.5 27245.7 0.669 NO NO NLevel 07 93 13 248.7 165.7 27959.6 #5 15.0 #5 15.0 6.32 #5 4.0 YES 18217.5 27245.7 0.669 NO NO NLevel 06 80 13 385.8 250.8 50424.7 #5 15.0 #5 15.0 6.32 #5 4.0 YES 18217.5 27245.7 0.669 NO NO NLevel 05 67 13 522.8 336.0 75759.8 #5 15.0 #5 15.0 6.32 #5 4.0 YES 18217.5 27245.7 0.669 NO NO NLevel 04 54 13 659.9 421.1 103432.5 #5 15.0 #5 15.0 12.64 #5 4.0 YES 18517.0 27614.3 0.671 NO NO NLevel 03 41 13 796.9 506.2 133625.4 #5 15.0 #5 15.0 12.64 #5 4.0 YES 18517.0 27614.3 0.671 NO NO NLevel 02 28 13 934.0 591.3 166382.6 #5 15.0 #5 15.0 20.32 #5 4.0 YES 18880.9 28062.3 0.673 NO NO NLevel 01 15 15 1074.6 679.4 206595.1 #5 10.0 #5 10.0 29.32 #5 4.0 YES 19307.4 28587.3 0.675 NO NO N

Interior Shear Wall

Level Elev hseg PDES,MAX PDES,MIN MDES,MAX Size Spc Size Spc Ast1 Size Spc Confined? PCL PCE ΦAXIAL P>.35Po?2 sh > 18"?2 sv > 

(ft) (ft) (kips) (kips) (k‐ft) (in) (in) (in2) (in) (kips) (kips) 

Level 08 106 13 190.2 134.1 9655.1 #5 18.0 #5 18.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NLevel 07 93 13 426.7 273.5 26118.0 #5 18.0 #5 18.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NLevel 06 80 13 663.1 413.0 46655.4 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NLevel 05 67 13 899.6 552.4 69888.6 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NLevel 04 54 13 1136.0 691.9 95418.4 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NLevel 03 41 13 1372.5 831.3 123284.9 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NLevel 02 28 13 1608.9 970.8 153463.6 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NLevel 01 15 15 1849.0 1113.2 190582.9 #5 15.0 #5 10.0 15.24 #5 5.0 YES 18640.2 27766.0 0.671 NO NO N

1. Area of Longitudinal Steel in Boundary Elements

2. If "NO", Shear Wall may not be taken as effective in resisting seismic forces per ASCE 41‐06 Section 6.7.1.1

3. Nominal Moment Capacity taken from PCA Column Analysis corresponding to minimum design Axial Load

4. Nominal Moment Capacity at P=0 taken from PCA Column Analysis, including only boundary reinforcing.   Φ = 1.0, and expected strengths are used.

5. Nominal Moment Capacity at P=0 is not required to exceed Moment Demand, as the compressive force is assumed to be 0 and therefore no interaction effects are taken into account.

6. Maximum shear force caculated based on nominal flexural capacity of base of wall.7. Wall is considered controlled by flexure if the maximum shear force value is less than the nominal shear capacity. This indicates that the wall will fail in flexure prior to reaching the shear capacity.

Effectiveness

Horiz Reinf Vert Reinf Boundary Element Effectiveness

Horiz Reinf Vert Reinf Boundary Element

Building Fire Research LaboratoryLS LDP SW 1 of 2 

A88
National Earthquake Hazards Reduction Program

Control7 J*PDES,MAX J*PDES,MIN MDES/m DCRMAX DCRMIN

(kips) (kips) (k‐ft)

Flexure 223.4 161.2 2540.2 0.099 0.102 PASS PASS PASSFlexure 497.5 331.4 7501.7 0.249 0.263 PASS PASS PASSFlexure 771.6 501.7 16264.3 0.495 0.539 PASS PASS PASSFlexure 1045.7 671.9 25253.3 0.710 0.792 PASS PASS PASSFlexure 1319.7 842.2 34477.5 0.651 0.711 PASS PASS PASSFlexure 1593.8 1012.4 44541.8 0.802 0.889 PASS PASS PASSFlexure 1867.9 1182.7 55513.5 0.799 0.879 PASS PASS PASSFlexure 2149.2 1358.8 68865.0 0.808 0.882 PASS PASS PASS

Control7 J*PDES,MAX J*PDES,MIN MDES/m DCRMAX DCRMIN

(kips) (kips) (k‐ft)

Flexure 380.5 268.1 2413.8 0.067 0.070 PASS PASS PASSFlexure 853.4 547.0 6713.3 0.166 0.179 PASS PASS PASSFlexure 1326.3 825.9 14045.8 0.300 0.334 PASS PASS PASSFlexure 1799.2 1104.9 23296.2 0.454 0.521 PASS PASS PASSFlexure 2272.1 1383.8 31806.1 0.571 0.672 PASS PASS PASSFlexure 2745.0 1662.7 41095.0 0.685 0.822 PASS PASS PASSFlexure 3217.9 1941.6 51334.0 0.799 0.976 PASS PASS PASSFlexure 3698.0 2226.4 63527.6 0.868 1.057 PASS FAIL PASS

Axial‐Flexure Axial‐Flexural

Acceptance

Shear

Acceptance

Axial‐Flexural

Acceptance

Shear

Acceptance

Building Fire Research LaboratoryLS LDP SW 2 of 2 

A89
National Earthquake Hazards Reduction Program

Section 9c: LDP (Response Spectrum) Shear Wall Assessment (CP)

Typical Wall Propertiesfc' 5000 psi, Lower Bound Concrete Compressive Strength

fy 60 ksi, Lower Bound Reinforcing Steel Yield Strength

fu 90 ksi, Lower Bound Reinforcing Steel Ultimate Strengthfc' 7500 psi, Expected Concrete Compressive Strength

fy 75 ksi, Expected Reinforcing Steel Yield Strength

fu 112.5 ksi, Expected Reinforcing Steel Ultimate Strength

tw 16 in, Shear Wall Thickness

hw 106 ft, Shear Wall Height

lw 22.33 ft, Shear wall Length

Slender Wall Slenderness (ASCE 41‐06 Section C6.7.1)

w 28 in, Boundary Element WidthAg 4960 kips, Nominal Axial Capacity (No Eccentricity, Concrete Only)

κ 1.0 Knowledge FactorC1 1.0

C2 1.0

Exterior Shear Wall

Level Elev hseg PDES,MAX PDES,MIN MDES,MAX Size Spc Size Spc Ast1 Size Spc Confined? PCL PCE ΦAXIAL P>.35Po?2 sh > 18"?2 sv > 

(ft) (ft) (kips) (kips) (k‐ft) (in) (in) (in2) (in) (kips) (kips) 

Level 08 106 13 111.7 80.6 14133.4 #5 18.0 #5 18.0 6.32 #5 4.0 YES 18217.5 27245.7 0.669 NO NO NLevel 07 93 13 248.7 165.7 38988.9 #5 15.0 #5 15.0 6.32 #5 4.0 YES 18217.5 27245.7 0.669 NO NO NLevel 06 80 13 385.8 250.8 70509.8 #5 15.0 #5 15.0 6.32 #5 4.0 YES 18217.5 27245.7 0.669 NO NO NLevel 05 67 13 522.8 336.0 106211.6 #5 15.0 #5 15.0 6.32 #5 4.0 YES 18217.5 27245.7 0.669 NO NO NLevel 04 54 13 659.9 421.1 145289.1 #5 15.0 #5 15.0 12.64 #5 4.0 YES 18517.0 27614.3 0.671 NO NO NLevel 03 41 13 796.9 506.2 187883.5 #5 15.0 #5 15.0 12.64 #5 4.0 YES 18517.0 27614.3 0.671 NO NO NLevel 02 28 13 934.0 591.3 233965.2 #5 15.0 #5 15.0 20.32 #5 4.0 YES 18880.9 28062.3 0.673 NO NO NLevel 01 15 15 1074.6 679.4 290370.9 #5 10.0 #5 10.0 29.32 #5 4.0 YES 19307.4 28587.3 0.675 NO NO N

Interior Shear Wall

Level Elev hseg PDES,MAX PDES,MIN MDES,MAX Size Spc Size Spc Ast1 Size Spc Confined? PCL PCE ΦAXIAL P>.35Po?2 sh > 18"?2 sv > 

(ft) (ft) (kips) (kips) (k‐ft) (in) (in) (in2) (in) (kips) (kips) 

Level 08 106 13 190.2 134.1 13402.3 #5 18.0 #5 18.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NLevel 07 93 13 426.7 273.5 36385.9 #5 18.0 #5 18.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NLevel 06 80 13 663.1 413.0 65222.1 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NLevel 05 67 13 899.6 552.4 97978.8 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NLevel 04 54 13 1136.0 691.9 134029.2 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NLevel 03 41 13 1372.5 831.3 173339.1 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NLevel 02 28 13 1608.9 970.8 215797.7 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NLevel 01 15 15 1849.0 1113.2 267861.1 #5 15.0 #5 10.0 15.24 #5 5.0 YES 18640.2 27766.0 0.671 NO NO N

1. Area of Longitudinal Steel in Boundary Elements

2. If "NO", Shear Wall may not be taken as effective in resisting seismic forces per ASCE 41‐06 Section 6.7.1.1

3. Nominal Moment Capacity taken from PCA Column Analysis corresponding to minimum design Axial Load

4. Nominal Moment Capacity at P=0 taken from PCA Column Analysis, including only boundary reinforcing.   Φ = 1.0, and expected strengths are used.

5. Nominal Moment Capacity at P=0 is not required to exceed Moment Demand, as the compressive force is assumed to be 0 and therefore no interaction effects are taken into account.

6. Maximum shear force caculated based on nominal flexural capacity of base of wall.7. Wall is considered controlled by flexure if the maximum shear force value is less than the nominal shear capacity. This indicates that the wall will fail in flexure prior to reaching the shear capacity.

Effectiveness

Horiz Reinf Vert Reinf Boundary Element Effectiveness

Horiz Reinf Vert Reinf Boundary Element

Building Fire Research LaboratoryCP LDP SW 1 of 2 

A90
National Earthquake Hazards Reduction Program

Control7 J*PDES,MAX J*PDES,MIN MDES/m DCRMAX DCRMIN

(kips) (kips) (k‐ft)

Flexure 223.4 161.2 2355.6 0.092 0.095 PASS PASS PASSFlexure 497.5 331.4 9747.2 0.323 0.342 PASS PASS PASSFlexure 771.6 501.7 17627.4 0.536 0.584 PASS PASS PASSFlexure 1045.7 671.9 26552.9 0.747 0.833 PASS PASS PASSFlexure 1319.7 842.2 36322.3 0.685 0.749 PASS PASS PASSFlexure 1593.8 1012.4 46970.9 0.846 0.937 PASS PASS PASSFlexure 1867.9 1182.7 58553.8 0.843 0.927 PASS PASS PASSFlexure 2149.2 1358.8 70392.9 0.826 0.901 PASS PASS PASS

Control7 J*PDES,MAX J*PDES,MIN MDES/m DCRMAX DCRMIN

(kips) (kips) (k‐ft)

Flexure 380.5 268.1 2233.7 0.062 0.064 PASS PASS PASSFlexure 853.4 547.0 8851.4 0.219 0.236 PASS PASS PASSFlexure 1326.3 825.9 16305.5 0.348 0.388 PASS PASS PASSFlexure 1799.2 1104.9 24494.7 0.478 0.548 PASS PASS PASSFlexure 2272.1 1383.8 33507.3 0.602 0.707 PASS PASS PASSFlexure 2745.0 1662.7 43334.8 0.722 0.867 PASS PASS PASSFlexure 3217.9 1941.6 54162.5 0.843 1.029 PASS FAIL PASSFlexure 3698.0 2226.4 64936.0 0.887 1.080 PASS FAIL PASS

Axial‐Flexure Axial‐Flexural

Acceptance

Shear

Acceptance

Axial‐Flexural

Acceptance

Shear

Acceptance

Building Fire Research LaboratoryCP LDP SW 2 of 2 

A91
National Earthquake Hazards Reduction Program

Section 10a. LDP Moment Frame Beam Assessment (IO)

Typical Beam Properties

bw 24 in, Beam Stem Width

h 32 in, Beam Heightbe 27 in, Effective Beam Flange Extension

β1 0.8

c 1.5 in, Cover

#4 Size of Transverse Reinforcing (Hinge Zone)

3 Number of Legs in Transverse Reinforcing (Hinge Zone)

fc' 5000 psi, Lower Bound Compressive Strength (ASCE 41‐06 Table 6‐3)

fy 60 ksi, Lower Bound Yield Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐2)

fu 90 ksi, Lower Bound Ultimate Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐2)

fc' 7500 psi, Expected Compressive Strength (ASCE 41‐06 Table 6‐4)

fy 75 ksi, Expected Yield Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐4)

fu 113 ksi, Expected Ultimate Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐4)

κ 1 Knowledge Factor (ASCE 41‐06 2.2.6.4)

C1 1

C2 1BEAM ID (ρL‐ρ')/ρbal (ρM‐ρ')/ρbal (ρR‐ρ')/ρbal (ρL‐ρ')/ρbal (ρR‐ρ')/ρbal VDES,left VDES,middle VDES,right V/bwdfc'1/2 V/bwdfc'1/2 V/bwdfc'1/2 sh,L sh,R Conform? Conform? QUD,left QUD,middle QUD,right QUD,left QUD,right mκQCE,left mκQCE,m

(kips) (kips) (kips) left middle right (in) (in) (k‐in) (k‐in) (k‐in) (k‐in) (k‐in) (k‐in) (k‐in

60101 4 #8 3 #8 3 #9 5 #9 5 #9 0.1331 0.0998 0.1266 0.2110 0.2110 153.3 129.6 155.5 3.0690 2.5881 3.1135 7 7 C C 21873 2192.57 19194 23531 21472 18761 145460102 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 140.2 114.0 140.0 2.8059 2.2780 2.8022 7 7 C C 17832 1053.58 18284 20059 20459 17978 145460103 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 143.3 117.4 143.3 2.8695 2.3446 2.8695 7 7 C C 18607 846.528 18607 20794 20794 17978 145460104 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 140.0 114.2 140.2 2.8022 2.2811 2.8059 7 7 C C 18284 1053.58 17832 20459 20059 17978 145460105 3 #9 3 #8 4 #8 5 #9 5 #9 0.1266 0.0998 0.1331 0.2110 0.2110 155.5 127.7 153.3 3.1135 2.5507 3.0690 7 7 C C 19194 2192.57 21873 21472 23531 17793 145460201 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 142.4 116.8 142.6 2.8501 2.3340 2.8543 7 7 C C 19446 1786.05 17689 21436 19748 17978 145460202 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 135.0 109.4 135.1 2.7028 2.1846 2.7046 7 7 C C 17064 1065.9 17499 19211 19672 17978 145460203 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 138.4 112.6 138.4 2.7695 2.2494 2.7695 7 7 C C 17824 836.472 17824 19994 19994 17978 145460204 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 135.1 109.3 135.0 2.7046 2.1831 2.7028 7 7 C C 17499 1065.9 17064 19672 19211 17978 145460205 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 142.6 116.6 142.4 2.8543 2.3298 2.8501 7 7 C C 17689 1786.05 19446 19748 21436 17978 145460301 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 133.9 108.0 133.6 2.6814 2.1568 2.6748 7 7 C C 18103 1918.72 16160 20146 18126 17978 145460302 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 125.4 99.7 125.5 2.5095 1.9925 2.5120 7 7 C C 15473 1063.34 15892 17614 18067 17978 145460303 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 128.5 102.8 128.5 2.5733 2.0535 2.5733 7 7 C C 16197 837.036 16197 18365 18365 17978 145460304 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 125.5 99.6 125.4 2.5120 1.9904 2.5095 7 7 C C 15892 1063.34 15473 18067 17614 17978 145460305 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 133.6 108.2 133.9 2.6748 2.1614 2.6814 7 7 C C 16160 1918.72 18103 18126 20146 17978 145460401 3 #8 3 #8 3 #8 4 #9 5 #8 0.0998 0.0998 0.0998 0.1688 0.1664 128.1 101.5 127.1 2.5636 2.0281 2.5380 7 7 C C 17018 1902.3 15176 19158 17053 14548 145460402 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 117.7 92.1 117.9 2.3505 1.8405 2.3547 7 7 C C 14382 895.944 14450 16504 16629 14548 145460403 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 118.1 92.4 118.1 2.3599 1.8457 2.3599 7 7 C C 14469 836.288 14469 16639 16639 14548 145460404 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 117.9 92.0 117.7 2.3547 1.8371 2.3505 7 7 C C 14450 895.944 14382 16629 16504 14548 145460405 3 #8 3 #8 3 #8 5 #8 4 #9 0.0998 0.0998 0.0998 0.1664 0.1688 127.1 102.3 128.1 2.5380 2.0439 2.5636 7 7 C C 15176 1902.3 17018 17053 19158 14548 145460501 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 118.9 91.9 117.4 2.3747 1.8364 2.3445 7 7 C C 15335 1812.48 13727 17543 15535 14548 145460502 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 110.2 84.7 110.4 2.2006 1.6917 2.2058 7 7 C C 13160 882.542 13191 15271 15374 14548 145460503 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 110.4 84.7 110.4 2.2052 1.6911 2.2052 7 7 C C 13184 836.105 13184 15354 15354 14548 145460504 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 110.4 84.5 110.2 2.2058 1.6873 2.2006 7 7 C C 13191 882.542 13160 15374 15271 14548 145460505 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 117.4 93.1 118.9 2.3445 1.8605 2.3747 7 7 C C 13727 1812.48 15335 15535 17543 14548 145460601 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 107.8 80.6 106.0 2.1533 1.6102 2.1170 7 7 C C 13375 1732.3 11964 15617 13725 14548 145460602 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 100.4 75.0 100.7 2.0062 1.4978 2.0120 7 7 C C 11556 880.5 11571 13662 13755 14548 145460603 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 100.6 74.8 100.6 2.0089 1.4947 2.0089 7 7 C C 11552 836.053 11552 13722 13722 14548 145460604 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 100.7 74.8 100.4 2.0120 1.4932 2.0062 7 7 C C 11571 880.5 11556 13755 13662 14548 145460605 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 106.0 82.1 107.8 2.1170 1.6391 2.1533 7 7 C C 11964 1732.3 13375 13725 15617 14548 145460701 3 #8 3 #8 3 #8 3 #9 3 #9 0.0998 0.0998 0.0998 0.1266 0.1266 88.8 61.1 86.4 1.7768 1.2195 1.7290 7 7 C C 9914 1517.27 8983.5 12268 10684 14548 145460702 3 #8 3 #8 3 #8 3 #9 3 #9 0.0998 0.0998 0.0998 0.1266 0.1266 83.8 58.5 84.2 1.6784 1.1676 1.6854 7 7 C C 8831 880.608 8802.2 10921 10991 14548 145460703 3 #8 3 #8 3 #8 3 #9 3 #9 0.0998 0.0998 0.0998 0.1266 0.1266 83.8 58.0 83.8 1.6767 1.1589 1.6767 7 7 C C 8761 835.863 8760.8 10932 10932 14548 145460704 3 #8 3 #8 3 #8 3 #9 3 #9 0.0998 0.0998 0.0998 0.1266 0.1266 84.2 58.2 83.8 1.6854 1.1617 1.6784 7 7 C C 8802 880.608 8830.6 10991 10921 14548 145460705 3 #8 3 #8 3 #8 3 #9 3 #9 0.0998 0.0998 0.0998 0.1266 0.1266 86.4 63.0 88.8 1.7290 1.2588 1.7768 7 7 C C 8983 1517.27 9913.7 10684 12268 14548 145460801 3 #8 3 #8 3 #8 3 #8 3 #8 0.0998 0.0998 0.0998 0.0998 0.0998 52.8 31.3 52.0 1.0543 0.6261 1.0387 7 7 C C 4961 1263.09 4101.4 6638 5628.4 14548 145460802 3 #8 3 #8 3 #8 3 #8 3 #8 0.0998 0.0998 0.0998 0.0998 0.0998 50.6 29.9 50.9 1.0099 0.5980 1.0171 7 7 C C 4187 747.534 4134.7 5960 5999.2 14548 145460803 3 #8 3 #8 3 #8 3 #8 3 #8 0.0998 0.0998 0.0998 0.0998 0.0998 50.2 29.3 50.2 1.0035 0.5844 1.0035 7 7 C C 4067 679.761 4066.7 5919 5918.5 14548 145460804 3 #8 3 #8 3 #8 3 #8 3 #8 0.0998 0.0998 0.0998 0.0998 0.0998 50.9 29.7 50.6 1.0171 0.5925 1.0099 7 7 C C 4135 747.534 4187 5999 5960.4 14548 145460805 3 #8 3 #8 3 #8 3 #8 3 #8 0.0998 0.0998 0.0998 0.0998 0.0998 52.0 31.8 52.8 1.0387 0.6352 1.0543 7 7 C C 4101 1263.09 4961.2 5628 6638.5 14548 1454

M‐ M+

Left Middle Right

M+ M‐

Left Right

Existing Beam Reinforcing

Parameters Below Assume that 0<ρ/ρbal<.5, and

Transverse Reinforcing Conforms. Check these

values prior to using this portion of the table

M+ M‐ M+

Building Fire Research LaboratoryIO LDP BEAM 1 of 2 

A92
National Earthquake Hazards Reduction Program

QG,left QG,right QE,left QE,right Jleft Jright κQCL,left κQCL,right Left Right

(k) (k) (k) (k) (k) (k)

25.4 26.6 73.2 73.2 1.00 1.00 151.4 151.4 PASS PASS26.0 25.9 68.8 68.8 1.00 1.00 151.4 151.4 PASS PASS26.0 26.0 69.6 69.6 1.00 1.00 151.4 151.4 PASS PASS25.9 26.0 68.8 68.8 1.00 1.00 151.4 151.4 PASS PASS26.6 25.4 73.2 73.2 1.00 1.00 151.4 151.4 PASS PASS25.7 25.8 71.1 71.1 1.00 1.00 151.4 151.4 PASS PASS25.7 25.8 68.8 68.8 1.00 1.00 151.4 151.4 PASS PASS25.7 25.7 69.8 69.8 1.00 1.00 151.4 151.4 PASS PASS25.8 25.7 68.8 68.8 1.00 1.00 151.4 151.4 PASS PASS25.8 25.7 71.1 71.1 1.00 1.00 151.4 151.4 PASS PASS25.8 25.7 68.5 68.5 1.00 1.00 151.4 151.4 PASS PASS25.7 25.8 65.7 65.7 1.00 1.00 151.4 151.4 PASS PASS25.7 25.7 66.8 66.8 1.00 1.00 151.4 151.4 PASS PASS25.8 25.7 65.7 65.7 1.00 1.00 151.4 151.4 PASS PASS25.7 25.8 68.5 68.5 1.00 1.00 151.4 151.4 PASS PASS26.0 25.5 66.1 66.1 1.00 1.00 151.4 151.7 PASS PASS25.7 25.8 62.6 62.6 1.00 1.00 151.7 151.7 PASS PASS25.7 25.7 62.6 62.6 1.00 1.00 151.7 151.7 PASS PASS25.8 25.7 62.6 62.6 1.00 1.00 151.7 151.7 PASS PASS25.5 26.0 66.1 66.1 1.00 1.00 151.7 151.4 PASS PASS26.1 25.3 60.7 60.7 1.00 1.00 151.7 151.7 PASS PASS25.7 25.8 57.8 57.8 1.00 1.00 151.7 151.7 PASS PASS25.7 25.7 57.9 57.9 1.00 1.00 151.7 151.7 PASS PASS25.8 25.7 57.8 57.8 1.00 1.00 151.7 151.7 PASS PASS25.3 26.1 60.7 60.7 1.00 1.00 151.7 151.7 PASS PASS26.2 25.3 53.5 53.5 1.00 1.00 151.7 151.7 PASS PASS25.7 25.8 51.1 51.1 1.00 1.00 151.7 151.7 PASS PASS25.7 25.7 51.1 51.1 1.00 1.00 151.7 151.7 PASS PASS25.8 25.7 51.1 51.1 1.00 1.00 151.7 151.7 PASS PASS25.3 26.2 53.5 53.5 1.00 1.00 151.7 151.7 PASS PASS26.4 25.1 43.6 43.6 1.00 1.00 151.4 151.4 PASS PASS25.7 25.8 42.1 42.1 1.00 1.00 151.4 151.4 PASS PASS25.7 25.7 42.1 42.1 1.00 1.00 151.4 151.4 PASS PASS25.8 25.7 42.1 42.1 1.00 1.00 151.4 151.4 PASS PASS25.1 26.4 43.6 43.6 1.00 1.00 151.4 151.4 PASS PASS21.2 20.8 26.7 26.7 1.00 1.00 151.7 151.7 PASS PASS20.9 21.0 25.0 25.0 1.00 1.00 151.7 151.7 PASS PASS21.0 21.0 25.1 25.1 1.00 1.00 151.7 151.7 PASS PASS21.0 20.9 25.0 25.0 1.00 1.00 151.7 151.7 PASS PASS20.8 21.2 26.7 26.7 1.00 1.00 151.7 151.7 PASS PASS

Beam Shear

Acceptence

Building Fire Research LaboratoryIO LDP BEAM 2 of 2 

A93
National Earthquake Hazards Reduction Program

Section 10b. LDP (Time History) Moment Frame Beam Assessment (LS)

Typical Beam Properties

bw 24 in, Beam Stem Width

h 32 in, Beam Heightbe 27 in, Effective Beam Flange Extensionβ1 0.8

c 1.5 in, Cover

#4 Size of Transverse Reinforcing (Hinge Zone)

3 Number of Legs in Transverse Reinforcing (Hinge Zone)

fc' 5000 psi, Lower Bound Compressive Strength (ASCE 41‐06 Table 6‐3)

fy 60 ksi, Lower Bound Yield Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐2)

fu 90 ksi, Lower Bound Ultimate Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐2)

fc' 7500 psi, Expected Compressive Strength (ASCE 41‐06 Table 6‐4)

fy 75 ksi, Expected Yield Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐4)

fu 113 ksi, Expected Ultimate Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐4)

κ 1 Knowledge Factor (ASCE 41‐06 2.2.6.4)

C1 1

C2 1BEAM ID (ρL‐ρ')/ρbal (ρM‐ρ')/ρbal (ρR‐ρ')/ρbal (ρL‐ρ')/ρbal (ρR‐ρ')/ρbal VDES,left VDES,middle VDES,right sh,L sh,R Conform? Conform? QUD,left QUD,middle QUD,right QUD,left QUD,right mκQCE,left mκQCE,middle mκQCE,right mκQCE,left mκQCE,right Left 

(kips) (kips) (kips) (in) (in) (k‐in) (k‐in) (k‐in) (k‐in) (k‐in) (k‐in) (k‐in) (k‐in) (k‐in) (k‐in) 

60101 4 #8 3 #8 3 #9 5 #9 5 #9 0.1331 0.0998 0.1266 0.2110 0.2110 249.1 225.4 251.4 7 7 C C 38686 3098.81 34195 40343 36473 24630 21294 23246 34971 34633 FAIL 

60102 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 225.3 199.2 225.1 7 7 C C 31802 1214.54 32575 34029 34750 26085 23653 26105 38600 38629 FAIL 

60103 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 230.9 204.9 230.9 7 7 C C 33142 846.528 33142 35328 35328 25473 23134 25473 37745 37745 FAIL 60104 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 225.1 199.3 225.3 7 7 C C 32575 1214.54 31802 34750 34029 26105 23639 26085 38629 38600 FAIL 60105 3 #9 3 #8 4 #8 5 #9 5 #9 0.1266 0.0998 0.1331 0.2110 0.2110 251.4 223.5 249.1 7 7 C C 34195 3098.81 38686 36473 40343 23246 21462 24630 34633 34971 FAIL 

60201 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 229.5 203.9 229.7 7 7 C C 34544 2429.54 31502 36534 33562 25631 23224 25608 37966 37933 FAIL 

60202 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 216.6 190.9 216.7 7 7 C C 30435 1232.47 31203 32582 33376 27035 24395 27024 39927 39913 FAIL 60203 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 222.4 196.6 222.4 7 7 C C 31769 836.472 31769 33938 33938 26404 23882 26404 39046 39046 FAIL 60204 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 216.7 190.8 216.6 7 7 C C 31203 1232.47 30435 33376 32582 27024 24402 27035 39913 39927 FAIL 60205 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 229.7 203.7 229.5 7 7 C C 31502 2429.54 34544 33562 36534 25608 23243 25631 37933 37966 FAIL 60301 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 214.5 188.6 214.2 7 7 C C 32215 2652.09 28806 34258 30772 27255 24606 27291 40235 40286 FAIL 60302 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 199.7 174.1 199.9 7 7 C C 27656 1227.08 28398 29797 30572 28869 25907 28855 42490 42471 PASS 60303 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 205.2 179.5 205.2 7 7 C C 28927 837.036 28927 31096 31096 28269 25422 28269 41652 41652 FAIL 60304 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 199.9 174.0 199.7 7 7 C C 28398 1227.08 27656 30572 29797 28855 25916 28869 42471 42490 PASS 60305 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 214.2 188.8 214.5 7 7 C C 28806 2652.09 32215 30772 34258 27291 24585 27255 40286 40235 FAIL 60401 3 #8 3 #8 3 #8 4 #9 5 #8 0.0998 0.0998 0.0998 0.1688 0.1664 204.0 177.5 203.0 7 7 C C 30350 2625.18 27062 32489 28939 23177 25603 23307 35402 35338 FAIL 60402 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 186.3 160.8 186.5 7 7 C C 25745 931.652 25880 27867 28060 24808 27105 24789 37530 37503 FAIL 60403 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 187.1 161.3 187.1 7 7 C C 25911 836.288 25911 28081 28081 24741 27056 24741 37433 37433 FAIL 60404 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 186.5 160.6 186.3 7 7 C C 25880 931.652 25745 28060 27867 24789 27120 24808 37503 37530 FAIL 60405 3 #8 3 #8 3 #8 5 #8 4 #9 0.0998 0.0998 0.0998 0.1664 0.1688 203.0 178.3 204.0 7 7 C C 27062 2625.18 30350 28939 32489 23307 25532 23177 35338 35402 FAIL 60501 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 187.8 160.9 186.3 7 7 C C 27431 2468.14 24512 29639 26320 24675 27099 24811 37337 37535 FAIL 

60502 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 173.2 147.8 173.5 7 7 C C 23609 906.403 23685 25720 25867 25985 28059 25961 39249 39215 PASS 60503 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 173.6 147.8 173.6 7 7 C C 23668 836.105 23668 25838 25838 25957 28059 25957 39208 39208 PASS 60504 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 173.5 147.6 173.2 7 7 C C 23685 906.403 23609 25867 25720 25961 28059 25985 39215 39249 PASS 60505 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 186.3 162.1 187.8 7 7 C C 24512 2468.14 27431 26320 29639 24811 26991 24675 37535 37337 PASS 

60601 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 168.3 141.1 166.5 7 7 C C 24017 2325.66 21420 26259 23181 26426 28059 26590 39894 40132 PASS 60602 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 156.3 130.8 156.6 7 7 C C 20807 901.839 20855 22913 23039 27512 28059 27486 41480 41442 PASS 60603 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 156.4 130.7 156.4 7 7 C C 20818 836.053 20818 22988 22988 27501 28059 27501 41464 41464 PASS 60604 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 156.6 130.6 156.3 7 7 C C 20855 901.839 20807 23039 22913 27486 28059 27512 41442 41480 PASS 60605 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 166.5 142.6 168.3 7 7 C C 21420 2325.66 24017 23181 26259 26590 28059 26426 40132 39894 PASS 60701 3 #8 3 #8 3 #8 3 #9 3 #9 0.0998 0.0998 0.0998 0.1266 0.1266 134.9 107.2 132.5 7 7 C C 18012 1959.98 16197 20366 17897 28059 28059 28059 33840 33840 PASS 60702 3 #8 3 #8 3 #8 3 #9 3 #9 0.0998 0.0998 0.0998 0.1266 0.1266 127.3 101.9 127.7 7 7 C C 16043 900.166 16023 18133 18212 28059 28059 28059 33840 33840 PASS 60703 3 #8 3 #8 3 #8 3 #9 3 #9 0.0998 0.0998 0.0998 0.1266 0.1266 127.0 101.3 127.0 7 7 C C 15945 835.863 15945 18116 18116 28059 28059 28059 33840 33840 PASS 60704 3 #8 3 #8 3 #8 3 #9 3 #9 0.0998 0.0998 0.0998 0.1266 0.1266 127.7 101.6 127.3 7 7 C C 16023 900.166 16043 18212 18133 28059 28059 28059 33840 33840 PASS 60705 3 #8 3 #8 3 #8 3 #9 3 #9 0.0998 0.0998 0.0998 0.1266 0.1266 132.5 109.1 134.9 7 7 C C 16197 1959.98 18012 17897 20366 28059 28059 28059 33840 33840 PASS 60801 3 #8 3 #8 3 #8 3 #8 3 #8 0.0998 0.0998 0.0998 0.0998 0.0998 76.2 54.8 75.4 7 7 C C 9179 1591.98 7662.4 10857 9189.3 28059 28059 28059 27764 27764 PASS 60802 3 #8 3 #8 3 #8 3 #8 3 #8 0.0998 0.0998 0.0998 0.0998 0.0998 72.8 52.1 73.1 7 7 C C 7880 781.96 7811.8 9653 9676.3 28059 28059 28059 27764 27764 PASS 60803 3 #8 3 #8 3 #8 3 #8 3 #8 0.0998 0.0998 0.0998 0.0998 0.0998 72.1 51.1 72.1 7 7 C C 7690 679.761 7689.8 9542 9541.6 28059 28059 28059 27764 27764 PASS 60804 3 #8 3 #8 3 #8 3 #8 3 #8 0.0998 0.0998 0.0998 0.0998 0.0998 73.1 51.9 72.8 7 7 C C 7812 781.96 7879.8 9676 9653.2 28059 28059 28059 27764 27764 PASS 60805 3 #8 3 #8 3 #8 3 #8 3 #8 0.0998 0.0998 0.0998 0.0998 0.0998 75.4 55.2 76.2 7 7 C C 7662 1591.98 9179.5 9189 10857 28059 28059 28059 27764 27764 PASS None

Left Middle Right Left Right

M+ M‐

M+ M‐

Parameters Below Assume that 0<ρ/ρbal<.5, and

Transverse Reinforcing Conforms. Check these

values prior to using this portion of the table

Existing Beam Reinforcing M+ M‐ M+ M‐ 

Building Fire Research LaboratoryLS LDP BEAM 1 of 2 

A94
National Earthquake Hazards Reduction Program

Jleft Jright κQCL,left κQCL,right Left Right

(k) (k)

2.00 2.00 151.4 151.4 PASS PASS2.00 2.00 151.4 151.4 PASS PASS2.00 2.00 151.4 151.4 PASS PASS2.00 2.00 151.4 151.4 PASS PASS2.00 2.00 151.4 151.4 PASS PASS2.00 2.00 151.4 151.4 PASS PASS2.00 2.00 151.4 151.4 PASS PASS2.00 2.00 151.4 151.4 PASS PASS2.00 2.00 151.4 151.4 PASS PASS2.00 2.00 151.4 151.4 PASS PASS2.00 2.00 151.4 151.4 PASS PASS2.00 2.00 151.4 151.4 PASS PASS2.00 2.00 151.4 151.4 PASS PASS2.00 2.00 151.4 151.4 PASS PASS2.00 2.00 151.4 151.4 PASS PASS2.00 2.00 151.4 151.7 PASS PASS2.00 2.00 151.7 151.7 PASS PASS2.00 2.00 151.7 151.7 PASS PASS2.00 2.00 151.7 151.7 PASS PASS2.00 2.00 151.7 151.4 PASS PASS2.00 2.00 151.7 151.7 PASS PASS2.00 2.00 151.7 151.7 PASS PASS2.00 2.00 151.7 151.7 PASS PASS2.00 2.00 151.7 151.7 PASS PASS2.00 2.00 151.7 151.7 PASS PASS2.00 2.00 151.7 151.7 PASS PASS2.00 2.00 151.7 151.7 PASS PASS2.00 2.00 151.7 151.7 PASS PASS2.00 2.00 151.7 151.7 PASS PASS2.00 2.00 151.7 151.7 PASS PASS2.00 2.00 151.4 151.4 PASS PASS2.00 2.00 151.4 151.4 PASS PASS2.00 2.00 151.4 151.4 PASS PASS2.00 2.00 151.4 151.4 PASS PASS2.00 2.00 151.4 151.4 PASS PASS2.00 2.00 151.7 151.7 PASS PASS2.00 2.00 151.7 151.7 PASS PASS2.00 2.00 151.7 151.7 PASS PASS2.00 2.00 151.7 151.7 PASS PASS2.00 2.00 151.7 151.7 PASS PASS

Beam Shear

Acceptence

Building Fire Research LaboratoryLS LDP BEAM 2 of 2 

A95
National Earthquake Hazards Reduction Program

Section 10c. LDP (Time History) Moment Frame Beam Assessment (CP)

Typical Beam Properties

bw 24 in, Beam Stem Width

h 32 in, Beam Heightbe 27 in, Effective Beam Flange Extensionβ1 0.8

c 1.5 in, Cover

#4 Size of Transverse Reinforcing (Hinge Zone)

3 Number of Legs in Transverse Reinforcing (Hinge Zone)

fc' 5000 psi, Lower Bound Compressive Strength (ASCE 41‐06 Table 6‐3)

fy 60 ksi, Lower Bound Yield Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐2)

fu 90 ksi, Lower Bound Ultimate Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐2)

fc' 7500 psi, Expected Compressive Strength (ASCE 41‐06 Table 6‐4)

fy 75 ksi, Expected Yield Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐4)

fu 113 ksi, Expected Ultimate Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐4)

κ 1 Knowledge Factor (ASCE 41‐06 2.2.6.4)

C1 1

C2 1BEAM ID (ρL‐ρ')/ρbal (ρM‐ρ')/ρbal (ρR‐ρ')/ρbal (ρL‐ρ')/ρbal (ρR‐ρ')/ρbal VDES,left VDES,middle VDES,right sh,L sh,R Conform? Conform? QUD,left QUD,middle QUD,right QUD,left QUD,right mκQCE,left mκQCE,middle mκQCE,right mκQCE,left mκQCE,right Left 

(kips) (kips) (kips) (in) (in) (k‐in) (k‐in) (k‐in) (k‐in) (k‐in) (k‐in) (k‐in) (k‐in) (k‐in) (k‐in) 

60101 4 #8 3 #8 3 #9 5 #9 5 #9 0.1331 0.0998 0.1266 0.2110 0.2110 340.2 316.1 342.1 7 7 C C 54605 3956.92 48459 56329 50677 25783 19743 24523 37851 37851 FAIL 

60102 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 306.2 279.8 305.7 7 7 C C 45029 1367.59 46163 47311 48282 24523 21598 24523 37851 37851 FAIL 60103 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 314.2 287.8 313.8 7 7 C C 46905 846.528 46963 49149 49092 24523 20870 24523 37851 37851 FAIL 60104 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 306.0 279.9 305.9 7 7 C C 46107 1366.95 45084 48338 47256 24523 21583 24523 37851 37851 FAIL 60105 3 #9 3 #8 4 #8 5 #9 5 #9 0.1266 0.0998 0.1331 0.2110 0.2110 342.5 314.3 339.9 7 7 C C 48399 3960.5 54672 50737 56262 24523 19743 25783 37851 37851 FAIL 60201 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 312.3 286.4 312.1 7 7 C C 48841 3038.87 44637 50891 46642 24523 21001 24523 37851 37851 FAIL 60202 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 294.1 268.1 293.9 7 7 C C 43097 1390.85 44233 45297 46351 25135 22643 25160 38706 38740 FAIL 60203 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 302.2 276.2 301.9 7 7 C C 44973 836.472 45028 47198 47143 24523 21922 24523 37851 37851 FAIL 60204 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 294.2 268.1 293.8 7 7 C C 44179 1390.19 43149 46406 45244 25125 22650 25170 38691 38755 FAIL 60205 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 312.5 286.2 311.9 7 7 C C 44582 3041.41 48901 46697 50831 24523 21020 24523 37851 37851 FAIL 60301 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 291.2 264.9 290.5 7 7 C C 45578 3346.52 40830 47677 42746 25455 22936 25525 39152 39250 FAIL 60302 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 270.4 244.5 270.3 7 7 C C 39192 1382.76 40288 41381 42414 27714 24768 27732 42309 42335 FAIL 60303 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 278.2 252.1 277.9 7 7 C C 40982 837.036 41032 43201 43151 26872 24085 26905 41133 41179 FAIL 60304 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 270.6 244.4 270.1 7 7 C C 40239 1382.11 39240 42463 41333 27700 24777 27746 42290 42354 FAIL 

60305 3 #9 3 #8 3 #9 5 #9 5 #9 0.1266 0.0998 0.1266 0.2110 0.2110 290.8 265.1 290.9 7 7 C C 40780 3349.42 45633 42796 47621 25490 22915 25489 39202 39200 FAIL 

60401 3 #8 3 #8 3 #8 4 #9 5 #8 0.0998 0.0998 0.0998 0.1688 0.1664 276.2 249.4 274.9 7 7 C C 42973 3309.67 38363 45165 40194 21861 24328 22032 34375 34341 FAIL 60402 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 251.6 225.8 251.5 7 7 C C 36505 965.605 36749 38672 38883 24130 26451 24136 37406 37414 FAIL 60403 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 252.6 226.6 252.3 7 7 C C 36746 836.288 36791 38961 38916 24040 26380 24064 37274 37310 FAIL 60404 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 251.8 225.6 251.3 7 7 C C 36704 965.464 36550 38928 38627 24111 26467 24155 37378 37441 FAIL 60405 3 #8 3 #8 3 #8 5 #8 4 #9 0.0998 0.0998 0.0998 0.1664 0.1688 275.2 250.2 275.9 7 7 C C 38316 3312.53 43025 40241 45112 22005 24257 21888 34302 34415 FAIL 60501 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 253.3 226.1 251.6 7 7 C C 38885 3088.98 34767 41141 36533 23975 26424 24136 37179 37413 FAIL 

60502 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 233.2 207.5 233.2 7 7 C C 33503 929.091 33662 35655 35803 25784 28099 25783 39822 39820 FAIL 

60503 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 233.6 207.6 233.4 7 7 C C 33595 836.105 33636 35806 35765 25750 28088 25772 39771 39804 FAIL 60504 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 233.5 207.3 233.0 7 7 C C 33620 928.997 33544 35845 35614 25761 28118 25807 39787 39854 FAIL 60505 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 251.8 227.3 253.1 7 7 C C 34725 3091.57 38933 36575 41093 24111 26315 24000 37378 37215 FAIL 

60601 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 225.9 198.5 223.8 7 7 C C 34094 2887.51 30412 36378 32135 26443 28911 26628 40784 41053 FAIL 

60602 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 209.4 183.7 209.4 7 7 C C 29567 922.129 29684 31709 31831 27932 30241 27926 42958 42949 FAIL 60603 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 209.5 183.5 209.2 7 7 C C 29592 836.053 29629 31799 31763 27921 30257 27941 42943 42972 FAIL 60604 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 209.6 183.4 209.1 7 7 C C 29647 922.045 29603 31867 31673 27906 30262 27952 42920 42987 FAIL 60605 3 #8 3 #8 3 #8 5 #8 5 #8 0.0998 0.0998 0.0998 0.1664 0.1664 224.1 199.9 225.7 7 7 C C 30374 2889.85 34136 32173 36336 26606 28780 26465 41022 40815 FAIL 60701 3 #8 3 #8 3 #8 3 #9 3 #9 0.0998 0.0998 0.0998 0.1266 0.1266 178.7 150.8 176.2 7 7 C C 25681 2379.17 23056 28066 24728 30651 33195 30883 37195 37472 PASS 60702 3 #8 3 #8 3 #8 3 #9 3 #9 0.0998 0.0998 0.0998 0.1266 0.1266 168.7 143.1 168.8 7 7 C C 22872 918.686 22889 24991 25050 31560 33254 31544 38279 38260 PASS 60703 3 #8 3 #8 3 #8 3 #9 3 #9 0.0998 0.0998 0.0998 0.1266 0.1266 168.2 142.3 168.0 7 7 C C 22748 835.863 22777 24948 24920 31601 33254 31617 38328 38346 PASS 60704 3 #8 3 #8 3 #8 3 #9 3 #9 0.0998 0.0998 0.0998 0.1266 0.1266 169.0 142.8 168.5 7 7 C C 22861 918.764 22900 25078 24962 31529 33254 31576 38241 38297 PASS 60705 3 #8 3 #8 3 #8 3 #9 3 #9 0.0998 0.0998 0.0998 0.1266 0.1266 176.3 152.8 178.6 7 7 C C 23027 2380.92 25713 24756 28034 30867 33018 30668 37453 37215 PASS 60801 3 #8 3 #8 3 #8 3 #8 3 #8 0.0998 0.0998 0.0998 0.0998 0.0998 98.5 77.0 97.6 7 7 C C 13174 1903.4 11048 14868 12561 33254 33254 33254 32904 32904 PASS 60802 3 #8 3 #8 3 #8 3 #8 3 #8 0.0998 0.0998 0.0998 0.0998 0.0998 93.9 73.2 94.1 7 7 C C 11376 814.558 11308 13164 13158 33254 33254 33254 32904 32904 PASS 60803 3 #8 3 #8 3 #8 3 #8 3 #8 0.0998 0.0998 0.0998 0.0998 0.0998 92.8 71.8 92.7 7 7 C C 11120 679.761 11135 12987 12972 33254 33254 33254 32904 32904 PASS 60804 3 #8 3 #8 3 #8 3 #8 3 #8 0.0998 0.0998 0.0998 0.0998 0.0998 94.2 72.9 93.8 7 7 C C 11294 814.694 11391 13173 13150 33254 33254 33254 32904 32904 PASS 60805 3 #8 3 #8 3 #8 3 #8 3 #8 0.0998 0.0998 0.0998 0.0998 0.0998 97.7 77.4 98.4 7 7 C C 11034 1904.7 13190 12575 14851 33254 33254 33254 32904 32904 PASS None

Left Middle Right Left Right

M+ M‐

M+ M‐

Parameters Below Assume that 0<ρ/ρbal<.5, and

Transverse Reinforcing Conforms. Check these

values prior to using this portion of the table

Existing Beam Reinforcing M+ M‐ M+ M‐ 

Building Fire Research LaboratoryCP LDP BEAM 1 of 2 

A96
National Earthquake Hazards Reduction Program

Jleft Jright κQCL,left κQCL,right Left Right

(k) (k)

2.00 2.00 151.4 151.4 PASS PASS2.00 2.00 151.4 151.4 PASS PASS2.00 2.00 151.4 151.4 PASS PASS2.00 2.00 151.4 151.4 PASS PASS2.00 2.00 151.4 151.4 PASS PASS2.00 2.00 151.4 151.4 PASS PASS2.00 2.00 151.4 151.4 PASS PASS2.00 2.00 151.4 151.4 PASS PASS2.00 2.00 151.4 151.4 PASS PASS2.00 2.00 151.4 151.4 PASS PASS2.00 2.00 151.4 151.4 PASS PASS2.00 2.00 151.4 151.4 PASS PASS2.00 2.00 151.4 151.4 PASS PASS2.00 2.00 151.4 151.4 PASS PASS2.00 2.00 151.4 151.4 PASS PASS2.00 2.00 151.4 151.7 PASS PASS2.00 2.00 151.7 151.7 PASS PASS2.00 2.00 151.7 151.7 PASS PASS2.00 2.00 151.7 151.7 PASS PASS2.00 2.00 151.7 151.4 PASS PASS2.00 2.00 151.7 151.7 PASS PASS2.00 2.00 151.7 151.7 PASS PASS2.00 2.00 151.7 151.7 PASS PASS2.00 2.00 151.7 151.7 PASS PASS2.00 2.00 151.7 151.7 PASS PASS2.00 2.00 151.7 151.7 PASS PASS2.00 2.00 151.7 151.7 PASS PASS2.00 2.00 151.7 151.7 PASS PASS2.00 2.00 151.7 151.7 PASS PASS2.00 2.00 151.7 151.7 PASS PASS2.00 2.00 151.4 151.4 PASS PASS2.00 2.00 151.4 151.4 PASS PASS2.00 2.00 151.4 151.4 PASS PASS2.00 2.00 151.4 151.4 PASS PASS2.00 2.00 151.4 151.4 PASS PASS2.00 2.00 151.7 151.7 PASS PASS2.00 2.00 151.7 151.7 PASS PASS2.00 2.00 151.7 151.7 PASS PASS2.00 2.00 151.7 151.7 PASS PASS2.00 2.00 151.7 151.7 PASS PASS

Beam Shear

Acceptence

Building Fire Research LaboratoryCP LDP BEAM 2 of 2 

A97
National Earthquake Hazards Reduction Program

Section 11a. LDP (Time History) Moment Frame Column Assessment (IO)

Typical Column Propertiesw 28 in, Width of Columnc 1.5 in, Coverβ1 0.8

fc' 5000 psi, Lower Bound Compressive Strength (ASCE 41‐06 Table 6‐3)

fy 60 ksi, Lower Bound Yield Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐2)

fu 90 ksi, Lower Bound Ultimate Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐2)

fc' 7500 psi, Expected Compressive Strength (ASCE 41‐06 Table 6‐4)

fy 75 ksi, Expected Yield Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐4)

fu 112.5 ksi, Expected Ultimate Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐4)

κ 1 Knowledge Factor (ASCE 41‐06 2.2.6.4)C1 1

C2 1η 7.195

PCA Column Models should use expected behaviours

Top Bottom Top Bottom Top Bottom Axial Top Bottom Top Bottom Top Bottom Top Bottom Top Botto

COL ID ln VDESIGN VDESIGN ρ PG,MAX PG,MAX PG,MIN PG,MIN QG/Agfc' x EcIg PDESIGN,MAX PDESIGN,MAX PDESIGN,MIN PDESIGN,MIN J*PDES,MAX J*PDES,MAX J*PDES,MIN J*PDES,MIN MDESIGN,MAX MDESIGN

(in) # Size per face lspc # Spc legs # Spc legs (k) (k) (kips) (kips) (kips) (kips) (kips) (kips) (kips) (kips) (kips) (kips) (kips) (kips) (k‐ft) (k‐ft

6A01 148 12 #8 4 7.67 #4 3 4 #4 3 4 196.4 196.4 0.00952 443.6 454.6 306.7 315.8 0.116 0.316 1039.2 1050.3 ‐287.0 ‐278.0 1039.2 1050.3 ‐287.0 ‐278.0 848.0 1509

6A02 124 12 #8 4 7.67 #4 3 4 #4 3 4 157.6 157.6 0.00952 386.2 395.5 267.2 274.8 0.101 0.301 896.3 905.6 ‐240.1 ‐232.5 896.3 905.6 ‐240.1 ‐232.5 766.3 791.

6A03 124 12 #8 4 7.67 #4 3 4 #4 3 4 149.9 149.9 0.00952 328.7 338.0 227.7 235.3 0.086 0.300 753.4 762.6 ‐194.0 ‐186.4 753.4 762.6 ‐194.0 ‐186.4 705.7 772.

6A04 124 12 #8 4 7.67 #4 3 4 #4 3 4 146.9 146.9 0.00952 271.1 280.4 188.1 195.7 0.072 0.300 610.7 619.9 ‐148.6 ‐141.0 610.7 619.9 ‐148.6 ‐141.0 688.1 757.

6A05 124 12 #8 4 7.67 #4 3 4 #4 3 4 135.1 135.1 0.00952 213.3 222.6 148.4 156.0 0.057 0.300 467.7 477.0 ‐103.6 ‐96.0 467.7 477.0 ‐103.6 ‐96.0 629.7 683.

6A06 124 12 #8 4 7.67 #4 3 4 #4 3 4 122.9 122.9 0.00952 155.3 164.6 108.7 116.3 0.042 0.300 326.2 335.5 ‐60.3 ‐52.8 326.2 335.5 ‐60.3 ‐52.8 567.3 619.6A07 124 12 #8 4 7.67 #4 3 4 #4 3 4 107.4 107.4 0.00952 97.3 106.6 68.8 76.4 0.027 0.300 190.6 199.9 ‐23.3 ‐15.7 190.6 199.9 ‐23.3 ‐15.7 513.7 516.6A08 124 12 #8 4 7.67 #4 3 4 #4 3 4 70.4 70.4 0.00952 39.2 48.4 28.9 36.5 0.012 0.300 70.8 80.1 ‐2.5 5.1 70.8 80.1 ‐2.5 5.1 314.5 292.6B01 148 12 #10 4 7.49 #5 4 4 #5 5 4 278.6 278.6 0.01107 743.5 754.6 497.3 506.4 0.192 0.392 782.1 793.2 455.8 464.9 782.1 793.2 455.8 464.9 1457.0 19836B02 124 12 #10 4 7.49 #5 4 4 #5 5 4 273.6 273.6 0.01107 646.1 655.4 432.8 440.4 0.167 0.367 675.6 684.9 399.4 407.0 675.6 684.9 399.4 407.0 1426.4 14036B03 124 12 #10 4 7.49 #5 4 4 #5 5 4 245.3 245.3 0.01107 549.8 559.1 369.1 376.7 0.143 0.343 575.4 584.7 339.6 347.2 575.4 584.7 339.6 347.2 1285.9 12516B04 124 12 #10 4 7.49 #5 4 4 #5 5 4 233.2 233.2 0.01107 453.6 462.9 305.4 313.0 0.118 0.318 474.4 483.7 280.9 288.5 474.4 483.7 280.9 288.5 1209.3 11976B05 124 12 #10 4 7.49 #5 4 4 #5 4 4 215.8 215.8 0.01107 357.7 366.9 241.9 249.5 0.094 0.300 372.7 382.0 223.6 231.2 372.7 382.0 223.6 231.2 1120.7 11016B06 124 12 #10 4 7.49 #5 4 4 #5 4 4 194.5 194.5 0.01107 261.8 271.1 178.4 186.0 0.069 0.300 272.8 282.1 165.0 172.6 272.8 282.1 165.0 172.6 1014.3 989.6B07 124 12 #10 4 7.49 #5 4 4 #5 4 4 164.8 164.8 0.01107 166.1 175.3 115.0 122.6 0.045 0.300 173.1 182.4 106.4 114.0 173.1 182.4 106.4 114.0 873.9 819.6B08 124 12 #10 4 7.49 #5 4 4 #5 4 4 108.5 108.5 0.01107 70.5 79.8 51.8 59.4 0.020 0.300 73.9 83.2 47.9 55.5 73.9 83.2 47.9 55.5 611.5 497.0 

6C01 148 12 #10 4 7.49 #5 4 4 #5 5 4 279.5 279.5 0.01107 745.2 756.3 498.2 507.3 0.193 0.393 753.4 764.5 490.9 500.0 753.4 764.5 490.9 500.0 1429.7 2017

6C02 124 12 #10 4 7.49 #5 4 4 #5 5 4 273.6 273.6 0.01107 648.5 657.8 434.1 441.7 0.168 0.368 653.9 663.1 429.8 437.4 653.9 663.1 429.8 437.4 1429.5 14056C03 124 12 #10 4 7.49 #5 4 4 #5 5 4 256.4 256.4 0.01107 552.2 561.5 370.4 378.0 0.143 0.343 554.4 563.6 369.3 376.9 554.4 563.6 369.3 376.9 1352.3 13076C04 124 12 #10 4 7.49 #5 4 4 #5 5 4 226.0 226.0 0.01107 456.0 465.2 306.7 314.3 0.119 0.319 458.3 467.6 305.3 312.9 458.3 467.6 305.3 312.9 1192.2 11506C05 124 12 #10 4 7.49 #5 4 4 #5 4 4 211.0 211.0 0.01107 359.7 369.0 243.0 250.6 0.094 0.300 362.1 371.4 241.4 249.0 362.1 371.4 241.4 249.0 1107.7 10766C06 124 12 #10 4 7.49 #5 4 4 #5 4 4 190.7 190.7 0.01107 263.4 272.7 179.3 186.9 0.070 0.300 265.6 274.9 177.6 185.2 265.6 274.9 177.6 185.2 1007.4 969.6C07 124 12 #10 4 7.49 #5 4 4 #5 4 4 161.9 161.9 0.01107 167.1 176.4 115.6 123.2 0.045 0.300 168.9 178.2 114.1 121.7 168.9 178.2 114.1 121.7 875.0 803.4 6C08 124 12 #10 4 7.49 #5 4 4 #5 4 4 106.9 106.9 0.01107 70.8 80.0 51.9 59.4 0.020 0.300 71.9 81.2 50.9 58.5 71.9 81.2 50.9 58.5 619.8 487.6D01 148 12 #10 4 7.49 #5 4 4 #5 5 4 279.4 279.4 0.01107 745.2 756.3 498.2 507.3 0.193 0.393 753.4 764.5 490.9 500.0 753.4 764.5 490.9 500.0 1430.2 20176D02 124 12 #10 4 7.49 #5 4 4 #5 5 4 273.6 273.6 0.01107 648.5 657.8 434.1 441.7 0.168 0.368 653.9 663.1 429.8 437.4 653.9 663.1 429.8 437.4 1429.4 14056D03 124 12 #10 4 7.49 #5 4 4 #5 5 4 256.4 256.4 0.01107 552.2 561.5 370.4 378.0 0.143 0.343 554.4 563.6 369.3 376.9 554.4 563.6 369.3 376.9 1352.1 13076D04 124 12 #10 4 7.49 #5 4 4 #5 5 4 226.1 226.1 0.01107 456.0 465.2 306.7 314.3 0.119 0.319 458.3 467.6 305.3 312.9 458.3 467.6 305.3 312.9 1191.9 11506D05 124 12 #10 4 7.49 #5 4 4 #5 4 4 211.1 211.1 0.01107 359.7 369.0 243.0 250.6 0.094 0.300 362.1 371.4 241.4 249.0 362.1 371.4 241.4 249.0 1107.2 10766D06 124 12 #10 4 7.49 #5 4 4 #5 4 4 190.8 190.8 0.01107 263.4 272.7 179.3 186.9 0.070 0.300 265.6 274.9 177.6 185.2 265.6 274.9 177.6 185.2 1006.8 969.6D07 124 12 #10 4 7.49 #5 4 4 #5 4 4 162.0 162.0 0.01107 167.1 176.4 115.6 123.2 0.045 0.300 168.9 178.2 114.1 121.7 168.9 178.2 114.1 121.7 874.4 804.6D08 124 12 #10 4 7.49 #5 4 4 #5 4 4 107.1 107.1 0.01107 70.8 80.0 51.9 59.4 0.020 0.300 71.9 81.2 50.9 58.5 71.9 81.2 50.9 58.5 618.9 488.6E01 148 12 #10 4 7.49 #5 4 4 #5 5 4 279.1 279.1 0.01107 743.5 754.6 497.3 506.4 0.192 0.392 782.1 793.2 455.8 464.9 782.1 793.2 455.8 464.9 1453.2 19856E02 124 12 #10 4 7.49 #5 4 4 #5 5 4 273.5 273.5 0.01107 646.1 655.4 432.8 440.4 0.167 0.367 675.6 684.9 399.4 407.0 675.6 684.9 399.4 407.0 1428.2 14056E03 124 12 #10 4 7.49 #5 4 4 #5 5 4 244.4 244.4 0.01107 549.8 559.1 369.1 376.7 0.143 0.343 575.4 584.7 339.6 347.2 575.4 584.7 339.6 347.2 1291.2 12466E04 124 12 #10 4 7.49 #5 4 4 #5 5 4 231.8 231.8 0.01107 453.6 462.9 305.4 313.0 0.118 0.318 474.4 483.7 280.9 288.5 474.4 483.7 280.9 288.5 1217.1 11906E05 124 12 #10 4 7.49 #5 4 4 #5 4 4 213.9 213.9 0.01107 357.7 366.9 241.9 249.5 0.094 0.300 372.7 382.0 223.6 231.2 372.7 382.0 223.6 231.2 1130.8 10926E06 124 12 #10 4 7.49 #5 4 4 #5 4 4 192.3 192.3 0.01107 261.8 271.1 178.4 186.0 0.069 0.300 272.8 282.1 165.0 172.6 272.8 282.1 165.0 172.6 1025.8 978.6E07 124 12 #10 4 7.49 #5 4 4 #5 4 4 162.2 162.2 0.01107 166.1 175.3 115.0 122.6 0.045 0.300 173.1 182.4 106.4 114.0 173.1 182.4 106.4 114.0 887.4 806.6E08 124 12 #10 4 7.49 #5 4 4 #5 4 4 105.8 105.8 0.01107 70.5 79.8 51.8 59.4 0.020 0.300 73.9 83.2 47.9 55.5 73.9 83.2 47.9 55.5 625.5 482.6F01 148 12 #8 4 7.67 #4 3 4 #4 3 4 196.4 196.4 0.00952 443.6 454.6 306.7 315.8 0.116 0.316 1039.2 1050.3 ‐287.0 ‐278.0 1039.2 1050.3 ‐287.0 ‐278.0 915.8 1468

6F02 124 12 #8 4 7.67 #4 3 4 #4 3 4 157.6 157.6 0.00952 386.2 395.5 267.2 274.8 0.101 0.301 896.3 905.6 ‐240.1 ‐232.5 896.3 905.6 ‐240.1 ‐232.5 853.3 695.

6F03 124 12 #8 4 7.67 #4 3 4 #4 3 4 149.9 149.9 0.00952 328.7 338.0 227.7 235.3 0.086 0.300 753.4 762.6 ‐194.0 ‐186.4 753.4 762.6 ‐194.0 ‐186.4 793.2 688.

6F04 124 12 #8 4 7.67 #4 3 4 #4 3 4 146.9 146.9 0.00952 271.1 280.4 188.1 195.7 0.072 0.300 610.7 619.9 ‐148.6 ‐141.0 610.7 619.9 ‐148.6 ‐141.0 779.6 666.8 

6F05 124 12 #8 4 7.67 #4 3 4 #4 3 4 135.1 135.1 0.00952 213.3 222.6 148.4 156.0 0.057 0.300 467.7 477.0 ‐103.6 ‐96.0 467.7 477.0 ‐103.6 ‐96.0 723.3 590.4 6F06 124 12 #8 4 7.67 #4 3 4 #4 3 4 122.9 122.9 0.00952 155.3 164.6 108.7 116.3 0.042 0.300 326.2 335.5 ‐60.3 ‐52.8 326.2 335.5 ‐60.3 ‐52.8 664.7 523.

6F07 124 12 #8 4 7.67 #4 3 4 #4 3 4 107.4 107.4 0.00952 97.3 106.6 68.8 76.4 0.027 0.300 190.6 199.9 ‐23.3 ‐15.7 190.6 199.9 ‐23.3 ‐15.7 604.3 422.4 

6F08 124 12 #8 4 7.67 #4 3 4 #4 3 4 70.4 70.4 0.00952 39.2 48.4 28.9 36.5 0.012 0.300 70.8 80.1 ‐2.5 5.1 70.8 80.1 ‐2.5 5.1 441.9 180.

Fle

Parameters Below Assume P/Agfc' is less than 0.6, s/d is less than or

equal to 0.5, ρ is greater than or equal to 0.006, and Vp/(Vn/κ) is less

than 0.6. Check these values prior to using this portion of the table

Yield Zone

Reinforcing

Non‐Yield Zone

Longit Reinf Reinforcing

Building Fire Research LaboratoryIO LDP COLUMN 1 of 2 

A98
National Earthquake Hazards Reduction Program

Bottom Top Bottom Top Bottom Top Bottom Top Bottom

MD/m DCRMAX DCRMAX DCRMIN DCRMIN Pmax Pmax Pmin Pmin κQCL,yield κQCL,non‐yield J QG QE

(k‐ft) (k) (k) (k) (k)

734.4 0.322 0.572 1.701 1.623 PASS PASS FAIL FAIL 408.0 408.0 1.0 6.00 190.4 PASS PASS347.5 0.298 0.307 0.807 0.698 PASS PASS PASS PASS 408.0 408.0 1.0 11.39 146.3 PASS PASS344.3 0.285 0.311 0.720 0.633 PASS PASS PASS PASS 408.0 408.0 1.0 10.18 139.8 PASS PASS333.4 0.291 0.320 0.652 0.566 PASS PASS PASS PASS 408.0 408.0 1.0 10.79 136.1 PASS PASS295.2 0.283 0.305 0.546 0.466 PASS PASS PASS PASS 408.0 408.0 1.0 10.78 124.3 PASS PASS261.5 0.276 0.299 0.463 0.387 PASS PASS PASS PASS 408.0 408.0 1.0 11.18 111.7 PASS PASS211.2 0.283 0.282 0.366 0.296 PASS PASS PASS PASS 408.0 408.0 1.0 10.35 97.1 PASS PASS

90.2 0.198 0.182 0.201 0.123 PASS PASS PASS PASS 408.0 408.0 1.0 13.81 56.6 PASS PASS

1006.9 0.469 0.637 0.502 0.684 PASS PASS PASS PASS 469.5 375.6 1.0 0.16 278.5 PASS PASS

704.5 0.468 0.460 0.501 0.492 PASS PASS PASS PASS 469.5 375.6 1.0 0.02 273.6 PASS PASS623.3 0.431 0.419 0.466 0.448 PASS PASS PASS PASS 469.5 375.6 1.0 0.32 245.0 PASS PASS595.4 0.415 0.411 0.452 0.441 PASS PASS PASS PASS 469.5 375.6 1.0 0.45 232.7 PASS PASS546.0 0.398 0.389 0.433 0.416 PASS PASS PASS PASS 469.5 469.5 1.0 0.63 215.2 PASS PASS489.1 0.379 0.367 0.406 0.385 PASS PASS PASS PASS 469.5 469.5 1.0 0.71 193.8 PASS PASS403.4 0.344 0.321 0.363 0.328 PASS PASS PASS PASS 469.5 469.5 1.0 0.85 163.9 PASS PASS241.5 0.255 0.206 0.266 0.204 PASS PASS PASS PASS 469.5 469.5 1.0 0.94 107.6 PASS PASS

1029.9 0.462 0.651 0.489 0.689 PASS PASS PASS PASS 469.5 375.6 1.0 0.02 279.5 PASS PASS

708.7 0.471 0.462 0.497 0.488 PASS PASS PASS PASS 469.5 375.6 1.0 0.00 273.6 PASS PASS653.9 0.455 0.439 0.481 0.463 PASS PASS PASS PASS 469.5 375.6 1.0 0.01 256.4 PASS PASS575.4 0.411 0.396 0.437 0.421 PASS PASS PASS PASS 469.5 375.6 1.0 0.01 226.0 PASS PASS538.4 0.395 0.382 0.420 0.407 PASS PASS PASS PASS 469.5 469.5 1.0 0.01 211.0 PASS PASS484.9 0.377 0.361 0.395 0.379 PASS PASS PASS PASS 469.5 469.5 1.0 0.01 190.6 PASS PASS402.0 0.345 0.315 0.356 0.326 PASS PASS PASS PASS 469.5 469.5 1.0 0.02 161.9 PASS PASS244.2 0.259 0.203 0.263 0.206 PASS PASS PASS PASS 469.5 469.5 1.0 0.02 106.9 PASS PASS

1030.0 0.462 0.651 0.489 0.689 PASS PASS PASS PASS 469.5 375.6 1.0 0.01 279.4 PASS PASS

708.8 0.471 0.462 0.497 0.488 PASS PASS PASS PASS 469.5 375.6 1.0 0.00 273.6 PASS PASS653.8 0.455 0.440 0.481 0.463 PASS PASS PASS PASS 469.5 375.6 1.0 0.01 256.4 PASS PASS575.3 0.411 0.396 0.437 0.421 PASS PASS PASS PASS 469.5 375.6 1.0 0.01 226.1 PASS PASS538.1 0.395 0.382 0.420 0.407 PASS PASS PASS PASS 469.5 469.5 1.0 0.02 211.1 PASS PASS484.6 0.377 0.362 0.395 0.379 PASS PASS PASS PASS 469.5 469.5 1.0 0.02 190.7 PASS PASS401.7 0.345 0.316 0.356 0.325 PASS PASS PASS PASS 469.5 469.5 1.0 0.02 162.0 PASS PASS243.7 0.259 0.203 0.263 0.206 PASS PASS PASS PASS 469.5 469.5 1.0 0.04 107.1 PASS PASS

1005.8 0.468 0.638 0.503 0.683 PASS PASS PASS PASS 469.5 375.6 1.0 0.24 278.9 PASS PASS

703.8 0.468 0.460 0.500 0.491 PASS PASS PASS PASS 469.5 375.6 1.0 0.03 273.5 PASS PASS625.7 0.433 0.417 0.464 0.450 PASS PASS PASS PASS 469.5 375.6 1.0 0.19 244.2 PASS PASS598.8 0.418 0.408 0.449 0.443 PASS PASS PASS PASS 469.5 375.6 1.0 0.27 231.5 PASS PASS550.8 0.401 0.386 0.429 0.420 PASS PASS PASS PASS 469.5 469.5 1.0 0.39 213.5 PASS PASS494.7 0.383 0.363 0.401 0.389 PASS PASS PASS PASS 469.5 469.5 1.0 0.43 191.9 PASS PASS409.8 0.349 0.316 0.357 0.333 PASS PASS PASS PASS 469.5 469.5 1.0 0.56 161.7 PASS PASS248.5 0.261 0.200 0.260 0.210 PASS PASS PASS PASS 469.5 469.5 1.0 0.53 105.3 PASS PASS754.5 0.348 0.557 1.656 1.667 PASS PASS FAIL FAIL 408.0 408.0 1.0 4.02 192.4 PASS PASS395.6 0.331 0.269 0.709 0.794 PASS PASS PASS PASS 408.0 408.0 1.0 7.61 150.0 PASS PASS386.2 0.320 0.277 0.642 0.710 PASS PASS PASS PASS 408.0 408.0 1.0 6.79 143.1 PASS PASS379.0 0.330 0.281 0.573 0.644 PASS PASS PASS PASS 408.0 408.0 1.0 7.20 139.7 PASS PASS341.6 0.324 0.264 0.471 0.539 PASS PASS PASS PASS 408.0 408.0 1.0 7.17 127.9 PASS PASS309.6 0.324 0.253 0.391 0.458 PASS PASS PASS PASS 408.0 408.0 1.0 7.50 115.4 PASS PASS258.1 0.333 0.231 0.300 0.362 PASS PASS PASS PASS 408.0 408.0 1.0 6.70 100.7 PASS PASS146.0 0.278 0.112 0.124 0.199 PASS PASS PASS PASS 408.0 408.0 1.0 9.89 60.5 PASS PASS

Non‐Yield Zone

Shear Acceptence

Shear

Flexure‐Axial Acceptence

Yield Zone Shear

Acceptence

Building Fire Research LaboratoryIO LDP COLUMN 2 of 2 

A99
National Earthquake Hazards Reduction Program

Section 11b. LDP (Time History) Moment Frame Column Assessment (LS)

Typical Column Propertiesw 28 in, Width of Columnc 1.5 in, Coverβ1 0.8

fc' 5000 psi, Lower Bound Compressive Strength (ASCE 41‐06 Table 6‐3)

fy 60 ksi, Lower Bound Yield Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐2)

fu 90 ksi, Lower Bound Ultimate Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐2)

fc' 7500 psi, Expected Compressive Strength (ASCE 41‐06 Table 6‐4)

fy 75 ksi, Expected Yield Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐4)

fu 112.5 ksi, Expected Ultimate Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐4)

κ 1 Knowledge Factor (ASCE 41‐06 2.2.6.4)C1 1

C2 1η 7.195

PCA Column Models should use expected behaviours

Top Bottom Top Bottom Top Bottom Axial Top Bottom Top Bottom Top Bottom Top Bottom Top Bottom 

COL ID ln VDESIGN VDESIGN ρ PG,MAX PG,MAX PG,MIN PG,MIN QG/Agfc' x EcIg PDESIGN,MAX PDESIGN,MAX PDESIGN,MIN PDESIGN,MIN J*PDES,MAX J*PDES,MAX J*PDES,MIN J*PDES,MIN MDESIGN,MAX MDESIGN,M

(in) # Size per face lspc # Spc legs # Spc legs (k) (k) (kips) (kips) (kips) (kips) (k) (k) (k) (k) (kips) (kips) (kips) (kips) (k‐ft) (k‐ft) 

6A01 148 12 #8 4 7.67 #4 3 4 #4 3 4 339.1 339.1 0.00952 443.6 454.6 306.7 315.8 0.116 0.316 1482.6 1493.7 ‐730.4 ‐721.4 2521.7 2532.8 ‐211.9 ‐202.8 1500.9 2616.7 6A02 124 12 #8 4 7.67 #4 3 4 #4 3 4 267.3 267.3 0.00952 386.2 395.5 267.2 274.8 0.101 0.301 1275.5 1284.8 ‐619.3 ‐611.7 2164.8 2174.1 ‐176.0 ‐168.4 1363.8 1338.5 6A03 124 12 #8 4 7.67 #4 3 4 #4 3 4 254.4 254.4 0.00952 328.7 338.0 227.7 235.3 0.086 0.300 1068.7 1078.0 ‐509.4 ‐501.8 1808.8 1818.1 ‐140.8 ‐133.2 1258.2 1311.1 6A04 124 12 #8 4 7.67 #4 3 4 #4 3 4 248.5 248.5 0.00952 271.1 280.4 188.1 195.7 0.072 0.300 862.6 871.9 ‐400.6 ‐393.0 1454.2 1463.4 ‐106.2 ‐98.6 1228.6 1282.5 6A05 124 12 #8 4 7.67 #4 3 4 #4 3 4 227.7 227.7 0.00952 213.3 222.6 148.4 156.0 0.057 0.300 656.4 665.7 ‐292.2 ‐284.6 1099.6 1108.8 ‐71.9 ‐64.3 1127.3 1151.2 6A06 124 12 #8 4 7.67 #4 3 4 #4 3 4 206.2 206.2 0.00952 155.3 164.6 108.7 116.3 0.042 0.300 452.8 462.1 ‐186.9 ‐179.3 750.3 759.5 ‐39.1 ‐31.5 1019.5 1038.0 6A07 124 12 #8 4 7.67 #4 3 4 #4 3 4 179.5 179.5 0.00952 97.3 106.6 68.8 76.4 0.027 0.300 259.7 268.9 ‐92.3 ‐84.7 422.0 431.3 ‐11.7 ‐4.1 923.5 858.9 6A08 124 12 #8 4 7.67 #4 3 4 #4 3 4 112.8 112.8 0.00952 39.2 48.4 28.9 36.5 0.012 0.300 94.2 103.5 ‐25.9 ‐18.3 149.2 158.5 1.5 9.1 588.7 460.7 6B01 148 12 #10 4 7.49 #5 4 4 #5 5 4 486.6 486.6 0.01107 743.5 754.6 497.3 506.4 0.192 0.392 812.3 823.4 425.6 434.7 881.1 892.2 353.9 363.0 2542.2 3463.9 6B02 124 12 #10 4 7.49 #5 4 4 #5 5 4 477.6 477.6 0.01107 646.1 655.4 432.8 440.4 0.167 0.367 699.5 708.8 375.5 383.1 752.9 762.2 318.3 325.9 2491.0 2451.2 6B03 124 12 #10 4 7.49 #5 4 4 #5 5 4 427.9 427.9 0.01107 549.8 559.1 369.1 376.7 0.143 0.343 596.3 605.6 318.7 326.3 642.8 652.1 268.2 275.8 2246.6 2182.8 6B04 124 12 #10 4 7.49 #5 4 4 #5 5 4 406.4 406.4 0.01107 453.6 462.9 305.4 313.0 0.118 0.318 491.6 500.9 263.7 271.3 529.6 538.9 222.0 229.6 2113.6 2087.9 6B05 124 12 #10 4 7.49 #5 4 4 #5 4 4 375.9 375.9 0.01107 357.7 366.9 241.9 249.5 0.094 0.300 385.4 394.7 210.9 218.5 413.2 422.5 179.9 187.5 1959.6 1918.9 6B06 124 12 #10 4 7.49 #5 4 4 #5 4 4 338.5 338.5 0.01107 261.8 271.1 178.4 186.0 0.069 0.300 282.2 291.5 155.6 163.2 302.6 311.9 132.7 140.3 1774.3 1722.2 6B07 124 12 #10 4 7.49 #5 4 4 #5 4 4 286.6 286.6 0.01107 166.1 175.3 115.0 122.6 0.045 0.300 179.1 188.4 100.4 108.0 192.2 201.5 85.7 93.3 1529.8 1425.3 6B08 124 12 #10 4 7.49 #5 4 4 #5 4 4 188.2 188.2 0.01107 70.5 79.8 51.8 59.4 0.020 0.300 76.7 86.0 45.1 52.7 82.9 92.2 38.4 46.0 1071.4 861.2 

6C01 148 12 #10 4 7.49 #5 4 4 #5 5 4 487.9 487.9 0.01107 745.2 756.3 498.2 507.3 0.193 0.393 759.1 770.2 485.2 494.3 773.0 784.1 472.2 481.3 2496.3 3522.3 

6C02 124 12 #10 4 7.49 #5 4 4 #5 5 4 477.7 477.7 0.01107 648.5 657.8 434.1 441.7 0.168 0.368 657.4 666.7 426.3 433.9 666.2 675.5 418.4 426.0 2495.8 2453.5 6C03 124 12 #10 4 7.49 #5 4 4 #5 5 4 447.6 447.6 0.01107 552.2 561.5 370.4 378.0 0.143 0.343 555.5 564.8 368.1 375.7 558.8 568.0 365.8 373.4 2360.9 2283.0 6C04 124 12 #10 4 7.49 #5 4 4 #5 5 4 394.7 394.7 0.01107 456.0 465.2 306.7 314.3 0.119 0.319 459.6 468.9 304.0 311.6 463.2 472.5 301.2 308.8 2081.4 2009.0 6C05 124 12 #10 4 7.49 #5 4 4 #5 4 4 368.5 368.5 0.01107 359.7 369.0 243.0 250.6 0.094 0.300 363.5 372.8 239.9 247.5 367.4 376.6 236.8 244.4 1933.9 1879.3 6C06 124 12 #10 4 7.49 #5 4 4 #5 4 4 332.9 332.9 0.01107 263.4 272.7 179.3 186.9 0.070 0.300 267.1 276.3 176.2 183.8 270.7 280.0 173.1 180.7 1758.6 1692.5 6C07 124 12 #10 4 7.49 #5 4 4 #5 4 4 282.7 282.7 0.01107 167.1 176.4 115.6 123.2 0.045 0.300 170.1 179.4 112.9 120.5 173.2 182.5 110.3 117.9 1527.5 1402.8 6C08 124 12 #10 4 7.49 #5 4 4 #5 4 4 186.7 186.7 0.01107 70.8 80.0 51.9 59.4 0.020 0.300 72.7 81.9 50.2 57.8 74.5 83.8 48.5 56.1 1081.7 851.4 6D01 148 12 #10 4 7.49 #5 4 4 #5 5 4 487.9 487.9 0.01107 745.2 756.3 498.2 507.3 0.193 0.393 759.1 770.2 485.2 494.3 773.0 784.1 472.2 481.3 2496.9 3522.0 6D02 124 12 #10 4 7.49 #5 4 4 #5 5 4 477.7 477.7 0.01107 648.5 657.8 434.1 441.7 0.168 0.368 657.4 666.7 426.3 433.9 666.2 675.5 418.4 426.0 2495.7 2453.2 6D03 124 12 #10 4 7.49 #5 4 4 #5 5 4 447.7 447.7 0.01107 552.2 561.5 370.4 378.0 0.143 0.343 555.5 564.8 368.1 375.7 558.8 568.0 365.8 373.4 2360.7 2283.3 6D04 124 12 #10 4 7.49 #5 4 4 #5 5 4 394.7 394.7 0.01107 456.0 465.2 306.7 314.3 0.119 0.319 459.6 468.9 304.0 311.6 463.2 472.5 301.2 308.8 2081.0 2009.3 6D05 124 12 #10 4 7.49 #5 4 4 #5 4 4 368.6 368.6 0.01107 359.7 369.0 243.0 250.6 0.094 0.300 363.5 372.8 239.9 247.5 367.4 376.6 236.8 244.4 1933.4 1879.8 6D06 124 12 #10 4 7.49 #5 4 4 #5 4 4 333.0 333.0 0.01107 263.4 272.7 179.3 186.9 0.070 0.300 267.1 276.3 176.2 183.8 270.7 280.0 173.1 180.7 1758.1 1693.0 6D07 124 12 #10 4 7.49 #5 4 4 #5 4 4 282.9 282.9 0.01107 167.1 176.4 115.6 123.2 0.045 0.300 170.1 179.4 112.9 120.5 173.2 182.5 110.3 117.9 1526.8 1403.4 6D08 124 12 #10 4 7.49 #5 4 4 #5 4 4 186.9 186.9 0.01107 70.8 80.0 51.9 59.4 0.020 0.300 72.7 81.9 50.2 57.8 74.5 83.8 48.5 56.1 1080.8 852.2 6E01 148 12 #10 4 7.49 #5 4 4 #5 5 4 487.1 487.1 0.01107 743.5 754.6 497.3 506.4 0.192 0.392 812.3 823.4 425.6 434.7 881.1 892.2 353.9 363.0 2538.5 3466.2 6E02 124 12 #10 4 7.49 #5 4 4 #5 5 4 477.6 477.6 0.01107 646.1 655.4 432.8 440.4 0.167 0.367 699.5 708.8 375.5 383.1 752.9 762.2 318.3 325.9 2492.8 2452.5 6E03 124 12 #10 4 7.49 #5 4 4 #5 5 4 426.9 426.9 0.01107 549.8 559.1 369.1 376.7 0.143 0.343 596.3 605.6 318.7 326.3 642.8 652.1 268.2 275.8 2251.9 2177.9 6E04 124 12 #10 4 7.49 #5 4 4 #5 5 4 405.0 405.0 0.01107 453.6 462.9 305.4 313.0 0.118 0.318 491.6 500.9 263.7 271.3 529.6 538.9 222.0 229.6 2121.4 2081.1 6E05 124 12 #10 4 7.49 #5 4 4 #5 4 4 374.0 374.0 0.01107 357.7 366.9 241.9 249.5 0.094 0.300 385.4 394.7 210.9 218.5 413.2 422.5 179.9 187.5 1969.7 1909.3 6E06 124 12 #10 4 7.49 #5 4 4 #5 4 4 336.4 336.4 0.01107 261.8 271.1 178.4 186.0 0.069 0.300 282.2 291.5 155.6 163.2 302.6 311.9 132.7 140.3 1785.7 1711.1 6E07 124 12 #10 4 7.49 #5 4 4 #5 4 4 284.0 284.0 0.01107 166.1 175.3 115.0 122.6 0.045 0.300 179.1 188.4 100.4 108.0 192.2 201.5 85.7 93.3 1543.3 1412.4 6E08 124 12 #10 4 7.49 #5 4 4 #5 4 4 185.5 185.5 0.01107 70.5 79.8 51.8 59.4 0.020 0.300 76.7 86.0 45.1 52.7 82.9 92.2 38.4 46.0 1085.4 847.1 6F01 148 12 #8 4 7.67 #4 3 4 #4 3 4 339.1 339.1 0.00952 443.6 454.6 306.7 315.8 0.116 0.316 1482.6 1493.7 ‐730.4 ‐721.4 2521.7 2532.8 ‐211.9 ‐202.8 1568.7 2576.4 

6F02 124 12 #8 4 7.67 #4 3 4 #4 3 4 267.3 267.3 0.00952 386.2 395.5 267.2 274.8 0.101 0.301 1275.5 1284.8 ‐619.3 ‐611.7 2164.8 2174.1 ‐176.0 ‐168.4 1450.8 1242.3 6F03 124 12 #8 4 7.67 #4 3 4 #4 3 4 254.4 254.4 0.00952 328.7 338.0 227.7 235.3 0.086 0.300 1068.7 1078.0 ‐509.4 ‐501.8 1808.8 1818.1 ‐140.8 ‐133.2 1345.6 1227.1 6F04 124 12 #8 4 7.67 #4 3 4 #4 3 4 248.5 248.5 0.00952 271.1 280.4 188.1 195.7 0.072 0.300 862.6 871.9 ‐400.6 ‐393.0 1454.2 1463.4 ‐106.2 ‐98.6 1320.2 1191.3 6F05 124 12 #8 4 7.67 #4 3 4 #4 3 4 227.7 227.7 0.00952 213.3 222.6 148.4 156.0 0.057 0.300 656.4 665.7 ‐292.2 ‐284.6 1099.6 1108.8 ‐71.9 ‐64.3 1220.8 1058.4 6F06 124 12 #8 4 7.67 #4 3 4 #4 3 4 206.2 206.2 0.00952 155.3 164.6 108.7 116.3 0.042 0.300 452.8 462.1 ‐186.9 ‐179.3 750.3 759.5 ‐39.1 ‐31.5 1116.9 941.9 6F07 124 12 #8 4 7.67 #4 3 4 #4 3 4 179.5 179.5 0.00952 97.3 106.6 68.8 76.4 0.027 0.300 259.7 268.9 ‐92.3 ‐84.7 422.0 431.3 ‐11.7 ‐4.1 1014.1 765.1 

6F08 124 12 #8 4 7.67 #4 3 4 #4 3 4 112.8 112.8 0.00952 39.2 48.4 28.9 36.5 0.012 0.300 94.2 103.5 ‐25.9 ‐18.3 149.2 158.5 1.5 9.1 716.2 349.1 

Longit Reinf

Parameters Below Assume P/Agfc' is less than 0.6, s/d is less than or

equal to 0.5, ρ is greater than or equal to 0.006, and Vp/(Vn/κ) is less

than 0.6. Check these values prior to using this portion of the table

Fle

Yield Zone

Reinforcing

Non‐Yield Zone

Reinforcing

Building Fire Research LaboratoryLS LDP COLUMN 1 of 2 

A100
National Earthquake Hazards Reduction Program

Bottom Top Bottom Top Bottom Top Bottom Top Bottom

MD/m DCRMAX DCRMAX DCRMIN DCRMIN Pmax Pmax Pmin Pmin κQCL,yield κQCL,non‐yield J QG QE

(k‐f) (k) (k) (k) (k)

1030.6 0.405 0.707 1.211 1.953 PASS PASS FAIL FAIL 408.0 408.0 2.0 6.00 333.1 PASS PASS

496.9 0.354 0.348 1.047 0.885 PASS PASS FAIL PASS 408.0 408.0 2.0 11.39 255.9 PASS PASS490.9 0.318 0.332 0.914 0.823 PASS PASS PASS PASS 408.0 408.0 2.0 10.18 244.2 PASS PASS476.5 0.314 0.327 0.847 0.755 PASS PASS PASS PASS 408.0 408.0 2.0 10.79 237.7 PASS PASS423.4 0.306 0.312 0.743 0.637 PASS PASS PASS PASS 408.0 408.0 2.0 10.78 216.9 PASS PASS376.8 0.309 0.314 0.648 0.541 PASS PASS PASS PASS 408.0 408.0 2.0 11.18 195.0 PASS PASS306.0 0.337 0.311 0.567 0.423 PASS PASS PASS PASS 408.0 408.0 2.0 10.35 169.1 PASS PASS139.6 0.271 0.210 0.393 0.190 PASS PASS PASS PASS 408.0 408.0 2.0 13.81 98.9 PASS PASS

1395.0 0.624 0.850 0.731 0.995 PASS PASS PASS PASS 469.5 375.6 2.0 0.16 486.4 PASS PASS

981.0 0.627 0.616 0.727 0.713 PASS PASS PASS PASS 469.5 375.6 2.0 0.02 477.6 PASS PASS871.2 0.582 0.564 0.674 0.649 PASS PASS PASS PASS 469.5 375.6 2.0 0.32 427.6 PASS PASS832.5 0.566 0.557 0.651 0.635 PASS PASS PASS PASS 469.5 375.6 2.0 0.45 406.0 PASS PASS763.7 0.546 0.532 0.618 0.596 PASS PASS PASS PASS 469.5 469.5 2.0 0.63 375.3 PASS PASS684.4 0.522 0.504 0.575 0.549 PASS PASS PASS PASS 469.5 469.5 2.0 0.71 337.8 PASS PASS565.0 0.477 0.442 0.511 0.465 PASS PASS PASS PASS 469.5 469.5 2.0 0.85 285.7 PASS PASS338.8 0.356 0.284 0.373 0.289 PASS PASS PASS PASS 469.5 469.5 2.0 0.94 187.3 PASS PASS

1429.7 0.630 0.887 0.685 0.964 PASS PASS PASS PASS 469.5 375.6 2.0 0.02 487.9 PASS PASS

987.2 0.646 0.634 0.696 0.683 PASS PASS PASS PASS 469.5 375.6 2.0 0.00 477.7 PASS PASS913.3 0.630 0.608 0.672 0.648 PASS PASS PASS PASS 469.5 375.6 2.0 0.01 447.6 PASS PASS803.7 0.571 0.550 0.612 0.589 PASS PASS PASS PASS 469.5 375.6 2.0 0.01 394.6 PASS PASS751.9 0.550 0.532 0.588 0.569 PASS PASS PASS PASS 469.5 469.5 2.0 0.01 368.5 PASS PASS677.2 0.525 0.503 0.553 0.531 PASS PASS PASS PASS 469.5 469.5 2.0 0.01 332.9 PASS PASS561.4 0.481 0.439 0.498 0.456 PASS PASS PASS PASS 469.5 469.5 2.0 0.02 282.7 PASS PASS340.9 0.361 0.282 0.368 0.289 PASS PASS PASS PASS 469.5 469.5 2.0 0.02 186.7 PASS PASS

1429.8 0.630 0.887 0.685 0.964 PASS PASS PASS PASS 469.5 375.6 2.0 0.01 487.8 PASS PASS

987.3 0.646 0.634 0.696 0.683 PASS PASS PASS PASS 469.5 375.6 2.0 0.00 477.7 PASS PASS913.2 0.630 0.608 0.672 0.648 PASS PASS PASS PASS 469.5 375.6 2.0 0.01 447.7 PASS PASS803.6 0.571 0.550 0.612 0.589 PASS PASS PASS PASS 469.5 375.6 2.0 0.01 394.7 PASS PASS751.7 0.550 0.532 0.588 0.569 PASS PASS PASS PASS 469.5 469.5 2.0 0.02 368.5 PASS PASS677.0 0.525 0.504 0.554 0.531 PASS PASS PASS PASS 469.5 469.5 2.0 0.02 333.0 PASS PASS561.1 0.481 0.440 0.498 0.456 PASS PASS PASS PASS 469.5 469.5 2.0 0.02 282.8 PASS PASS340.5 0.361 0.283 0.368 0.288 PASS PASS PASS PASS 469.5 469.5 2.0 0.04 186.9 PASS PASS

1394.1 0.623 0.850 0.732 0.994 PASS PASS PASS PASS 469.5 375.6 2.0 0.24 486.8 PASS PASS

980.5 0.628 0.617 0.726 0.712 PASS PASS PASS PASS 469.5 375.6 2.0 0.03 477.5 PASS PASS873.1 0.583 0.563 0.672 0.651 PASS PASS PASS PASS 469.5 375.6 2.0 0.19 426.7 PASS PASS835.2 0.568 0.556 0.648 0.638 PASS PASS PASS PASS 469.5 375.6 2.0 0.27 404.8 PASS PASS767.5 0.548 0.529 0.615 0.600 PASS PASS PASS PASS 469.5 469.5 2.0 0.39 373.6 PASS PASS688.9 0.525 0.501 0.571 0.552 PASS PASS PASS PASS 469.5 469.5 2.0 0.43 335.9 PASS PASS570.1 0.481 0.438 0.507 0.469 PASS PASS PASS PASS 469.5 469.5 2.0 0.56 283.5 PASS PASS344.5 0.360 0.279 0.368 0.294 PASS PASS PASS PASS 469.5 469.5 2.0 0.53 185.0 PASS PASS

1046.7 0.423 0.696 1.157 1.984 PASS PASS FAIL FAIL 408.0 408.0 2.0 4.02 335.1 PASS PASS

535.4 0.377 0.323 0.984 0.953 PASS PASS PASS PASS 408.0 408.0 2.0 7.61 259.7 PASS PASS524.4 0.340 0.311 0.855 0.879 PASS PASS PASS PASS 408.0 408.0 2.0 6.79 247.6 PASS PASS513.0 0.337 0.304 0.789 0.813 PASS PASS PASS PASS 408.0 408.0 2.0 7.20 241.3 PASS PASS460.5 0.331 0.287 0.686 0.693 PASS PASS PASS PASS 408.0 408.0 2.0 7.17 220.5 PASS PASS415.2 0.339 0.285 0.592 0.596 PASS PASS PASS PASS 408.0 408.0 2.0 7.50 198.7 PASS PASS343.6 0.370 0.277 0.516 0.475 PASS PASS PASS PASS 408.0 408.0 2.0 6.70 172.8 PASS PASS184.3 0.329 0.159 0.323 0.250 PASS PASS PASS PASS 408.0 408.0 2.0 9.89 102.9 PASS PASS

Shear Yield Zone Shear

Acceptence

Non‐Yield Zone

Shear Acceptence

Flexure‐Axial Acceptence

Building Fire Research LaboratoryLS LDP COLUMN 2 of 2 

A101
National Earthquake Hazards Reduction Program

Section 11c. LDP (Time History) Moment Frame Column Assessment (CP)

Typical Column Propertiesw 28 in, Width of Columnc 1.5 in, Coverβ1 0.8

fc' 5000 psi, Lower Bound Compressive Strength (ASCE 41‐06 Table 6‐3)

fy 60 ksi, Lower Bound Yield Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐2)

fu 90 ksi, Lower Bound Ultimate Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐2)

fc' 7500 psi, Expected Compressive Strength (ASCE 41‐06 Table 6‐4)

fy 75 ksi, Expected Yield Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐4)

fu 112.5 ksi, Expected Ultimate Strength of Reinforcing Steel (ASCE 41‐06 Table 6‐4)

κ 1 Knowledge Factor (ASCE 41‐06 2.2.6.4)C1 1

C2 1η 7.195

PCA Column Models should use expected behaviours

Top Bottom Top Bottom Top Bottom Axial Top Bottom Top Bottom Top Bottom Top Bottom Top Bottom 

COL ID ln VDESIGN VDESIGN ρ PG,MAX PG,MAX PG,MIN PG,MIN QG/Agfc' x EcIg PDESIGN,MAX PDESIGN,MAX PDESIGN,MIN PDESIGN,MIN J*PDES,MAX J*PDES,MAX J*PDES,MIN J*PDES,MIN MDESIGN,MAX MDESIGN,M

(in) # Size per face lspc # Spc legs # Spc legs (k) (k) (kips) (kips) (kips) (kips) (k) (k) (k) (k) (kips) (kips) (kips) (kips) (k‐ft) (k‐ft) 

6A01 148 12 #8 4 7.67 #4 3 4 #4 3 4 474.7 474.7 0.00952 443.6 454.6 306.7 315.8 0.116 0.316 1904.2 1915.3 ‐1150.3 ‐1141.2 3364.9 3376.0 ‐421.8 ‐412.7 2119.1 3669.9 

6A02 124 12 #8 4 7.67 #4 3 4 #4 3 4 371.6 371.6 0.00952 386.2 395.5 267.2 274.8 0.101 0.301 1636.1 1645.4 ‐978.3 ‐970.7 2885.9 2895.2 ‐355.6 ‐348.0 1929.6 1858.8 6A03 124 12 #8 4 7.67 #4 3 4 #4 3 4 353.6 353.6 0.00952 328.7 338.0 227.7 235.3 0.086 0.300 1368.6 1377.9 ‐808.0 ‐800.4 2408.6 2417.8 ‐290.2 ‐282.6 1781.3 1823.2 6A04 124 12 #8 4 7.67 #4 3 4 #4 3 4 345.1 345.1 0.00952 271.1 280.4 188.1 195.7 0.072 0.300 1102.2 1111.5 ‐639.2 ‐631.6 1933.3 1942.6 ‐225.5 ‐217.9 1740.5 1781.2 6A05 124 12 #8 4 7.67 #4 3 4 #4 3 4 315.8 315.8 0.00952 213.3 222.6 148.4 156.0 0.057 0.300 835.8 845.1 ‐470.9 ‐463.3 1458.3 1467.6 ‐161.2 ‐153.6 1598.4 1596.2 6A06 124 12 #8 4 7.67 #4 3 4 #4 3 4 285.4 285.4 0.00952 155.3 164.6 108.7 116.3 0.042 0.300 573.2 582.4 ‐306.8 ‐299.2 991.0 1000.3 ‐99.1 ‐91.5 1447.7 1436.2 6A07 124 12 #8 4 7.67 #4 3 4 #4 3 4 248.0 248.0 0.00952 97.3 106.6 68.8 76.4 0.027 0.300 325.3 334.6 ‐157.7 ‐150.1 553.3 562.6 ‐44.4 ‐36.8 1311.5 1184.8 6A08 124 12 #8 4 7.67 #4 3 4 #4 3 4 153.1 153.1 0.00952 39.2 48.4 28.9 36.5 0.012 0.300 116.5 125.8 ‐48.1 ‐40.5 193.8 203.1 ‐9.6 ‐2.0 848.4 621.0 

6B01 148 12 #10 4 7.49 #5 4 4 #5 5 4 684.4 684.4 0.01107 743.5 754.6 497.3 506.4 0.192 0.392 840.9 852.0 396.9 406.0 938.3 949.4 296.5 305.5 3569.8 4871.5 6B02 124 12 #10 4 7.49 #5 4 4 #5 5 4 671.6 671.6 0.01107 646.1 655.4 432.8 440.4 0.167 0.367 722.1 731.4 352.8 360.4 798.1 807.4 272.9 280.5 3499.0 3447.2 6B03 124 12 #10 4 7.49 #5 4 4 #5 5 4 601.5 601.5 0.01107 549.8 559.1 369.1 376.7 0.143 0.343 616.1 625.4 298.8 306.4 682.4 691.7 228.5 236.1 3156.3 3068.3 6B04 124 12 #10 4 7.49 #5 4 4 #5 5 4 571.2 571.2 0.01107 453.6 462.9 305.4 313.0 0.118 0.318 507.9 517.2 247.3 254.9 562.3 571.5 189.2 196.8 2969.9 2934.4 6B05 124 12 #10 4 7.49 #5 4 4 #5 4 4 528.1 528.1 0.01107 357.7 366.9 241.9 249.5 0.094 0.300 397.5 406.8 198.8 206.4 437.3 446.6 155.7 163.3 2753.9 2696.0 6B06 124 12 #10 4 7.49 #5 4 4 #5 4 4 475.5 475.5 0.01107 261.8 271.1 178.4 186.0 0.069 0.300 291.1 300.4 146.7 154.3 320.4 329.7 115.0 122.6 2493.8 2419.1 

6B07 124 12 #10 4 7.49 #5 4 4 #5 4 4 402.4 402.4 0.01107 166.1 175.3 115.0 122.6 0.045 0.300 184.9 194.2 94.7 102.3 203.7 213.0 74.3 81.9 2150.9 2001.1 

6B08 124 12 #10 4 7.49 #5 4 4 #5 4 4 264.0 264.0 0.01107 70.5 79.8 51.8 59.4 0.020 0.300 79.4 88.7 42.5 50.0 88.3 97.6 33.1 40.7 1506.8 1207.5 6C01 148 12 #10 4 7.49 #5 4 4 #5 5 4 686.1 686.1 0.01107 745.2 756.3 498.2 507.3 0.193 0.393 764.6 775.6 479.8 488.9 783.9 794.9 461.5 470.5 3506.3 4953.2 6C02 124 12 #10 4 7.49 #5 4 4 #5 5 4 671.8 671.8 0.01107 648.5 657.8 434.1 441.7 0.168 0.368 660.7 670.0 423.0 430.6 672.9 682.2 411.8 419.4 3505.4 3450.2 6C03 124 12 #10 4 7.49 #5 4 4 #5 5 4 629.5 629.5 0.01107 552.2 561.5 370.4 378.0 0.143 0.343 556.6 565.9 367.0 374.6 560.9 570.2 363.7 371.3 3316.0 3210.5 6C04 124 12 #10 4 7.49 #5 4 4 #5 5 4 555.0 555.0 0.01107 456.0 465.2 306.7 314.3 0.119 0.319 460.8 470.1 302.7 310.3 465.7 475.0 298.7 306.3 2923.4 2825.2 6C05 124 12 #10 4 7.49 #5 4 4 #5 4 4 518.2 518.2 0.01107 359.7 369.0 243.0 250.6 0.094 0.300 364.9 374.2 238.6 246.1 370.1 379.4 234.1 241.7 2716.1 2642.8 6C06 124 12 #10 4 7.49 #5 4 4 #5 4 4 468.2 468.2 0.01107 263.4 272.7 179.3 186.9 0.070 0.300 268.4 277.7 174.9 182.5 273.4 282.7 170.4 178.0 2469.9 2380.1 6C07 124 12 #10 4 7.49 #5 4 4 #5 4 4 397.6 397.6 0.01107 167.1 176.4 115.6 123.2 0.045 0.300 171.3 180.6 111.8 119.4 175.5 184.7 108.0 115.6 2145.3 1972.9 6C08 124 12 #10 4 7.49 #5 4 4 #5 4 4 262.6 262.6 0.01107 70.8 80.0 51.9 59.4 0.020 0.300 73.4 82.6 49.5 57.1 76.0 85.2 47.1 54.7 1519.1 1197.4 6D01 148 12 #10 4 7.49 #5 4 4 #5 5 4 686.1 686.1 0.01107 745.2 756.3 498.2 507.3 0.193 0.393 764.5 775.6 479.8 488.9 783.8 794.9 461.4 470.5 3506.9 4952.9 6D02 124 12 #10 4 7.49 #5 4 4 #5 5 4 671.8 671.8 0.01107 648.5 657.8 434.1 441.7 0.168 0.368 660.7 670.0 422.9 430.5 672.9 682.2 411.8 419.4 3505.4 3449.8 6D03 124 12 #10 4 7.49 #5 4 4 #5 5 4 629.6 629.6 0.01107 552.2 561.5 370.4 378.0 0.143 0.343 556.6 565.9 367.0 374.6 560.9 570.2 363.7 371.3 3315.8 3210.8 6D04 124 12 #10 4 7.49 #5 4 4 #5 5 4 555.0 555.0 0.01107 456.0 465.2 306.7 314.3 0.119 0.319 460.9 470.1 302.7 310.3 465.7 475.0 298.7 306.3 2923.0 2825.5 6D05 124 12 #10 4 7.49 #5 4 4 #5 4 4 518.3 518.3 0.01107 359.7 369.0 243.0 250.6 0.094 0.300 364.9 374.2 238.6 246.2 370.1 379.4 234.1 241.7 2715.6 2643.3 6D06 124 12 #10 4 7.49 #5 4 4 #5 4 4 468.3 468.3 0.01107 263.4 272.7 179.3 186.9 0.070 0.300 268.4 277.7 174.9 182.5 273.4 282.7 170.4 178.0 2469.4 2380.7 6D07 124 12 #10 4 7.49 #5 4 4 #5 4 4 397.7 397.7 0.01107 167.1 176.4 115.6 123.2 0.045 0.300 171.3 180.6 111.8 119.4 175.5 184.8 108.0 115.6 2144.7 1973.4 6D08 124 12 #10 4 7.49 #5 4 4 #5 4 4 262.8 262.8 0.01107 70.8 80.0 51.9 59.4 0.020 0.300 73.4 82.6 49.5 57.1 76.0 85.2 47.1 54.7 1518.2 1198.2 6E01 148 12 #10 4 7.49 #5 4 4 #5 5 4 684.8 684.8 0.01107 743.5 754.6 497.3 506.4 0.192 0.392 841.0 852.1 397.0 406.1 938.6 949.6 296.7 305.8 3566.1 4873.8 6E02 124 12 #10 4 7.49 #5 4 4 #5 5 4 671.6 671.6 0.01107 646.1 655.4 432.8 440.4 0.167 0.367 722.2 731.5 352.9 360.5 798.3 807.6 273.1 280.7 3500.8 3448.5 6E03 124 12 #10 4 7.49 #5 4 4 #5 5 4 600.5 600.5 0.01107 549.8 559.1 369.1 376.7 0.143 0.343 616.2 625.5 298.8 306.4 682.6 691.9 228.6 236.2 3161.5 3063.4 6E04 124 12 #10 4 7.49 #5 4 4 #5 5 4 569.8 569.8 0.01107 453.6 462.9 305.4 313.0 0.118 0.318 508.0 517.3 247.4 255.0 562.4 571.7 189.3 196.9 2977.6 2927.6 6E05 124 12 #10 4 7.49 #5 4 4 #5 4 4 526.2 526.2 0.01107 357.7 366.9 241.9 249.5 0.094 0.300 397.5 406.8 198.8 206.4 437.4 446.7 155.8 163.4 2764.1 2686.5 6E06 124 12 #10 4 7.49 #5 4 4 #5 4 4 473.3 473.3 0.01107 261.8 271.1 178.4 186.0 0.069 0.300 291.1 300.4 146.7 154.3 320.3 329.6 114.9 122.5 2505.3 2407.9 6E07 124 12 #10 4 7.49 #5 4 4 #5 4 4 399.8 399.8 0.01107 166.1 175.3 115.0 122.6 0.045 0.300 184.9 194.1 94.6 102.2 203.7 212.9 74.2 81.8 2164.4 1988.3 6E08 124 12 #10 4 7.49 #5 4 4 #5 4 4 261.2 261.2 0.01107 70.5 79.8 51.8 59.4 0.020 0.300 79.4 88.7 42.4 50.0 88.3 97.5 33.1 40.7 1520.8 1193.4 6F01 148 12 #8 4 7.67 #4 3 4 #4 3 4 474.7 474.7 0.00952 443.6 454.6 306.7 315.8 0.116 0.316 1902.5 1913.6 ‐1152.0 ‐1143.0 3361.4 3372.5 ‐422.7 ‐413.6 2186.9 3629.7 

6F02 124 12 #8 4 7.67 #4 3 4 #4 3 4 371.6 371.6 0.00952 386.2 395.5 267.2 274.8 0.101 0.301 1634.6 1643.9 ‐979.8 ‐972.2 2882.9 2892.2 ‐356.3 ‐348.7 2016.6 1762.6 

6F03 124 12 #8 4 7.67 #4 3 4 #4 3 4 353.6 353.6 0.00952 328.7 338.0 227.7 235.3 0.086 0.300 1367.4 1376.7 ‐809.3 ‐801.7 2406.1 2415.3 ‐290.8 ‐283.2 1868.7 1739.3 6F04 124 12 #8 4 7.67 #4 3 4 #4 3 4 345.1 345.1 0.00952 271.1 280.4 188.1 195.7 0.072 0.300 1101.2 1110.5 ‐640.2 ‐632.6 1931.3 1940.6 ‐226.0 ‐218.4 1832.0 1690.1 

6F05 124 12 #8 4 7.67 #4 3 4 #4 3 4 315.8 315.8 0.00952 213.3 222.6 148.4 156.0 0.057 0.300 835.1 844.3 ‐471.6 ‐464.0 1456.8 1466.1 ‐161.6 ‐154.0 1691.9 1503.4 

6F06 124 12 #8 4 7.67 #4 3 4 #4 3 4 285.4 285.4 0.00952 155.3 164.6 108.7 116.3 0.042 0.300 572.7 581.9 ‐307.3 ‐299.7 990.0 999.3 ‐99.3 ‐91.7 1545.1 1340.1 

6F07 124 12 #8 4 7.67 #4 3 4 #4 3 4 248.0 248.0 0.00952 97.3 106.6 68.8 76.4 0.027 0.300 325.0 334.3 ‐158.0 ‐150.4 552.7 562.0 ‐44.6 ‐37.0 1402.1 1091.0 6F08 124 12 #8 4 7.67 #4 3 4 #4 3 4 153.1 153.1 0.00952 39.2 48.4 28.9 36.5 0.012 0.300 116.4 125.7 ‐48.2 ‐40.6 193.6 202.9 ‐9.7 ‐2.1 975.9 509.4 

Longit Reinf

Parameters Below Assume P/Agfc' is less than 0.6, s/d is less than or

equal to 0.5, ρ is greater than or equal to 0.006, and Vp/(Vn/κ) is less

than 0.6. Check these values prior to using this portion of the table

Fle

Yield Zone

Reinforcing

Non‐Yield Zone

Reinforcing

Building Fire Research LaboratoryCP LDP COLUMN 1 of 2 

A102
National Earthquake Hazards Reduction Program

Bottom Top Bottom Top Bottom Top Bottom Top Bottom

MD/m DCRMAX DCRMAX DCRMIN DCRMIN Pmax Pmax Pmin Pmin κQCL,yield κQCL,non‐yield J QG QE

(k‐f) (k) (k) (k) (k)

1208.4 0.612 1.065 2.358 3.802 PASS FAIL FAIL FAIL 408.0 408.0 2.0 6.00 468.7 PASS PASS

586.8 0.488 0.471 1.795 1.534 PASS PASS FAIL FAIL 408.0 408.0 2.0 11.39 360.2 PASS PASS579.0 0.412 0.423 1.416 1.292 PASS PASS FAIL FAIL 408.0 408.0 2.0 10.18 343.5 PASS PASS562.7 0.381 0.391 1.211 1.098 PASS PASS FAIL FAIL 408.0 408.0 2.0 10.79 334.3 PASS PASS500.5 0.346 0.345 0.993 0.868 PASS PASS PASS PASS 408.0 408.0 2.0 10.78 305.0 PASS PASS446.2 0.337 0.334 0.818 0.699 PASS PASS PASS PASS 408.0 408.0 2.0 11.18 274.2 PASS PASS363.2 0.367 0.329 0.684 0.525 PASS PASS PASS PASS 408.0 408.0 2.0 10.35 237.7 PASS PASS169.6 0.311 0.225 0.454 0.234 PASS PASS PASS PASS 408.0 408.0 2.0 13.81 139.2 PASS PASS

1626.9 0.739 1.008 0.878 1.193 PASS FAIL PASS FAIL 469.5 375.6 2.0 0.16 684.2 PASS PASS1148.1 0.736 0.724 0.872 0.853 PASS PASS PASS PASS 469.5 375.6 2.0 0.02 671.6 PASS PASS1019.9 0.679 0.659 0.806 0.776 PASS PASS PASS PASS 469.5 375.6 2.0 0.32 601.2 PASS PASS

974.7 0.658 0.649 0.775 0.758 PASS PASS PASS PASS 469.5 375.6 2.0 0.45 570.8 PASS PASS894.4 0.632 0.617 0.733 0.708 PASS PASS PASS PASS 469.5 469.5 2.0 0.63 527.5 PASS PASS801.7 0.605 0.584 0.680 0.649 PASS PASS PASS PASS 469.5 469.5 2.0 0.71 474.8 PASS PASS662.0 0.555 0.514 0.603 0.550 PASS PASS PASS PASS 469.5 469.5 2.0 0.85 401.5 PASS PASS397.3 0.415 0.331 0.437 0.340 PASS PASS PASS PASS 469.5 469.5 2.0 0.94 263.0 PASS PASS

1679.4 0.747 1.054 0.810 1.138 PASS FAIL PASS FAIL 469.5 375.6 2.0 0.02 686.1 PASS PASS1156.9 0.764 0.751 0.820 0.803 PASS PASS PASS PASS 469.5 375.6 2.0 0.00 671.8 PASS PASS1069.0 0.742 0.717 0.789 0.759 PASS PASS PASS PASS 469.5 375.6 2.0 0.01 629.5 PASS PASS

940.7 0.670 0.646 0.718 0.690 PASS PASS PASS PASS 469.5 375.6 2.0 0.01 555.0 PASS PASS880.0 0.644 0.623 0.690 0.668 PASS PASS PASS PASS 469.5 469.5 2.0 0.01 518.2 PASS PASS792.6 0.614 0.589 0.650 0.622 PASS PASS PASS PASS 469.5 469.5 2.0 0.01 468.1 PASS PASS657.0 0.562 0.514 0.584 0.534 PASS PASS PASS PASS 469.5 469.5 2.0 0.02 397.6 PASS PASS398.9 0.422 0.331 0.432 0.338 PASS PASS PASS PASS 469.5 469.5 2.0 0.02 262.6 PASS PASS

1679.5 0.748 1.054 0.810 1.138 PASS FAIL PASS FAIL 469.5 375.6 2.0 0.01 686.0 PASS PASS1157.0 0.764 0.751 0.820 0.803 PASS PASS PASS PASS 469.5 375.6 2.0 0.00 671.8 PASS PASS1068.9 0.742 0.717 0.789 0.759 PASS PASS PASS PASS 469.5 375.6 2.0 0.01 629.5 PASS PASS

940.6 0.670 0.646 0.718 0.690 PASS PASS PASS PASS 469.5 375.6 2.0 0.01 555.0 PASS PASS879.9 0.643 0.623 0.690 0.668 PASS PASS PASS PASS 469.5 469.5 2.0 0.02 518.3 PASS PASS792.4 0.614 0.589 0.650 0.622 PASS PASS PASS PASS 469.5 469.5 2.0 0.02 468.2 PASS PASS656.8 0.562 0.514 0.584 0.534 PASS PASS PASS PASS 469.5 469.5 2.0 0.02 397.7 PASS PASS398.6 0.422 0.331 0.432 0.338 PASS PASS PASS PASS 469.5 469.5 2.0 0.04 262.8 PASS PASS

1626.2 0.739 1.009 0.879 1.193 PASS FAIL PASS FAIL 469.5 375.6 2.0 0.24 684.6 PASS PASS1147.7 0.736 0.724 0.871 0.853 PASS PASS PASS PASS 469.5 375.6 2.0 0.03 671.6 PASS PASS1021.5 0.681 0.658 0.805 0.777 PASS PASS PASS PASS 469.5 375.6 2.0 0.19 600.3 PASS PASS

977.0 0.660 0.647 0.773 0.759 PASS PASS PASS PASS 469.5 375.6 2.0 0.27 569.5 PASS PASS897.6 0.635 0.615 0.730 0.710 PASS PASS PASS PASS 469.5 469.5 2.0 0.39 525.8 PASS PASS805.4 0.608 0.582 0.677 0.652 PASS PASS PASS PASS 469.5 469.5 2.0 0.43 472.9 PASS PASS666.2 0.558 0.510 0.600 0.553 PASS PASS PASS PASS 469.5 469.5 2.0 0.56 399.2 PASS PASS402.0 0.419 0.327 0.433 0.344 PASS PASS PASS PASS 469.5 469.5 2.0 0.53 260.7 PASS PASS

1221.8 0.631 1.053 2.288 3.846 PASS FAIL FAIL FAIL 408.0 408.0 2.0 4.02 470.7 PASS PASS

618.9 0.510 0.447 1.715 1.616 PASS PASS FAIL FAIL 408.0 408.0 2.0 7.61 364.0 PASS PASS607.0 0.432 0.403 1.350 1.355 PASS PASS FAIL FAIL 408.0 408.0 2.0 6.79 346.9 PASS PASS593.0 0.401 0.371 1.151 1.157 PASS PASS FAIL FAIL 408.0 408.0 2.0 7.20 337.9 PASS PASS531.5 0.366 0.325 0.938 0.922 PASS PASS PASS PASS 408.0 408.0 2.0 7.17 308.7 PASS PASS478.2 0.360 0.312 0.766 0.750 PASS PASS PASS PASS 408.0 408.0 2.0 7.50 277.9 PASS PASS394.5 0.392 0.303 0.640 0.570 PASS PASS PASS PASS 408.0 408.0 2.0 6.70 241.3 PASS PASS206.8 0.357 0.185 0.394 0.285 PASS PASS PASS PASS 408.0 408.0 2.0 9.89 143.2 PASS PASS

Shear Yield Zone Shear

Acceptence

Non‐Yield Zone

Shear Acceptence

Flexure‐Axial Acceptence

Building Fire Research LaboratoryCP LDP COLUMN 2 of 2 

A103
National Earthquake Hazards Reduction Program

Evaluation of Reinforced Concrete Lateral

Resisting Systems using Current Performance

Based Assessment Criteria

Section 12a.  LDP (Time History) Moment Frame Joint Assessment (IO)

Typical Joint Details

w 28 in, Column Dimension

Aj 784 in2

C1 1

C2 1

fc' 5000 psi, Lower Bound Compressive Strength of Concrete

fy 60 ksi, Lower Bound Reinforcing Yield Strength

f ' 00 i d C i S h f C

Building Fire Research Laboratory

IO LDP JOINT 1 of 1 8/11/2010

fc' 7500 psi, Expected Compressive Strength of Concrete

fy 75 ksi, Expected Reinforcing Yield Strength

κ 1 Knowledge Factor

Joint ID ΣMnc/ΣMnb Col Beam (Vg,L + Vg,R)*h/2lc (Ve,L + Ve,R)*h/2lc J QUF (Vj

) Condition Int/Ext QCL (Vn)

(k) (k) (k) (k)

6A01 1.50 1 0 2.61 7.5 1.0 524.067 Other (Main) Exterior 665.2 PASS

Linear Static Procedure

Offset Rigidities Joint Shear Joint Shear

Acceptence

6A01 1.50 1 0 2.61 7.5 1.0 524.067 Other (Main) Exterior 665.2 PASS

6A02 1.50 1 0 2.90 8.0 1.0 503.7549 Other (Main) Exterior 665.2 PASS

6A03 1.50 1 0 2.92 7.7 1.0 504.0401 Other (Main) Exterior 665.2 PASS

6A04 1.87 1 0 2.94 7.5 1.0 399.189 Other (Main) Exterior 665.2 PASS

6A05 1.87 1 0 2.95 6.8 1.0 396.0336 Other (Main) Exterior 665.2 PASS

6A06 1.87 1 0 2.96 6.0 1.0 396.8342 Other (Main) Exterior 665.2 PASS

6A07 2.45 1 0 2.98 4.9 1.0 342.7736 Other (Main) Exterior 665.2 PASS

6A08 1.53 1 0 4.78 6.0 1.0 260.8943 Other (Roof) Exterior 443.5 PASS

6B01 1.32 1 0 5.41 14.6 1.0 451.4115 2 Opp (Main) Interior 831.6 PASS

6B02 1.34 1 0 5.81 15.8 1.0 440.2923 2 Opp (Main) Interior 831.6 PASS

6B03 1.34 1 0 5.80 15.2 1.0 440.9484 2 Opp (Main) Interior 831.6 PASS

6B04 1.68 1 0 5.78 14.5 1.0 342.956 2 Opp (Main) Interior 831.6 PASS

6B05 1.69 1 0 5.76 13.4 1.0 344.7949 2 Opp (Main) Interior 831.6 PASS

6B06 1.69 1 0 5.76 11.8 1.0 346.3715 2 Opp (Main) Interior 831.6 PASS

6B07 1.98 1 0 5.73 9.7 1.0 293.369 2 Opp (Main) Interior 831.6 PASS

6B08 1.11 0.5 0.5 9.42 11.7 1.0 167.6885 2 Opp (Roof) Interior 665.2 PASS

6C01 1.34 1 0 5.34 14.2 1.0 454.4965 2 Opp (Main) Interior 831.6 PASS

6C02 1.34 1 0 5.81 15.7 1.0 440.4376 2 Opp (Main) Interior 831.6 PASS

6C03 1.34 1 0 5.81 15.0 1.0 441.1282 2 Opp (Main) Interior 831.6 PASS

6C04 1 69 . 1 0 5 82 . 14 1. 1 0. 343 9852 343.9852 2 Opp (Main) 2 Opp (Main) Interior Interior 831 6. PASS

6C05 1.69 1 0 5.82 13.1 1.0 345.0579 2 Opp (Main) Interior 831.6 PASS

6C06 1.69 1 0 5.82 11.5 1.0 346.5811 2 Opp (Main) Interior 831.6 PASS

6C07 1.98 1 0 5.82 9.5 1.0 293.4565 2 Opp (Main) Interior 831.6 PASS

6C08 1.11 0.5 0.5 9.49 11.3 1.0 168.0006 2 Opp (Roof) Interior 665.2 PASS

6D01 1.34 1 0 5.34 14.2 1.0 454.4965 2 Opp (Main) Interior 831.6 PASS

6D02 1.34 1 0 5.81 15.7 1.0 440.4376 2 Opp (Main) Interior 831.6 PASS

6D03 1.34 1 0 5.81 15.0 1.0 441.1282 2 Opp (Main) Interior 831.6 PASS

6D04 1.69 1 0 5.82 14.1 1.0 343.9852 2 Opp (Main) Interior 831.6 PASS

6D05 1.69 1 0 5.82 13.1 1.0 345.0579 2 Opp (Main) Interior 831.6 PASS ( )

6D06 1.69 1 0 5.82 11.5 1.0 346.5811 2 Opp (Main) Interior 831.6 PASS

6D07 1.98 1 0 5.82 9.5 1.0 293.4565 2 Opp (Main) Interior 831.6 PASS

6D08 1.11 0.5 0.5 9.49 11.3 1.0 168.0006 2 Opp (Roof) Interior 665.2 PASS

6E01 1.32 1 0 5.41 14.6 1.0 451.4115 2 Opp (Main) Interior 831.6 PASS

6E02 1.34 1 0 5.81 15.8 1.0 440.2923 2 Opp (Main) Interior 831.6 PASS

6E03 1.34 1 0 5.80 15.2 1.0 440.9484 2 Opp (Main) Interior 831.6 PASS

6E04 1.68 1 0 5.78 14.5 1.0 342.956 2 Opp (Main) Interior 831.6 PASS

6E05 1.69 1 0 5.76 13.4 1.0 344.7949 2 Opp (Main) Interior 831.6 PASS

6E06 1.69 1 0 5.76 11.8 1.0 346.3715 2 Opp (Main) Interior 831.6 PASS

6E07 1.98 1 0 5.73 1 98 1 0 5 73 9 7. 1 0. 293.369 2 293 369 2 O (M i ) Opp (Main) It ineror 831.6 PASS 831 6 PASS

6E08 1.11 0.5 0.5 9.42 11.7 1.0 167.6885 2 Opp (Roof) Interior 665.2 PASS

6F01 1.50 1 0 2.61 7.5 1.0 524.067 Other (Main) Exterior 665.2 PASS

6F02 1.50 1 0 2.90 8.0 1.0 503.7549 Other (Main) Exterior 665.2 PASS

6F03 1.50 1 0 2.92 7.7 1.0 504.0401 Other (Main) Exterior 665.2 PASS

6F04 1.87 1 0 2.94 7.5 1.0 399.189 Other (Main) Exterior 665.2 PASS

6F05 1.87 1 0 2.95 6.8 1.0 396.0336 Other (Main) Exterior 665.2 PASS

6F06 1.87 1 0 2.96 6.0 1.0 396.8342 Other (Main) Exterior 665.2 PASS

6F07 2.45 1 0 2.98 4.9 1.0 342.7736 Other (Main) Exterior 665.2 PASS

6F08 1.53 1 0 4.78 6F08 1.53 1 0 4.78 6.0 1.0 260.8943 Other 260.8943 Other (Roof) Exterior 443.5 PASS Exterior 443.5 PASS

Building Fire Research Laboratory

IO LDP JOINT 1 of 1 8/11/2010

A104
National Earthquake Hazards Reduction Program

Evaluation of Reinforced Concrete Lateral

Resisting Systems using Current Performance

Based Assessment Criteria

Section 12b.  LDP (Time History) Moment Frame Joint Assessment (LS)

Typical Joint Details

w 28 in, Column Dimension

Aj 784 in2

C1 1

C2 1

fc' 5000 psi, Lower Bound Compressive Strength of Concrete

fy 60 ksi, Lower Bound Reinforcing Yield Strength

f ' 00 i d C i S h f C

Building Fire Research Laboratory

LS LDP JOINT 1 of 1 8/11/2010

fc' 7500 psi, Expected Compressive Strength of Concrete

fy 75 ksi, Expected Reinforcing Yield Strength

κ 1 Knowledge Factor

Joint ID ΣMnc/ΣMnb Col Beam (Vg,L + Vg,R)*h/2lc (Ve,L + Ve,R)*h/2lc J QUF (Vj

) Condition Int/Ext QCL (Vn)

(k) (k) (k) (k)

6A01 1.50 1 0 2.61 13.2 2.0 525.0242 Other (Main) Exterior 665.2 PASS

Linear Static Procedure

Offset Rigidities Joint Shear Joint Shear

Acceptence

6A01 1.50 1 0 2.61 13.2 2.0 525.0242 Other (Main) Exterior 665.2 PASS

6A02 1.50 1 0 2.90 14.0 2.0 504.7746 Other (Main) Exterior 665.2 PASS

6A03 1.50 1 0 2.92 13.5 2.0 505.0221 Other (Main) Exterior 665.2 PASS

6A04 1.87 1 0 2.94 13.0 2.0 400.1365 Other (Main) Exterior 665.2 PASS

6A05 1.87 1 0 2.95 12.0 2.0 396.9036 Other (Main) Exterior 665.2 PASS

6A06 1.87 1 0 2.96 10.5 2.0 397.6017 Other (Main) Exterior 665.2 PASS

6A07 2.45 1 0 2.98 8.6 2.0 343.3985 Other (Main) Exterior 665.2 PASS

6A08 1.53 1 0 4.78 10.5 2.0 261.6609 Other (Roof) Exterior 443.5 PASS

6B01 1.32 1 0 5.41 25.5 2.0 453.268 2 Opp (Main) Interior 831.6 PASS

6B02 1.34 1 0 5.81 27.6 2.0 442.2988 2 Opp (Main) Interior 831.6 PASS

6B03 1.34 1 0 5.80 26.5 2.0 442.873 2 Opp (Main) Interior 831.6 PASS

6B04 1.68 1 0 5.78 25.4 2.0 344.8011 2 Opp (Main) Interior 831.6 PASS

6B05 1.69 1 0 5.76 23.4 2.0 346.4945 2 Opp (Main) Interior 831.6 PASS

6B06 1.69 1 0 5.76 20.6 2.0 347.8718 2 Opp (Main) Interior 831.6 PASS

6B07 1.98 1 0 5.73 16.9 2.0 294.5977 2 Opp (Main) Interior 831.6 PASS

6B08 1.11 0.5 0.5 9.42 20.4 2.0 169.1732 2 Opp (Roof) Interior 665.2 PASS

6C01 1.34 1 0 5.34 24.9 2.0 456.3062 2 Opp (Main) Interior 831.6 PASS

6C02 1.34 1 0 5.81 27.3 2.0 442.4255 2 Opp (Main) Interior 831.6 PASS

6C03 1.34 1 0 5.81 26.1 2.0 443.0284 2 Opp (Main) Interior 831.6 PASS

6C04 1 69 . 1 0 5 82 . 24 7. 2 0. 345 781 345.781 2 Opp (Main) 2 Opp (Main) Interior Interior 831 6. PASS

6C05 1.69 1 0 5.82 22.8 2.0 346.7174 2 Opp (Main) Interior 831.6 PASS

6C06 1.69 1 0 5.82 20.2 2.0 348.047 2 Opp (Main) Interior 831.6 PASS

6C07 1.98 1 0 5.82 16.6 2.0 294.6635 2 Opp (Main) Interior 831.6 PASS

6C08 1.11 0.5 0.5 9.49 19.8 2.0 169.4377 2 Opp (Roof) Interior 665.2 PASS

6D01 1.34 1 0 5.34 24.9 2.0 456.3062 2 Opp (Main) Interior 831.6 PASS

6D02 1.34 1 0 5.81 27.3 2.0 442.4255 2 Opp (Main) Interior 831.6 PASS

6D03 1.34 1 0 5.81 26.1 2.0 443.0284 2 Opp (Main) Interior 831.6 PASS

6D04 1.69 1 0 5.82 24.7 2.0 345.781 2 Opp (Main) Interior 831.6 PASS

6D05 1.69 1 0 5.82 22.8 2.0 346.7174 2 Opp (Main) Interior 831.6 PASS ( )

6D06 1.69 1 0 5.82 20.2 2.0 348.047 2 Opp (Main) Interior 831.6 PASS

6D07 1.98 1 0 5.82 16.6 2.0 294.6635 2 Opp (Main) Interior 831.6 PASS

6D08 1.11 0.5 0.5 9.49 19.8 2.0 169.4377 2 Opp (Roof) Interior 665.2 PASS

6E01 1.32 1 0 5.41 25.5 2.0 453.268 2 Opp (Main) Interior 831.6 PASS

6E02 1.34 1 0 5.81 27.6 2.0 442.2988 2 Opp (Main) Interior 831.6 PASS

6E03 1.34 1 0 5.80 26.5 2.0 442.873 2 Opp (Main) Interior 831.6 PASS

6E04 1.68 1 0 5.78 25.4 2.0 344.8011 2 Opp (Main) Interior 831.6 PASS

6E05 1.69 1 0 5.76 23.4 2.0 346.4945 2 Opp (Main) Interior 831.6 PASS

6E06 1.69 1 0 5.76 20.6 2.0 347.8718 2 Opp (Main) Interior 831.6 PASS

6E07 1.98 1 0 5.73 1 98 1 0 5 73 16 9. 2.0 294.5977 2 2 0 294 5977 2 O (M i ) Opp (Main) It ineror 831.6 PASS 831 6 PASS

6E08 1.11 0.5 0.5 9.42 20.4 2.0 169.1732 2 Opp (Roof) Interior 665.2 PASS

6F01 1.50 1 0 2.61 13.2 2.0 525.0242 Other (Main) Exterior 665.2 PASS

6F02 1.50 1 0 2.90 14.0 2.0 504.7746 Other (Main) Exterior 665.2 PASS

6F03 1.50 1 0 2.92 13.5 2.0 505.0221 Other (Main) Exterior 665.2 PASS

6F04 1.87 1 0 2.94 13.0 2.0 400.1365 Other (Main) Exterior 665.2 PASS

6F05 1.87 1 0 2.95 12.0 2.0 396.9036 Other (Main) Exterior 665.2 PASS

6F06 1.87 1 0 2.96 10.5 2.0 397.6017 Other (Main) Exterior 665.2 PASS

6F07 2.45 1 0 2.98 8.6 2.0 343.3985 Other (Main) Exterior 665.2 PASS

6F08 1.53 1 0 4.78 6F08 1.53 1 0 4.78 10.5 2.0 261.6609 Other 2.0 261.6609 Other (Roof) Exterior 443.5 PASS Exterior 443.5 PASS

Building Fire Research Laboratory

LS LDP JOINT 1 of 1 8/11/2010

A105
National Earthquake Hazards Reduction Program

Evaluation of Reinforced Concrete Lateral

Resisting Systems using Current Performance

Based Assessment Criteria

Section 12c.  LDP (Time History) Moment Frame Joint Assessment (CP)

Typical Joint Details

w 28 in, Column Dimension

Aj 784 in2

C1 1

C2 1

fc' 5000 psi, Lower Bound Compressive Strength of Concrete

fy 60 ksi, Lower Bound Reinforcing Yield Strength

f ' 00 i d C i S h f C

Building Fire Research Laboratory

CP LDP JOINT 1 of 1 8/11/2010

fc' 7500 psi, Expected Compressive Strength of Concrete

fy 75 ksi, Expected Reinforcing Yield Strength

κ 1 Knowledge Factor

Joint ID ΣMnc/ΣMnb Col Beam (Vg,L + Vg,R)*h/2lc (Ve,L + Ve,R)*h/2lc J QUF (Vj

) Condition Int/Ext QCL (Vn)

(k) (k) (k) (k)

6A01 1.50 1 0 2.61 18.5 2.0 522.3625 Other (Main) Exterior 665.2 PASS

Linear Static Procedure

Offset Rigidities Joint Shear Joint Shear

Acceptence

6A01 1.50 1 0 2.61 18.5 2.0 522.3625 Other (Main) Exterior 665.2 PASS

6A02 1.50 1 0 2.90 19.7 2.0 501.9394 Other (Main) Exterior 665.2 PASS

6A03 1.50 1 0 2.92 19.0 2.0 502.2918 Other (Main) Exterior 665.2 PASS

6A04 1.87 1 0 2.94 18.3 2.0 397.5021 Other (Main) Exterior 665.2 PASS

6A05 1.87 1 0 2.95 16.8 2.0 394.4844 Other (Main) Exterior 665.2 PASS

6A06 1.87 1 0 2.96 14.8 2.0 395.4589 Other (Main) Exterior 665.2 PASS

6A07 2.45 1 0 2.98 12.1 2.0 341.661 Other (Main) Exterior 665.2 PASS

6A08 1.53 1 0 4.78 14.8 2.0 259.5293 Other (Roof) Exterior 443.5 PASS

6B01 1.32 1 0 5.41 35.8 2.0 448.1057 2 Opp (Main) Interior 831.6 PASS

6B02 1.34 1 0 5.81 38.7 2.0 436.7199 2 Opp (Main) Interior 831.6 PASS

6B03 1.34 1 0 5.80 37.2 2.0 437.5216 2 Opp (Main) Interior 831.6 PASS

6B04 1.68 1 0 5.78 35.6 2.0 339.6711 2 Opp (Main) Interior 831.6 PASS

6B05 1.69 1 0 5.76 32.8 2.0 341.769 2 Opp (Main) Interior 831.6 PASS

6B06 1.69 1 0 5.76 29.0 2.0 343.683 2 Opp (Main) Interior 831.6 PASS

6B07 1.98 1 0 5.73 23.7 2.0 291.1812 2 Opp (Main) Interior 831.6 PASS

6B08 1.11 0.5 0.5 9.42 28.7 2.0 165.0451 2 Opp (Roof) Interior 665.2 PASS

6C01 1.34 1 0 5.34 34.9 2.0 451.2743 2 Opp (Main) Interior 831.6 PASS

6C02 1.34 1 0 5.81 38.4 2.0 436.8982 2 Opp (Main) Interior 831.6 PASS

6C03 1.34 1 0 5.81 36.7 2.0 437.7449 2 Opp (Main) Interior 831.6 PASS

6C04 1 69 . 1 0 5 82 . 34 7. 2 0. 340 7877 340.7877 2 Opp (Main) 2 Opp (Main) Interior Interior 831 6. PASS

6C05 1.69 1 0 5.82 32.0 2.0 342.1032 2 Opp (Main) Interior 831.6 PASS

6C06 1.69 1 0 5.82 28.3 2.0 343.9538 2 Opp (Main) Interior 831.6 PASS

6C07 1.98 1 0 5.82 23.3 2.0 291.3073 2 Opp (Main) Interior 831.6 PASS

6C08 1.11 0.5 0.5 9.49 27.7 2.0 165.4422 2 Opp (Roof) Interior 665.2 PASS

6D01 1.34 1 0 5.34 34.9 2.0 451.2743 2 Opp (Main) Interior 831.6 PASS

6D02 1.34 1 0 5.81 38.4 2.0 436.8982 2 Opp (Main) Interior 831.6 PASS

6D03 1.34 1 0 5.81 36.7 2.0 437.7449 2 Opp (Main) Interior 831.6 PASS

6D04 1.69 1 0 5.82 34.7 2.0 340.7877 2 Opp (Main) Interior 831.6 PASS

6D05 1.69 1 0 5.82 32.0 2.0 342.1032 2 Opp (Main) Interior 831.6 PASS ( )

6D06 1.69 1 0 5.82 28.3 2.0 343.9538 2 Opp (Main) Interior 831.6 PASS

6D07 1.98 1 0 5.82 23.3 2.0 291.3073 2 Opp (Main) Interior 831.6 PASS

6D08 1.11 0.5 0.5 9.49 27.7 2.0 165.4422 2 Opp (Roof) Interior 665.2 PASS

6E01 1.32 1 0 5.41 35.8 2.0 448.1057 2 Opp (Main) Interior 831.6 PASS

6E02 1.34 1 0 5.81 38.7 2.0 436.7199 2 Opp (Main) Interior 831.6 PASS

6E03 1.34 1 0 5.80 37.2 2.0 437.5216 2 Opp (Main) Interior 831.6 PASS

6E04 1.68 1 0 5.78 35.6 2.0 339.6711 2 Opp (Main) Interior 831.6 PASS

6E05 1.69 1 0 5.76 32.8 2.0 341.769 2 Opp (Main) Interior 831.6 PASS

6E06 1.69 1 0 5.76 29.0 2.0 343.683 2 Opp (Main) Interior 831.6 PASS

6E07 1.98 1 0 5.73 1 98 1 0 5 73 23 7. 2.0 291.1812 2 2 0 291 1812 2 O (M i ) Opp (Main) It ineror 831.6 PASS 831 6 PASS

6E08 1.11 0.5 0.5 9.42 28.7 2.0 165.0451 2 Opp (Roof) Interior 665.2 PASS

6F01 1.50 1 0 2.61 18.5 2.0 522.3625 Other (Main) Exterior 665.2 PASS

6F02 1.50 1 0 2.90 19.7 2.0 501.9394 Other (Main) Exterior 665.2 PASS

6F03 1.50 1 0 2.92 19.0 2.0 502.2918 Other (Main) Exterior 665.2 PASS

6F04 1.87 1 0 2.94 18.3 2.0 397.5021 Other (Main) Exterior 665.2 PASS

6F05 1.87 1 0 2.95 16.8 2.0 394.4844 Other (Main) Exterior 665.2 PASS

6F06 1.87 1 0 2.96 14.8 2.0 395.4589 Other (Main) Exterior 665.2 PASS

6F07 2.45 1 0 2.98 12.1 2.0 341.661 Other (Main) Exterior 665.2 PASS

6F08 1.53 1 0 4.78 6F08 1.53 1 0 4.78 14.8 2.0 259.5293 Other 2.0 259.5293 Other (Roof) Exterior 443.5 PASS Exterior 443.5 PASS

Building Fire Research Laboratory

CP LDP JOINT 1 of 1 8/11/2010

A106
National Earthquake Hazards Reduction Program

Section 13a. LDP (Time History) Shear Wall Assessment (IO)

Typical Wall Propertiesfc' 5000 psi, Lower Bound Concrete Compressive Strength

fy 60 ksi, Lower Bound Reinforcing Steel Yield Strength

fu 90 ksi, Lower Bound Reinforcing Steel Ultimate Strength

fc' 7500 psi, Expected Concrete Compressive Strength

fy 75 ksi, Expected Reinforcing Steel Yield Strength

fu 112.5 ksi, Expected Reinforcing Steel Ultimate Strength

tw 16 in, Shear Wall Thickness

hw 106 ft, Shear Wall Height

lw 22.33 ft, Shear wall Length

Slender Wall Slenderness (ASCE 41‐06 Section C6.7.1)

w 28 in, Boundary Element WidthAg 4960 kips, Nominal Axial Capacity (No Eccentricity, Concrete Only)

κ 1.0 Knowledge Factor

C1 1.0

C2 1.0

Exterior Shear Wall

Level Elev hseg PDES,MAX PDES,MIN MDES,MAX Size Spc Size Spc Ast1 Size Spc Confined? PCL PCE ΦAXIAL P>.35Po?2 sh > 18"?2 sv > 18"?

(ft) (ft) (kips) (kips) (k‐ft) (in) (in) (in2) (in) (kips) (kips) 

Level 08 106 13 111.7 80.6 4864.0 #5 18.0 #5 18.0 6.32 #5 4.0 YES 18217.5 27245.7 0.669 NO NO NO Level 07 93 13 248.7 165.7 12997.8 #5 15.0 #5 15.0 6.32 #5 4.0 YES 18217.5 27245.7 0.669 NO NO NO Level 06 80 13 385.8 250.8 22541.5 #5 15.0 #5 15.0 6.32 #5 4.0 YES 18217.5 27245.7 0.669 NO NO NO Level 05 67 13 522.8 336.0 32364.7 #5 15.0 #5 15.0 6.32 #5 4.0 YES 18217.5 27245.7 0.669 NO NO NO Level 04 54 13 659.9 421.1 42124.4 #5 15.0 #5 15.0 12.64 #5 4.0 YES 18517.0 27614.3 0.671 NO NO NO Level 03 41 13 796.9 506.2 52206.2 #5 15.0 #5 15.0 12.64 #5 4.0 YES 18517.0 27614.3 0.671 NO NO NO Level 02 28 13 934.0 591.3 63727.2 #5 15.0 #5 15.0 20.32 #5 4.0 YES 18880.9 28062.3 0.673 NO NO NO Level 01 15 15 1074.6 679.4 80183.8 #5 10.0 #5 10.0 29.32 #5 4.0 YES 19307.4 28587.3 0.675 NO NO NO 

Interior Shear Wall

Level Elev hseg PDES,MAX PDES,MIN MDES,MAX Size Spc Size Spc Ast1 Size Spc Confined? PCL PCE ΦAXIAL P>.35Po?2 sh > 18"?2 sv > 18"?

(ft) (ft) (kips) (kips) (k‐ft) (in) (in) (in2) (in) (kips) (kips) 

Level 08 106 13 190.2 134.1 4486.1 #5 18.0 #5 18.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NO Level 07 93 13 426.7 273.5 11988.1 #5 18.0 #5 18.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NO Level 06 80 13 663.1 413.0 20790.3 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NO Level 05 67 13 899.6 552.4 29850.4 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NO Level 04 54 13 1136.0 691.9 38851.8 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NO Level 03 41 13 1372.5 831.3 48150.4 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NO Level 02 28 13 1608.9 970.8 58776.4 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NO Level 01 15 15 1849.0 1113.2 73954.5 #5 15.0 #5 10.0 15.24 #5 5.0 YES 18640.2 27766.0 0.671 NO NO NO 

1. Area of Longitudinal Steel in Boundary Elements

2. If "NO", Shear Wall may not be taken as effective in resisting seismic forces per ASCE 41‐06 Section 6.7.1.1

3. Nominal Moment Capacity taken from PCA Column Analysis corresponding to minimum design Axial Load

4. Nominal Moment Capacity at P=0 taken from PCA Column Analysis, including only boundary reinforcing.  Φ = 1.0, and expected strengths are used.

5. Nominal Moment Capacity at P=0 is not required to exceed Moment Demand, as the compressive force is assumed to be 0 and therefore no interaction effects are taken into account.

6. Maximum shear force caculated based on nominal flexural capacity of base of wall.

7. Wall is considered controlled by flexure if the maximum shear force value is less than the nominal shear capacity. This indicates that the wall will fail in flexure prior to reaching the shear capacity.

Horiz Reinf Vert Reinf Boundary Element EffectivenessHoriz Reinf Vert Reinf Boundary Element Effectiveness

Building Fire Research LaboratoryIO LDP SW 1 of 2 

A107
National Earthquake Hazards Reduction Program

Control7 J*PDES,MAX J*PDES,MIN MDES/m DCRMAX DCRMIN

(kips) (kips) (k‐ft)

Flexure 111.7 80.6 2432.0 0.100 0.101 PASS PASS PASSFlexure 248.7 165.7 6498.9 0.235 0.242 PASS PASS PASSFlexure 385.8 250.8 11270.7 0.388 0.407 PASS PASS PASSFlexure 522.8 336.0 16182.4 0.532 0.567 PASS PASS PASSFlexure 659.9 421.1 21062.2 0.509 0.540 PASS PASS PASSFlexure 796.9 506.2 26103.1 0.612 0.655 PASS PASS PASSFlexure 934.0 591.3 31886.3 0.574 0.610 PASS PASS PASSFlexure 1074.6 679.4 47516.3 0.629 0.661 PASS PASS PASS

Control7 J*PDES,MAX J*PDES,MIN MDES/m DCRMAX DCRMIN

(kips) (kips) (k‐ft)

Flexure 190.2 134.1 2243.1 0.066 0.067 PASS PASS PASSFlexure 426.7 273.5 5994.0 0.165 0.173 PASS PASS PASSFlexure 663.1 413.0 10395.1 0.257 0.274 PASS PASS PASSFlexure 899.6 552.4 14925.2 0.349 0.380 PASS PASS PASSFlexure 1136.0 691.9 19425.9 0.432 0.477 PASS PASS PASSFlexure 1372.5 831.3 24075.2 0.509 0.572 PASS PASS PASSFlexure 1608.9 970.8 29465.5 0.595 0.679 PASS PASS PASSFlexure 1849.0 1113.2 43824.9 0.774 0.883 PASS PASS PASS

Axial‐Flexural

Acceptance

Shear

Acceptance

Axial‐Flexural

Acceptance

Shear

Acceptance

Building Fire Research LaboratoryIO LDP SW 2 of 2 

A108
National Earthquake Hazards Reduction Program

Section 13b. LDP (Time History) Shear Wall Assessment (LS)

Typical Wall Propertiesfc' 5000 psi, Lower Bound Concrete Compressive Strength

fy 60 ksi, Lower Bound Reinforcing Steel Yield Strength

fu 90 ksi, Lower Bound Reinforcing Steel Ultimate Strengthfc' 7500 psi, Expected Concrete Compressive Strength

fy 75 ksi, Expected Reinforcing Steel Yield Strength

fu 112.5 ksi, Expected Reinforcing Steel Ultimate Strength

tw 16 in, Shear Wall Thickness

hw 106 ft, Shear Wall Height

lw 22.33 ft, Shear wall Length

Slender Wall Slenderness (ASCE 41‐06 Section C6.7.1)

w 28 in, Boundary Element WidthAg 4960 kips, Nominal Axial Capacity (No Eccentricity, Concrete Only)

κ 1.0 Knowledge FactorC1 1.0

C2 1.0

Exterior Shear Wall

Level Elev hseg PDES,MAX PDES,MIN MDES,MAX Size Spc Size Spc Ast1 Size Spc Confined? PCL PCE ΦAXIAL P>.35Po?2 sh > 18"?2 sv > 

(ft) (ft) (kips) (kips) (k‐ft) (in) (in) (in2) (in) (kips) (kips) 

Level 08 106 13 111.7 80.6 8492.4 #5 18.0 #5 18.0 6.32 #5 4.0 YES 18217.5 27245.7 0.669 NO NO NLevel 07 93 13 248.7 165.7 22693.8 #5 15.0 #5 15.0 6.32 #5 4.0 YES 18217.5 27245.7 0.669 NO NO NLevel 06 80 13 385.8 250.8 39356.6 #5 15.0 #5 15.0 6.32 #5 4.0 YES 18217.5 27245.7 0.669 NO NO NLevel 05 67 13 522.8 336.0 56507.6 #5 15.0 #5 15.0 6.32 #5 4.0 YES 18217.5 27245.7 0.669 NO NO NLevel 04 54 13 659.9 421.1 73547.7 #5 15.0 #5 15.0 12.64 #5 4.0 YES 18517.0 27614.3 0.671 NO NO NLevel 03 41 13 796.9 506.2 91150.2 #5 15.0 #5 15.0 12.64 #5 4.0 YES 18517.0 27614.3 0.671 NO NO NLevel 02 28 13 934.0 591.3 111265.5 #5 15.0 #5 15.0 20.32 #5 4.0 YES 18880.9 28062.3 0.673 NO NO NLevel 01 15 15 1074.6 679.4 139998.1 #5 10.0 #5 10.0 29.32 #5 4.0 YES 19307.4 28587.3 0.675 NO NO N

Interior Shear Wall

Level Elev hseg PDES,MAX PDES,MIN MDES,MAX Size Spc Size Spc Ast1 Size Spc Confined? PCL PCE ΦAXIAL P>.35Po?2 sh > 18"?2 sv > 

(ft) (ft) (kips) (kips) (k‐ft) (in) (in) (in2) (in) (kips) (kips) 

Level 08 106 13 190.2 134.1 7832.6 #5 18.0 #5 18.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NLevel 07 93 13 426.7 273.5 20930.7 #5 18.0 #5 18.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NLevel 06 80 13 663.1 413.0 36299.1 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NLevel 05 67 13 899.6 552.4 52117.7 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NLevel 04 54 13 1136.0 691.9 67833.9 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NLevel 03 41 13 1372.5 831.3 84068.9 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NLevel 02 28 13 1608.9 970.8 102621.6 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NLevel 01 15 15 1849.0 1113.2 129122.0 #5 15.0 #5 10.0 15.24 #5 5.0 YES 18640.2 27766.0 0.671 NO NO N

1. Area of Longitudinal Steel in Boundary Elements

2. If "NO", Shear Wall may not be taken as effective in resisting seismic forces per ASCE 41‐06 Section 6.7.1.1

3. Nominal Moment Capacity taken from PCA Column Analysis corresponding to minimum design Axial Load

4. Nominal Moment Capacity at P=0 taken from PCA Column Analysis, including only boundary reinforcing.   Φ = 1.0, and expected strengths are used.

5. Nominal Moment Capacity at P=0 is not required to exceed Moment Demand, as the compressive force is assumed to be 0 and therefore no interaction effects are taken into account.

6. Maximum shear force caculated based on nominal flexural capacity of base of wall.7. Wall is considered controlled by flexure if the maximum shear force value is less than the nominal shear capacity. This indicates that the wall will fail in flexure prior to reaching the shear capacity.

Effectiveness

Horiz Reinf Vert Reinf Boundary Element Effectiveness

Horiz Reinf Vert Reinf Boundary Element

Building Fire Research LaboratoryLS LDP SW 1 of 2 

A109
National Earthquake Hazards Reduction Program

Control7 J*PDES,MAX J*PDES,MIN MDES/m DCRMAX DCRMIN

(kips) (kips) (k‐ft)

Flexure 223.4 161.2 2123.1 0.083 0.085 PASS PASS PASSFlexure 497.5 331.4 5673.4 0.188 0.199 PASS PASS PASSFlexure 771.6 501.7 10226.0 0.311 0.339 PASS PASS PASSFlexure 1045.7 671.9 15424.8 0.434 0.484 PASS PASS PASSFlexure 1319.7 842.2 21780.3 0.457 0.505 PASS PASS PASSFlexure 1593.8 1012.4 30383.4 0.604 0.679 PASS PASS PASSFlexure 1867.9 1182.7 37123.7 0.577 0.641 PASS PASS PASSFlexure 2149.2 1358.8 46666.0 0.548 0.597 PASS PASS PASS

Control7 J*PDES,MAX J*PDES,MIN MDES/m DCRMAX DCRMIN

(kips) (kips) (k‐ft)

Flexure 380.5 268.1 1958.2 0.055 0.056 PASS PASS PASSFlexure 853.4 547.0 5232.7 0.129 0.140 PASS PASS PASSFlexure 1326.3 825.9 9074.8 0.194 0.216 PASS PASS PASSFlexure 1799.2 1104.9 13554.8 0.264 0.303 PASS PASS PASSFlexure 2272.1 1383.8 18944.9 0.340 0.400 PASS PASS PASSFlexure 2745.0 1662.7 26508.0 0.442 0.530 PASS PASS PASSFlexure 3217.9 1941.6 34327.2 0.534 0.652 PASS PASS PASSFlexure 3698.0 2226.4 43040.7 0.588 0.716 PASS PASS PASS

Axial‐Flexure Axial‐Flexural

Acceptance

Shear

Acceptance

Axial‐Flexural

Acceptance

Shear

Acceptance

Building Fire Research LaboratoryLS LDP SW 2 of 2 

A110
National Earthquake Hazards Reduction Program

Section 13c. LDP (Time History) Shear Wall Assessment (CP)

Typical Wall Propertiesfc' 5000 psi, Lower Bound Concrete Compressive Strength

fy 60 ksi, Lower Bound Reinforcing Steel Yield Strength

fu 90 ksi, Lower Bound Reinforcing Steel Ultimate Strengthfc' 7500 psi, Expected Concrete Compressive Strength

fy 75 ksi, Expected Reinforcing Steel Yield Strength

fu 112.5 ksi, Expected Reinforcing Steel Ultimate Strength

tw 16 in, Shear Wall Thickness

hw 106 ft, Shear Wall Height

lw 22.33 ft, Shear wall Length

Slender Wall Slenderness (ASCE 41‐06 Section C6.7.1)

w 28 in, Boundary Element WidthAg 4960 kips, Nominal Axial Capacity (No Eccentricity, Concrete Only)

κ 1.0 Knowledge FactorC1 1.0

C2 1.0

Exterior Shear Wall

Level Elev hseg PDES,MAX PDES,MIN MDES,MAX Size Spc Size Spc Ast1 Size Spc Confined? PCL PCE ΦAXIAL P>.35Po?2 sh > 18"?2 sv > 

(ft) (ft) (kips) (kips) (k‐ft) (in) (in) (in2) (in) (kips) (kips) 

Level 08 106 13 111.7 80.6 11939.4 #5 18.0 #5 18.0 6.32 #5 4.0 YES 18217.5 27245.7 0.669 NO NO NLevel 07 93 13 248.7 165.7 31913.1 #5 15.0 #5 15.0 6.32 #5 4.0 YES 18217.5 27245.7 0.669 NO NO NLevel 06 80 13 385.8 250.8 55345.2 #5 15.0 #5 15.0 6.32 #5 4.0 YES 18217.5 27245.7 0.669 NO NO NLevel 05 67 13 522.8 336.0 79463.9 #5 15.0 #5 15.0 6.32 #5 4.0 YES 18217.5 27245.7 0.669 NO NO NLevel 04 54 13 659.9 421.1 103426.4 #5 15.0 #5 15.0 12.64 #5 4.0 YES 18517.0 27614.3 0.671 NO NO NLevel 03 41 13 796.9 506.2 128179.9 #5 15.0 #5 15.0 12.64 #5 4.0 YES 18517.0 27614.3 0.671 NO NO NLevel 02 28 13 934.0 591.3 156467.1 #5 15.0 #5 15.0 20.32 #5 4.0 YES 18880.9 28062.3 0.673 NO NO NLevel 01 15 15 1074.6 679.4 196636.1 #5 10.0 #5 10.0 29.32 #5 4.0 YES 19307.4 28587.3 0.675 NO NO N

Interior Shear Wall

Level Elev hseg PDES,MAX PDES,MIN MDES,MAX Size Spc Size Spc Ast1 Size Spc Confined? PCL PCE ΦAXIAL P>.35Po?2 sh > 18"?2 sv > 

(ft) (ft) (kips) (kips) (k‐ft) (in) (in) (in2) (in) (kips) (kips) 

Level 08 106 13 190.2 134.1 11011.9 #5 18.0 #5 18.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NLevel 07 93 13 426.7 273.5 29433.8 #5 18.0 #5 18.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NLevel 06 80 13 663.1 413.0 51045.6 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NLevel 05 67 13 899.6 552.4 73290.5 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NLevel 04 54 13 1136.0 691.9 95391.5 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NLevel 03 41 13 1372.5 831.3 118222.0 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NLevel 02 28 13 1608.9 970.8 144311.6 #5 15.0 #5 15.0 9.48 #5 5.0 YES 18367.2 27430.0 0.670 NO NO NLevel 01 15 15 1849.0 1113.2 181359.9 #5 15.0 #5 10.0 15.24 #5 5.0 YES 18640.2 27766.0 0.671 NO NO N

1. Area of Longitudinal Steel in Boundary Elements

2. If "NO", Shear Wall may not be taken as effective in resisting seismic forces per ASCE 41‐06 Section 6.7.1.1

3. Nominal Moment Capacity taken from PCA Column Analysis corresponding to minimum design Axial Load

4. Nominal Moment Capacity at P=0 taken from PCA Column Analysis, including only boundary reinforcing.   Φ = 1.0, and expected strengths are used.

5. Nominal Moment Capacity at P=0 is not required to exceed Moment Demand, as the compressive force is assumed to be 0 and therefore no interaction effects are taken into account.

6. Maximum shear force caculated based on nominal flexural capacity of base of wall.7. Wall is considered controlled by flexure if the maximum shear force value is less than the nominal shear capacity. This indicates that the wall will fail in flexure prior to reaching the shear capacity.

Effectiveness

Horiz Reinf Vert Reinf Boundary Element Effectiveness

Horiz Reinf Vert Reinf Boundary Element

Building Fire Research LaboratoryCP LDP SW 1 of 2 

A111
National Earthquake Hazards Reduction Program

Control7 J*PDES,MAX J*PDES,MIN MDES/m DCRMAX DCRMIN

(kips) (kips) (k‐ft)

Flexure 223.4 161.2 1989.9 0.078 0.080 PASS PASS PASSFlexure 497.5 331.4 6474.7 0.215 0.227 PASS PASS PASSFlexure 771.6 501.7 13836.3 0.421 0.459 PASS PASS PASSFlexure 1045.7 671.9 19866.0 0.559 0.623 PASS PASS PASSFlexure 1319.7 842.2 25856.6 0.542 0.600 PASS PASS PASSFlexure 1593.8 1012.4 32045.0 0.637 0.716 PASS PASS PASSFlexure 1867.9 1182.7 39158.6 0.608 0.676 PASS PASS PASSFlexure 2149.2 1358.8 47669.4 0.559 0.610 PASS PASS PASS

Control7 J*PDES,MAX J*PDES,MIN MDES/m DCRMAX DCRMIN

(kips) (kips) (k‐ft)

Flexure 380.5 268.1 1835.3 0.051 0.053 PASS PASS PASSFlexure 853.4 547.0 5529.7 0.137 0.148 PASS PASS PASSFlexure 1326.3 825.9 11550.1 0.247 0.275 PASS PASS PASSFlexure 1799.2 1104.9 18322.6 0.357 0.410 PASS PASS PASSFlexure 2272.1 1383.8 23847.9 0.428 0.504 PASS PASS PASSFlexure 2745.0 1662.7 29555.5 0.493 0.591 PASS PASS PASSFlexure 3217.9 1941.6 36220.4 0.564 0.688 PASS PASS PASSFlexure 3698.0 2226.4 43966.0 0.601 0.732 PASS PASS PASS

Axial‐Flexure Axial‐Flexural

Acceptance

Shear

Acceptance

Axial‐Flexural

Acceptance

Shear

Acceptance

Building Fire Research LaboratoryCP LDP SW 2 of 2 

A112
Appendix E – LSP and LDP Demand‐Capacity Ratio Elevations

   

A113
Grid A Grid B Grid C Grid D Grid E Grid F

Story 4 Story 3

Level 08

Level 07

Level 06

Level 05

Level 04 Story 8 Story 7 Story 6 Story 5

Level 03

Level 02

LSP Moment Frame Failure Elevation (LS)

Story 2 Story 1

Level 01

A114
Grid A Grid B Grid C Grid D Grid E Grid F

Story 4 Story 3

Level 08

Level 07

Level 06

Level 05

Level 04 Story 8 Story 7 Story 6 Story 5

Level 03

Level 02

LSP Moment Frame Failure Elevation (CP)

Story 2 Story 1

Level 01

A115
Grid A Grid B Grid C Grid D Grid E Grid F

Story 4 Story 3

Level 08

Level 07

Level 06

Level 05

Level 04 Story 8 Story 7 Story 6 Story 5

Level 03

Level 02

LDP (RESP) Moment Frame Failure Elevation (LS)

Story 2 Story 1

Level 01

A116
Grid A Grid B Grid C Grid D Grid E Grid F

Story 4 Story 3

Level 08

Level 07

Level 06

Level 05

Level 04 Story 8 Story 7 Story 6 Story 5

Level 03

Level 02

LDP (RESP) Moment Frame Failure Elevation (CP)

Story 2 Story 1

Level 01

A117
Grid A Grid B Grid C Grid D Grid E Grid F

Level 08

Level 07

Level 06

Level 05

Level 04 Story 8 Story 7 Story 6 Story 5

Level 03

Level 02 Story 4 Story 3

LDP (THA) Moment Frame Failure Elevation (LS)

Level 01 Story 2 Story 1

A118
Grid A Grid B Grid C Grid D Grid E Grid F

Level 08

Level 07

Level 06

Level 05

Level 04 Story 8 Story 7 Story 6 Story 5

Level 03

Level 02 Story 4 Story 3

LDP (THA) Moment Frame Failure Elevation (CP)

Level 01 Story 2 Story 1

A119
Grid 4 Grid 5 Grid 4 Grid 5

Level 08 Level 08

Level 07 Level 07

Level 06

Level 05

Level 06

Level 05

Level 04

Level 03

Level 04

Level 03

Level 02 Level 02

Level 01 Level 01

LSP Shear Wall Failure Elevations (LS)

Exterior SW Interior SW

A120
Grid 4 Grid 5 Grid 4 Grid 5

Level 08 Level 08

Level 07 Level 07

Level 06

Level 05

Level 06

Level 05

Level 04

Level 03

Level 04

Level 03

Level 02 Level 02

Level 01 Level 01

Exterior SW Interior SW

LSP Shear Wall Failure Elevations (CP)

A121
Grid 4 Grid 5 Grid 4 Grid 5

Level 08 Level 08

Level 07 Level 07

Level 06

Level 05

Level 06

Level 05

Level 04

Level 03

Level 04

Level 03

Level 02 Level 02

Level 01 Level 01

Exterior SW Interior SW

LDP (RESP) Shear Wall Failure Elevations (LS)

A122
Grid 4 Grid 5 Grid 4 Grid 5

Level 08 Level 08

Level 07 Level 07

Level 06

Level 05

Level 06

Level 05

Level 04

Level 03

Level 04

Level 03

Level 02 Level 02

Level 01 Level 01

Exterior SW Interior SW

LDP (RESP) Shear Wall Failure Elevations (CP)

A123
Grid 4 Grid 5 Grid 4 Grid 5

Level 08 Level 08

Level 07 Level 07

Level 06

Level 05

Level 06

Level 05

Level 04

Level 03

Level 04

Level 03

Level 02 Level 02

Level 01 Level 01

Exterior SW Interior SW

LDP (THA) Shear Wall Failure Elevations (LS)

A124
Grid 4 Grid 5 Grid 4 Grid 5

Level 08 Level 08

Level 07 Level 07

Level 06

Level 05

Level 06

Level 05

Level 04

Level 03

Level 04

Level 03

Level 02 Level 02

Level 01 Level 01

Exterior SW Interior SW

LDP (THA) Shear Wall Failure Elevations (CP)

A125
Appendix F – Time History Record Scaling Calculations

A126
National Earthquake Hazards Reduction Program

Evaluation of Reinforced Concrete Lateral

Resisting Systems using Current Performance

Based Assessment Criteria

Time History Record Scaling Factors and Calculations

Key System Perform ?/IO SF Total SF

MF-IO MF IO 1 0.954208 0.95420826

MF-LS MF LS 1.74 0.954208 1.6640144

MF-CP MF CP 2.45 0.954208 2.34002025

SW-IO SW IO 1 0.698597 0.69859676

SW-LS SW LS 1.74 0.698597 1.21826139

SW-CP SW CP 2.45 0.698597 1.71318008

ID Record dt N Scale tstop MF-IO MF-LS MF-CP SW-IO SW-LS SW-CP

of Original

TH01 120111 0.01 2999 0.65082281 29.98 20.0 34.9 49.0 14.6 25.5 35.9

TH02 120112 0.01 2999 0.65082281 29.98 20.0 34.9 49.0 14.6 25.5 35.9

TH03 120121 0.01 1999 0.83152823 19.98 25.5 44.6 62.7 18.7 32.6 45.9

TH04 120122 0.01 1999 0.83152823 19.98 25.5 44.6 62.7 18.7 32.6 45.9

TH05 120411 0.01 5590 0.62910197 55.89 19.3 33.7 47.4 14.2 24.7 34.7

TH06 120412 0.01 5590 0.62910197 55.89 19.3 33.7 47.4 14.2 24.7 34.7

TH07 120521 0.01 4531 1.09153986 45.3 33.5 58.5 82.2 24.6 42.8 60.2

TH08 120522 0.01 4531 1.09153986 45.3 33.5 58.5 82.2 24.6 42.8 60.2

TH09 120611 0.01 9992 1.31146275 99.91 40.3 70.3 98.8 29.5 51.4 72.3

TH10 120612 0.01 9992 1.31146275 99.91 40.3 70.3 98.8 29.5 51.4 72.3

TH11 120621 0.005 7807 1.01385396 39.03 31.2 54.3 76.4 22.8 39.8 55.9

TH12 120622 0.005 7807 1.01385396 39.03 31.2 54.3 76.4 22.8 39.8 55.9

TH13 120711 0.01 4096 1.03408514 40.95 31.8 55.4 77.9 23.3 40.6 57.0

TH14 120712 0.01 4096 1.03408514 40.95 31.8 55.4 77.9 23.3 40.6 57.0

TH15 120721 0.01 4096 1.099025 40.95 33.8 58.9 82.8 24.7 43.1 60.6

TH16 120722 0.01 4096 1.099025 40.95 33.8 58.9 82.8 24.7 43.1 60.6

TH17 120811 0.005 5437 0.68831589 27.18 21.1 36.9 51.9 15.5 27.0 38.0

TH18 120812 0.005 5437 0.68831589 27.18 21.1 36.9 51.9 15.5 27.0 38.0

TH19 120821 0.005 6000 1.36020085 29.995 41.8 72.9 102.5 30.6 53.4 75.0

TH20 120822 0.005 6000 1.36020085 29.995 41.8 72.9 102.5 30.6 53.4 75.0

TH21 120911 0.02 2200 0.98651955 43.98 30.3 52.9 74.3 22.2 38.7 54.4

TH22 120912 0.02 2200 0.98651955 43.98 30.3 52.9 74.3 22.2 38.7 54.4

TH23 120921 0.0025 11186 1.14898349 27.9625 35.3 61.6 86.6 25.8 45.1 63.4

TH24 120922 0.0025 11186 1.14898349 27.9625 35.3 61.6 86.6 25.8 45.1 63.4

TH25 121011 0.005 7991 1.08851067 39.95 33.4 58.3 82.0 24.5 42.7 60.0

TH26 121012 0.005 7991 1.08851067 39.95 33.4 58.3 82.0 24.5 42.7 60.0

TH27 121021 0.005 7989 0.88027055 39.94 27.0 47.2 66.3 19.8 34.5 48.6

TH28 121022 0.005 7989 0.88027055 39.94 27.0 47.2 66.3 19.8 34.5 48.6

TH29 121111 0.02 2676 0.78716503 53.5 24.2 42.2 59.3 17.7 30.9 43.4

TH30 121112 0.02 2300 0.78716503 45.98 24.2 42.2 59.3 17.7 30.9 43.4

TH31 121211 0.005 8000 0.86966825 39.995 26.7 46.6 65.5 19.6 34.1 48.0

TH32 121212 0.005 8000 0.86966825 39.995 26.7 46.6 65.5 19.6 34.1 48.0

TH33 121221 0.01 2230 1.17435536 22.29 36.1 62.9 88.5 26.4 46.1 64.8

TH34 121222 0.01 2230 1.17435536 22.29 36.1 62.9 88.5 26.4 46.1 64.8

TH35 121321 0.02 1800 0.81997941 35.98 25.2 43.9 61.8 18.4 32.2 45.2

TH36 121322 0.02 1800 0.81997941 35.98 25.2 43.9 61.8 18.4 32.2 45.2

TH37 121411 0.005 18000 0.41044173 89.995 12.6 22.0 30.9 9.2 16.1 22.6

TH38 121412 0.005 18000 0.41044173 89.995 12.6 22.0 30.9 9.2 16.1 22.6

TH39 121421 0.005 18000 0.95946044 89.995 29.5 51.4 72.3 21.6 37.6 52.9

TH40 121422 0.005 18000 0.95946044 89.995 29.5 51.4 72.3 21.6 37.6 52.9

TH41 121511 0.01 2800 2.09615629 27.99 64.4 112.3 157.9 47.2 82.2 115.6

TH42 121512 0.01 2800 2.09615629 27.99 64.4 112.3 157.9 47.2 82.2 115.6

TH43 121711 0.005 7269 1.44009628 36.34 44.2 77.2 108.5 32.4 56.5 79.4

TH44 121712 0.005 7269 1.44009628 36.34 44.2 77.2 108.5 32.4 56.5 79.4

TH Scale Factors for Lateral System and Limit State

Building Fire Research Laboratory

Scale Factors 1 of 1 8/9/2010

A127